Civil Capsule PDF: Civil Engineering Pocket Dictionary by S. Sorout

 CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 1 Civil Capsule (Pocket Dictionary) of Civil Engineering By S. Sorout No2 part Freeof this with Civilbook Boostermay (Civilbe reproduced...

 CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 1 Civil Capsule (Pocket Dictionary) of Civil Engineering By S. Sorout No2 part Freeof this with Civilbook Boostermay (Civilbe reproduced Ki Goli or distrib- Publication 9255624029) uted in any form or by any means, Electronic, Me- chanical, photocopying, recording, scanning or other- wise or stored in a database or retrieval system with- out the prior written permission of the author. Published By CIVIL Ki GOLI Publication Copyright@ Author Second Edition : Dec. 2020 All Disputes Subjects to Haryana Jurisdiction Only Typeset by: Sandeep Kumar Dubey & Team  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 3 PREFACE It is an immense pleasure to present the CIVIL Capsule (Pocket Dictionary) of Civil Engineering in the hand of young Engineers. It will help you in the quick revision of CIVIL Engineering Subjects. I have true desire of serving to society and Nation by way of making easy path of the education for People of India. You should visit the CIVIL Ki GOLI You- Tube channel for better use of this pocket dictionary. Every care has been taken to bring an Error free pocket dictionary. However, if you find any wrong Data in it, Inform us at [email protected]. I will be highly obliged if you message/mail your feedback or suggestion on [email protected]. Date: Dec. 2020 S. Sorout  4 Free with Civil Booster (Civil Ki Goli Publication 9255624029) CONTENTS 1. Soil Mechanics.................................... 1–15 2. Reinforce Cement Concrete.......... 16–24 3. Fluid Mechanics............................... 25–44 4. Building Material & Construction.. 45–77 5. Strength of Material......................... 78–88 6. Hydrology Engineering................... 89–92 7. Irrigation Engineering..................... 93–99 8. Highway Engineering................... 100–110 9. Railway Engineering..................... 111–113 10. Surveying....................................... 114–130 11. Environmental Engineering....... 131–140 12. Steel Structure.............................. 141–149 13. Estimation Costing....................... 150–153 14. CPM & PERT................................... 154–158 15. BRIDGE Engineering.................... 159–169 16. TUNNEL Engineering.................... 170–172 17. STRUCTURAL ANALYSIS............... 173–188  1 CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 1 SOIL MECHANICS Soil Deposited by Alluvial Soil River Marine Soil Sea water Lacustrine Soil Still water like as lakes Aeolian Soil Wind Glacial Soil Ice Note: Loess is an aeolian soil. Soil 3 Phase 2 Phase (Partially Saturated) Wa 0 Fully Saturated Dry Soil Va Air Vv Vw = Vv Vv = Va Vw Water Water Ww Air Wa = 0 Ww V W Vs Solid Ws Vs Solid Ws Vs Solid Ws WW  Water Content: W  W  100 S VV  Void Ratio: e  V S  2 Free with Civil Booster (Civil Ki Goli Publication 9255624029) VV  Porosity: n   100 V VW  Degree of Saturation: S  V  100 v Va  Air Content: a c  V  1  S v Va % Air Voids   ,   n ac V W WS  WW  Bulk Unit Weight:   V  V  V  V a W S WS  Dry Unit Weight: d  V Wsat  Saturated Unit Weight: sat  V WS S  Specific Gravity: G  V.   S W W  Appearent or Mass Specific Gravity: W  Gm   V W  W W e n  WS   n or e  1 w 1 e 1 n  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 3 G W (1  W)  Se  WG   (1  e) G  e G w  sat   1  e . w  d    1 e  G  1      1  e   w  d    1 w Method for Determination of water content W2  W1  Oven drying Method: W  W  W  100 3 1  (W2  W1 )  G  1    Pycnometer Method: W   (W  W )  G   1  100  3 4  Determination of Unit Weight: 1. Core Cutter method  Field method suitable for, fine grained and clayey soil.  Not suitable for stoney, gravelly soil and dry soil. 2. Water displacement method  Suitable for ohesive soils only 3. Sand replacement method  Field method & used for gravelly, sandy and dry soil  4 Free with Civil Booster (Civil Ki Goli Publication 9255624029) 4. Water ballon method  Volume of the pit is measured by covering the pit with plastic sheet and then filling it with water.  Wt. of water thus calculated is equal to volume of soil excavated.  Plasticity Index [IP]: I P  WL  WP WL  WN WN  WP IC  , IL  ( IC + IL = 1 ) IP IP W1  W2 If  IP N   Flow Index: log10  2  , I t  I  N1  f (q u ) undisturbed  Sensitivity: St  (q ) Remoulded u max e e  Relative Density/Density Index: I D  e  e  100 max min Plasticity Index  Activity of Clay: AC = % by weight fine than 2 D60 Cu = D , (Cu > 4 Gravel, Cu > 6 Sand) 10  D30 2 CC = , 1  CC  3 for well Graded soil D10  D60  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 5 Coarse grained soil classification based on grain size (mm) Boulder Cobble Coarse grained soil Fine Grained soil Gravel Sand coarse fine coarse med iu m fine silt clay >300 300-80 80-20 20-4.75 4.75-2.0 2-0.425 0.425-0.075 0.075-0.002 KV always. Determination of coefficient of consolidation (CV) Determination of coefficient of consolidation (C V) Casagrande’s method Taylor’s method (Also called Logarithm of time fitting method) (Also called Square root time fitting method) T50 H2 T90 H2 Cv  Cv  Dial gauge t5 0 Dial gauge t90 reading reading T50= 0.196 T90 = 0.848 log (time) t CV is inversely proportional to liquid limit (wL) where as Cc is directly proportional to liquid limit. Value of CV decreases with increases in plasticity.  8 Free with Civil Booster (Civil Ki Goli Publication 9255624029) 5/ 2     3q  1  Z   Boussinesq’s Equations: z 2   r 2  1       z   NF  Seepage Calculation: q  k.H N d  Westergaard’s Solution: 1 q 1 q z  2  3/ 2  kw.  z  2  r         z   e1  e 2 e V Cc  , av  , log 2  log   M v   V  e av MV    1  e0   1  e0  Terzaghi Equation for one- dimension consolidation: du  2u  C v. 2 t Z C v.t  Time Factor: Tv  H2  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 9  2 Tv = (u) , u  60% 4 T v = 1.781 – 0.933 log (100 – u); u > 60% u1  u z  e  Degree Of Consolidation: Vz  u1 ,  H 1  eo  Calculation of Settlement: H0        C C  log    1  e0      m v.H 0., C C  0.009(w L  10) 2     Triaxial Test:    tan  45º     2c tan  45º  2       Vane Shear test: T S  h d  [when both top & bottom d 2    end shear the soil]  2 6  Pore Pressure Parameter (Given by Skempton): U= B[3+ A(1–3)] U B= (For saturated soil, B = 1, for dry soil, B = 0)  tan   Stability of slope: F  ,   z cos  sin  tan   Swedish Circle Method: Surface of sliding is assumed as "arc of circle"  10 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Face/slope failure Toe failure most Base failure soil close to the common mode soil below the toe is toe is quite strong of failure soft and slope is flat depth factor < 1 depth factor = 1 depth factor > 1 Cm c Stability Number = SN = H.  F.H (Max. value = 0.261) c Classification of lateral earth pressure Active earth pressure Earth pressure at rest Passive earth pressure (wall moves away from (wall does not (wall moves towards the backfill) moves at all) backfill) Movement tendency of soil Movement tendency H of soil Shear stress on soil block Passive Shear stress on H earth soil block On the verge pressure of failure Active earth Earth pressure On the verge pressure at rest of failure Pa < P 0 Pa= active earth pressure Pp > P 0 P0= earth pressure of rest Movement Away from Soil Movement Towards the soil Active earth pressure Passive earth pressure Failure plane is inclined at Failure plane is inclined at (45 + /2) (45 –/2) with with the horizontal the horizontal Very little movement is required Much higher movement is required to to mobilise the active pressure mobilise the pressure H = 0.2% of H Dense sands H = 2% of H Dense sands H = 0.5% of H loose sands H = (5-10)% of H loose sands 1  sin    1  sin    Ka   tan 2  45   kP   tan 2  45   1  sin     sin     CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 11  Active Earth Pressure For Cohesive: Pa = K a z  2C k a Z = 0 when Pa = 2C K a 2C ZC =  K , H c  2Zc a  Earth Pressure at Rest: h    K 0 , Coefficient of earth pressure at rest. v 1   1  sin    Ka =  tan 2  45º   = 1 1  sin   2  Kp Types of footings Strip Isolated/spread Raft/mat Combined Pile foundation footing footing foundation footing L L B B  Net Safe Bearing Capacity: Net ultimate bearing capacity qns = Factor of safety. q q  Df qns = nu  u F F q  Df  Safe Bearing Capacity: qsaf = u  Df F  12 Free with Civil Booster (Civil Ki Goli Publication 9255624029)  Elastic Settlement: S = k.q. A 1   2 E  Bearing Capacity for Strip footing 1 qult = CN c  Df N q  bN  2  Bearing Capacity of Shallow Circular Footing qult = 1.3CNC + DfNq+0.3 bN  Bearing Capacity of Shallow Square Footing qult = 1.3 CNC + DfNq+0.4bN Note: Load carrying capacity in order - Strip < Circular < Square Footing  Plate Load test: (IS 1888–1982) Girder 2 Sf  Bf Bp  0.3   For sandy soil Hydraulic jack SP  BP Bf  0.3    Pipe arrangement Sf Bf Dial gauge  (For clay, quf = qup) Sp BP Plate BP 5 × BP It is used to calculate (a) Ultimate bearing capacity (b) Allowable bearing capacity (c) Safe settlement of foundation Significant only for cohesionless soil  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 13 Standard Penetration Test: Bore holes Df  350  Over burden Correction: N1 = N 0bs    A    70  D 150mm 150mm 150mm 300mm Reading 1 (1.5-2)B st 1readily B 150mm Taken Dilatancy Correction:N2 =15  (N1  15) 150mm 2 300mm st 1readily C  For Granular soils only For Granular soils only & split spoon sampler is allowed to penetrate into the soil by applying impact load of 65 kg. having a free fall of 75 cm.  N-value is determined at selected number of bore hoes and avg. value of corrected N is calculated for the depth from Df + (1.5–2) B.  STP-N value recorded in clayey deposit dose not require corrections for overburden pressure & dilatancy Classification of Piles based on various factors - (a) Function/Action - Fender, sheet, batter, tension (uplift), load bearing etc. (b) Installation method - Driven, jack, screw & Bored ( cast in-situ) piles. (c) Material - Steel, timber, concrete & composite piles. (d) Displace-ment of soil - Displacement and non-displacement piles. (e) Mode of load transfer - End bearing, friction and combined piles.  14 Free with Civil Booster (Civil Ki Goli Publication 9255624029)  Ultimate bearing Capacity of pile Load taken by base + load by skin friction. Qu = Qpu + Qf , Qu= qpu× Ab + FSAS.  Engineering News Formula: Ultimate load on pile WH C = 2.5 cm for drop hammer Q = 6(S  C) C = 0.25 cm for single acting steam hammer allowable  Boring and its its methods: Making and advancing of bore holes is called boring Boring and its methods It is the making & advancing of bore holes is called boring Various methods of boring - (a) Auger boring - It is use in partially saturated sands, silts and medium to stiff clays. But it gives highly disturbed sample. It is suitable for small depth of exploration (hand operated auger upto 6m depth) like as highway & borrow pit etc. (b) Wash boring - It gives disturbed sample. It is not use in hard soils, rock and soil containing boulder. (c) Percussion boring - In it, heavy drilling bit is dropped and raised. It can be used only in boulder & gravel strata. (d) Rotary boring - It gives least disturbed samples. Soil samples  Disturbed sample are those in which natural soil structure gets modified or destroyed during the sampling operation.  Undisturbed samples are those in which original soil  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 15 structure is preserved as well as mineral properties have not undergone any change. These samples are use in size distribution, Atterberg’s limits, coefficient of permeability, consolidation parameters, shear strength parameters. D3  D1  Inside Clearance: Ci = D  100% 1 D2  D4  Out Side Clearance: C0 = D  100 4 Note: C0 > Ci always. D 2 2  D12  Area ratio: Ar =  100 D12 Recovery length of the Sample.  Recovery Ratio: Lr = Penetration length of the Sample Field Compaction Control. Type Soil Types Uses  Rammers  All Types  Confined construction area  Smooth wheeled Roller  Sand, Gravels  Road Embankment  Sheep footed Roller  Clay-Soil  Earthen dam Construc- tion  Pneumatic Tyred Roller  Silty Sand  Base, Sub base formation  Vibrators  Sand, all type  Soil Embankment Soil Most prefer  2 REINFORCE 16 Free with Civil Booster (Civil Ki Goli Publication 9255624029) CEMENT CONCRETE  Sec Modulus E c  5700 f ck N / mm 2. , Min. grade = M15 (IS 456:1978) Ec  5000 f ck N / mm 2. , Min. grade = M20 (IS 456:2000) S. Discription Collapse Servicability No. 1. D.L + L.L 1.5 1 2. D.L + (W.L) or (E.L) combination (i) for normal case D.L + W.L (or E.L) 1.5 1 D.L + W.L (or E.L) (ii) for checking stability against over turning/stress reversal D.L + W.L (or E.L) 0.9 1 3. D.L + (L.L) + W.L 1.2 1 (or E.L) combination D.L 1.2 0.8 W.L (or E.L) 1.2 0.8 2p 280 f cr  0.7 f ck , f ct  0.66f cr  m DL 3 cbc f (flexure  Splitting  Direct Tensile strength) cr  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 17 Calculation of effective span Calculation of total load w 0.148 fck Fe 250 LSM Calculation of design WSM 1 0.138 fck Fe 415 Q  CJK coefficient (Q) 2 0.133 fck Fe 500 Calculation of effective depth M WSM M A st  d  st. j.d Qb Check for v shear 0.5 f ck  4.6M u  v   C A st  1  1   bd bd fy  f ck bd 2  For Singly Reinforced Rectangular beam Unbalanced Section Balanced Section 1 mf c m cbc k  kc  (if m is given)  st  st  mf c  st  m cbc 1 mf c 1  k 1  k  R f c k 1   Rc   cbc kc  1  c  2  3 2  3  n  n  M  Rbd 2  Ast f st  d   M c  Rcbd 2  Ast st  d  c   3  3  k  kc   Ast f st d  1    Ast st d 1    3  3 Ast 50kf c Ast 50kc cbc P  100  Pc   100  bd f st bd  st  18 Free with Civil Booster (Civil Ki Goli Publication 9255624029)  Doubly Reinforce Rectangular Setction bx 2 '  (m1  1)A st  x  d '   m As  d  x  2  FLexure (LSM)- Balanced Section x 700     d max 0.87f y  1100  Design of S.R Rectangular Section f M yf M d As  R ub 0.87f y jd  Analysis of Doubly Reinforced  Section C1  C 2  T  0.36f ck x u b  A sc (Fsc  0.45f ck. ) 0.87f y A st  A sc (f sc  0.45f ck ) T  0.87 f y Ast , x u  0.36f ck b.  Nominal Shear Stress V Ast v  , c max  0.631 f ck. , %pt   100. b.d bd  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 19 Effective span ( l eff ) Simply supported Continuous Cantilever beam or slab beam or slab d d l0 l0 l0 l0 w < 12 w d w w 12 leff =l0 + same as 2 d l0 + d simply d supported min.of or case l0 w w l0 l0 l0 w l0 + + 2 2 w leff = l0 + 2 d l0 + 2 Minimum of or w l0 + 2  Inclined Bars d Vs  VV  cbd  0.87f y ASV (sin   cos ) sv Sv  0.87f y As v d(cos   sin ) , 0.87f y As v d Sv  Vc  c bd. v  vc  Maximm Spacing: 0.75d or 450mm  st  Development Length: L d  4   bd  Longitudinal Reinforcement: Tu  l  d / b  Ast  0.85 M1  M1  M 2 M k  , bd fy 1.7  Slabs  20 Free with Civil Booster (Civil Ki Goli Publication 9255624029)  ly   ly    2, two way slab ,    2 one way slab  lx   lx  Member Max. reinfocement Min. reinforcement Column 6% of gross cross 0.8% of gross cross sectional area sectional area Slab 0.15% for mild steel & 0.125 for HYSD bars Beam 4% of gross sectional area for each compr- A st min 0.85  ession and tension bd fy Hanger bars 0.2% of gross cross – in beams sectional area of beam Side face – 0.1% of the web area reinforcement in beam Shear d reincorcement – 0.87fyASv s  0.4bd v  Short Column: Short if salenderness. ratio of both axes are less than 12. Lateral ties: Diameter of lateral ties is given by criteria of stiffness not by strength. Hence, it is independent of grade of steel.  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 21  longitudinal, max D   Tie diameter t   4 , St  16 longitudinal, min 6 mm 300 mm   Minimum Eccentricity  ley D y e y,min  max  500  30 For non  rectangular / circular section 20 mm  le  lex D x e min  max  300 e x,min  max  500  30 20 mm 20 mm Slenderness Limits to Ensure Lateral Stability Slenderness limits to ensure lateral stability Cantilever beam Simply supported beam or continuous beam  25b 60 b  2  2 Clear span < min. 100b Clear span < min.  250 b  d  d Control of Deflection: Cantilever beam 7 Simply supported beam 20 Continuous beam 26 Type of slab Mild steel Type of reinforcement Fe 415 Simply supported 35 28 Continuous 40 32  22 Free with Civil Booster (Civil Ki Goli Publication 9255624029)  Concentrically Loaded Column (e=0) P  0.45f ck A y  0.75f y A st  Axially Loaded Column. (e < 0.05h) Pw  0.9P  0.4f ck A c  0.67f y A st Prestressed Concrete:  Loss due to length effect = Pok.x  Loss due to curvature effect = Po..  Loss of pre-stress at the L Anchoring stage =  Es L ES = Young’s Modulus for tension wires, L = length of tendon  Loss of stress due to shrinkage of concrete = eshx Es  Loss of stress due to creep of concrete = .m.fc.  Losss of stress = strain lost in steel x ES fc P N  Es  0  Ec A Z Types of prestressing on various basis- Source of force - Hydraulic, electrical, mechanical, chemical. Time of force application - pretensioning & post-tensioning. Place of force application - External like as in bridges, internal like as in sleepers.  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 23 System Type of Range Arrangement Type of (Country) tendon of of tendons in Anchorage force duct Freyssinet Wires Medium Annular, spaced Concrete (France) & Large by helical wire wedge stands core. Lee-mc-call Bar Small Single bars High (Great threaded medium strength nut Britain) at ends large Gifford-Udall Wires Small & Evenly spaced Split Conical (Great medium by perforated wedge Britain) spacers Magnel- wires Small Horizontal rows Flat steel Blaton medium of 4 wires wedge in (Belgium) large spaced by metal sandwich griller plates Stress Grade of Concrete M20 M25 M30 M35  Direct Tension 1.2 1.3 1.5 1.6  Bending Tension 1.7 1.8 2.0 2.2 Total of Loss Pretensioned Post tensioned (1) Elastic shorting 3% 1% of concrete (2) Creep in concrete 6% 5% (3) Shrinkage of concrete 7% 6% (4) Relaxation of steel 2% 3% 18% 15% 24 Free with Civil Booster (Civil Ki Goli Publication 9255624029) S.No Type of Construction Min. Grade 1. Lean Concrete bases M5, M 7.5 2. Plain Concrete Cement M 15 3. RCC (general construction) M 20 4. Water tanks, dome M 30 5. In sea water M30(RCC) M20 (PCC) 6. Post-tensioned PSC M 30 7. Pre - tensioned PSC M40 Pr e  tensioning Post  tensioning Casting of concrete, placing Anchoring of tendons, placing tendons, placement of anchorage  jacks, applying tension, Stages block & jack, applying casting concrete & finally cutting tension to tendons & finally seating of tendons. wedges Prestressing bed, Jack, Anchoring device, Casting bed, Ducts, mould/Shuttering, Devices End Abutments, Shuttering/mould, Anchoring devices, Jacks. Harping device  Heavy casting place members can be easily post-tensioned   Suitable for Large scale production Advantages  Transfer of prestress is independent  Do not required Large anchorage device of length  Less waiting period in casting bed  Good bond is neccessary between Disadvan   Requirement of anchorage transmission length. tages device & grouting equipment.  Pre-stressing bed required  3 CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 25 FLUID MECHANICS Some specific fluid properties mass 1. Density = (measured in kg/m3). volume 2. Density of liquid & gas is directly proportional to pressure and inversely to temperature 3. Specific gravity/relative density Density of liquid = Density of water at 4ºC 4. If R.D < 1, then fluid is lighter than water. Weight of substance 5. Specific weight = , ( = g in N/ Volume of substance 3 m) 6. Some Important Relation 1 milibar = 10–3 bar =100 N/m2 1 mm of Hg = 10–3 m of Hg = 10–3 × 13.6 m of water = 10–3 × 13.6 × 9810 N/m2 = 133.42 N/m2 1 N/mm2 = 106 N/m2 9.81 N 1 Kgf/cm2 = 4 2 = 98.1 × 103 N/m2 10 m N KN 7. water = 9810  9.81 3 m3 m  26 Free with Civil Booster (Civil Ki Goli Publication 9255624029) 8. mercury = 13.6 w 1 9. Specific volume = Density   d du  Viscosity: d  dt dy dt   Kinematic Visocity: V   m2/sec. du  Newton’s Law Of Viscosity:    dy n  du   Non- Newtonian Fluid:   A    B  dy  c te pi ic pas tro ast 0 ixo Pl psumstic 1, B h y G pl g a T am gh tic do nin pec Pseu r thi 0 B Bin n< 1, n= B 0 Rh eo ea >1, n Sh Newtonian 1 < n =1 0,  B= ,n Dilatant =0 B >1 (Shear Thickening) ,n B =0 Ideal Fluid du/dy  Ex. (a) Thixotropic Ink, Ketchup, Enamels etc. (b) Bingham plastic Sewage, Sludge, Drilling mud, Gel,  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 27 Toothpaste, Cream (c) Rheopectic Gypsum in water & Bentonite slurry. (d) Pseudo Plastic Paint, Paper, Pulp, Blood, Syrup, Polymer, Lipstick, Nailpaint (e) Dilatant Quick sand, Sugar in water, Butter Special Points: 1. Wetting property is due to surface tension. 2. Higher temperature, more chances of cavitation. 3. At 100ºC, vapour pressure of water = Atmospheric pressure. 4. Air cavitation is less damaging than vapour cavita- tion. 5. Ideal fluids No-viscosity no “No slip” condition 6. No slip condition is due to fluid viscosity. 4  Pressure Inside The Liquid Drop: Pld  d 2  Pressure Inside The Liquid Jet: Plj  d 8  Pressure Inside the Soap Bubble: Psb  d 4 cos   Expression For Capillary Rise: h  wd  < 90º Cohesion < Adhesion Wetting of surface Concave top surface Rise in capillary tube  > 90º Adhesion < cohesion Does not wets the Convex top surface Drop in capillary tube  28 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Patm Pvaccum P local P =P – P absolute atm vaccum P =P + P absolute atm gauge Pabs Absolute vaccum Special Points: Buoyant force is independent of distance of body from free surface of liquid and also the density of solid body. Mechanical gauges are used for measuring high pressure values which does not requires high precision. Air cavitation is less damaging than vapour cavitation. Measurement of fluid pressure Manometer Mechanical gauges Based on principle of balancing Mechanical pressure measuring a column of fluid by the same instruments with a deflecting or other column needle (used in filling air in tyres) Simple Differential manometer manometer To measure pressure at a point To measure the pressure difference U-Tube manometer Inverted differential Single column manometer manometer Piezometer Micro manometer  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 29 No. Type of Manometer Fluid Types Pressure measurement 1. Piezometer Liquid Positive (Gauge pressure) 2. U-tube Manometer Both liquid & Both positive & gases Negative Pressure 3. Inclined Tube Gases Both (+ve & -ve) Manometer ( for very low pressure) (mostly +ve) 4. Differential & Inverted Differential Both liquid & Pressure difference gases Between 2 points 5. Bourdon Pressure Both liquid & It measures pressure gauge gases at a point Facts about pressure 1. Longer runway’s needed at higher altitude due to reduced drag and lift. 2. Nose bleeding starts at higher altitude due to difference in body’s blood pressure & atmosphere pressure. 3. Motor capacity reduces at higher altitude. 4. Cooking takes longer time at higher altitudes.  Buoyancy And Floatation Buoyant force = Net upward force = weight of liquid displaced  Point of application of buoyant force is the C.G. of the displaced liquid & it is called centre of buoyancy.  Buoyant force is independent of distance of body from free surface of liquid and also the density of solid body.  30 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Horizontal Plane Vertical Plane Inclined Plane Surface Surface Surface  x x xp x xp C.G. Area A C.P. C.G. C.G. C.P F= Ax F= Ax F= Ax Ig Ig sin 2  xp = x xp = x Ax Ax x & x p for same horizontal plane surface from liquid surface Rotational Stability: When a small angular displacement sets up a restoring couple, then stability is known as rotational stability. FB = Buoyant Force B Couple (Restoring) G Submerged body Floating body Stable equilibrium G below B M above G BM > BG GM = MB – BG = +Ve  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 31 Unstable equilibrium G above B M below G BM < MG GM = MB – BG = –Ve Neutral equilibrium G and B coincide M and G GM = 0 Metacentre (M) is the point of intersection of lines of action of buoyant force before and after rotation.  Continuity Equation: A1V1  A 2 V2  Hydrostatic Force Horizontal F  WAx h  x Ig Vertical F  WAx h  x  Ax Ig Inclined F  WAx h  x  sin 2  Ax Note: We generally follow Eulerian concept, as its difficult to keep the track of a single fluid particle. Types of fluid show: 1. Steady and Unsteady Flow: At any given location, the flow and fluid properties do not change with time, then its steady flow otherwise unsteady. v p f = 0,  0,  0  Steady flow t t t 2. Uniform and Non-Uniform Flow: A flow is said to be uniform flow in which velocity & flow both in magnitude and direction do not change along the direction of flow  32 Free with Civil Booster (Civil Ki Goli Publication 9255624029) for given instant of time. 3. One, two or three Dimensional Flow: If flow parameters varies in one dimension wrt space only then its one dimensional otherwise its 2 or 3 dimension respectively. V = V(x, t) one dimensional V = V(x, y, t) two dimensional V = V(x, y, z, t) three dimensional 4. Laminar and Turbulent Flow: In Laminar flow, the particles moves in layers sliding smoothly over the adjacent layers while in turbulent flow particles have the random and erratic movement, intermixing in the adjacent layers. Which causes continuous momentum transfer. Flow of blood in veins and arteries occurs as a viscous flow. Hence, Laminar flow. A water supply pipe carries water at high speed leading to rapid mixing which causes highly turbulent conditions. 5. Rotational and Irrotational Flow: When fluid particles rotate about their mass centre during movement. Flow is said to be rotational otherwise irrotational. Rotational Flow Forced Vortex, Flow inside boundary layer. Irrotational Flow Free Vortex, Flow outside boundary layer. In a straight tube of uniform diameter and uniform roughness, the flow properties does not vary across the length of the pipe. Hence, Uniform flow. Flow above the drain having a wash basin is a free vortex motion (Irrotational flow).  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 33 6. Compressible and Incompressible Flow: In compressible flow density of fluid changes from time to time while in Incompressible flow it remains constant.  Stream Line: There are a set of concentric circle with origin at centre.  Stream lines neither touch nor cross each other. Line tangent to it give direction of Instantaneous velocity.  Tracing of motion of different fluid particle. dx dy dz  = Equation of stream line u v w  Streak Line: It is line traced by series of fluid particles passing through a fixed point. It is formed by continous introduction of dye or smoke from a point in the flow.  Path Lines: It is actual path traced by a fluid particle over a period of time. It is based on lagrangian concept. Two path lines can intersect each other. Continuity Equation: It is based on principle of conservation of mass. Fluid mass can neither be created nor can be destroyed hence mass of fluid entering a fixed region should be equal to mass of fluid leaving that fixed region in a particular time. (a) Steady Flow in 1-D,  AV = Constant 1A1V1 = 2A2V2 (b) Steady Incompressible in 1-D, A1V1 = A2V2 Total Acceleration = Convective acceleration with respect to space + local acceleration with respect to time.  34 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Type of flow Convective Temporal Acceleration Acceleration Steady & uniform 0 0 Steady & non-uniform Exists 0 Unsteady & uniform 0 Exists Unsteady & non-uniform Exists Exists Acceleration on a stream line Trangential Acceleration Vn (s,n,t) Vs (s,n,t) Normal Acceleration It is due to change in It is due to the magnitude of velocity. If change in the spacing b/w stream line direction of fluid changes tangensial acceleration moving on a curved n exists path s  Acceleration Of A Fluid Particle uu vu wu u ax     x  y z  t  Convective Temporal acceleration acceleration vs v v n v a s  Vs + s a n  Vs + s s t s t convective local tangential convective local tangential acceleration normal normal acceleration acceleration acceleration  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 35 No Acceleration Tangential Convective Acceleration Both Normal and Tangential Convective Normal Convective Accelation Acceleration  Rotational Component 1  w v  1  v u  1  u w  wx     wz     , wy     2  dy dz  , 2  x y  2  z x  Special points: 1. Velocity potential exists only for ideal and irrotational flow. 2. Velocity of flow is in direction of decreasing potential function. 3. Equipotential line is the line joining points having same potential function.    Velocity Potential Function ():  u  v x y    Stream Function (v): u   y v x  36 Free with Civil Booster (Civil Ki Goli Publication 9255624029) It is the study of motion of fluid along with the forces causing the motion. (i) Newton’s equation of motion        Fg  FP  FV  Ft  Fc  F  ma (ii) Reynold’s equation of motion      Fg  FP  FV  Ft  ma (iii) Navier-stock equation of motion     Fg  FP  FV  ma (iv) Euler’s equation of motion    Fg  FP  ma Special points: Energy equation can be used to find the pressure at a point in a pipeline using Bernoulli’s eq. Continuity eq. is used to find out the flow at two sections of tapering pipes. Euler equation based on momentum conservation while Bernoulli is based on energy conservation. Impulse momentum principle is used to find out the force on a moving vane. Concept of moment of momentum (Angular momentum principle is used in lawn sprinkler problems)  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 37 2 P V  + 2g + Z = Constant Static pressure head Dynamic Hydrostatic pressure pressure head head Stagnation pressure head Piezometric pressure head dp  Euler’s Equation: p  gd z  vdv  0 P v2  Bernoullies Equation: z = constant. w 2g  Rotameter is used to measure discharge while current meter is used to measure velocity in open channel.  Hot Wire Anemometer: Used for measurement of Instan- taneous velocity and temperature at a point in flow.  Theoretical Discharge: A1A 2 2gh qA ct h  hL Q th  Cd   2 2 A  A2 1 q th h  Percentage Error In Discharge: Q th  Q act % error   100 % error  (1  C )  100 Q th d  38 Free with Civil Booster (Civil Ki Goli Publication 9255624029) NOTE. When Pressure Difference Measured by Manometer When heavier fluid in manometer & lighter fluid in pipe. g  h  x  h  1 g  l  gh Specific gravity of heavier liquid- gl Specific gravity of lighter liquid x Reading Manometer h Reading Piezometer.  Orificemeter: Cd 0 A1A 0 2gh AC  CC  2 A  A2 1 2 A 0 C d  Cc  C v Where Cc Coefficient of Contraction. Cd Coefficient of Discharge CV Coefficient of Velocity. P1 V12  Pitot Tube –Velocity Of Flow: w  2g  Constant vd  Reynold’s Number: R e   Nature of flow according to Reynold's number (Re)  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 39 Laminar Transition Turbulent Flow in pipe Re < 2000 2000 < Re < 4000 Re > 4000 Flow between Re < 1000 1000 < Re < 2000 Re > 2000 parallel plate Flow in open channel Re < 500 500 < Re < 2000 Re > 2000 Flow through soil Re < 1 1 < Re < 2 Re > 2 r  dp   Laminar Flow Through Circular Pipe:    2  dx   Velocity Distribution: 1  p  2  r2  U max     R U  U max  1  2  4  x   R   U max R 2 Q   P  4  Discharge: Q   D 2   x  16 8   Friction Factor: F  4f f  R f u 2 e  Trapezoidal Notch: 2 8  Q= Cd1 2gLH3/ 2  Cd2 2g tan H5/ 2 3 15 2 Cipolletti-Weir:It is a trapezoidal weir whose slopes are adjusted in such a way that: Reduction in discharge due to end contraction in rectan- gular weir = Increase in discharge due to triangular por- tion.  40 Free with Civil Booster (Civil Ki Goli Publication 9255624029)  Entrance length in a pipe is the length where boundary layer increases and flow is fully developed. For Laminar Flow L = 0.07 Re D For Turbulent Flow Le = 50 D Note:  Hele Show flow: Laminar flow between parallel plates  Stoke’s Law: Settling of fine particles.  Hagen Poiseuille flow: Laminar flow in Tubes/pipes.  Major Losses Head/Loses  fLQ h  fLv hL  f 12D5 2gD Numbe r Equation Use s Fi VL Reynolds No. F   Aeroplanes, submarines, pipe flow v Fi V  Eulers No. Fp p Cavitation problem  Fi V Mach No.  Aerodynamic testing, rocket, Fe C missile Fi V Froude No.  OCF, spillway, weir Fg gL Fi v Weber No.  Veins, arteries, rising bubble F  / L Water hammer Pressure: Rapid/Sudden closure of valve in a pipe carying flowing liquid destroys the momentum of  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 41 flowing liquid and sets up a high pressure wave. This pressure wave travels with the speed of sound and causes hammering action in pipe called Knocking water hammer.  Surge tanks are used to absorb the Increase in the pres- sure due to water hammer phenomenon. Chezy’s Formula: V  C RS , 1 2 / 3 1/ 2 Manning equation V  R S0 n Dimension of C = L1/2 T–1, n = L–1/3 T1, f = Dimensionless Open-channel Flow Steady unsteady Uniform Gradually Rapidly Spatially Gradually Rapidly Spatially Canal Flow Varied Varied Varied Varied Varied Varied (GVF) (RVF) (SVF) (GVUF) (RVUF) (SVUF) Flow in river Flow D/S of an Flow River Flow in A surge Surface runoff U/S of a weir overflow over alluvial reach moving due to during winter spillway. side weir during rising flood upstream rainfall Type of flow Depth of Velocity of Froude Comments flow flow No Subcritical y > yc v < vc Fr < 1 Also called as streaming or transquil flow Critical y = yc v = vc Fr = 1 Super Critical y < yc v > vc Fr > 1 Shooting flow, rapid flow, torrential flow  42 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Chart for Most Economical Sections  Gedmetrical  Rectangular  Triangular  Trapezoidal Parameters my my 1V:MH y IV:mH y  Diagram 1 B B B  Condition  y m = 1, q = 45ºFrom Horizontal 2 for most  = 45º From vertical 2y 1   60º Hor.  B  3 m  3   30º vert. Economical  Area A = B.y = 2y.y  A  my 2  A  (B  my)  y  2y 1   A  2y2  A  y2  A   3  3 y y     3 y 2 (in most economical) (in most economical)  = 2y m=1  Perimet er P  4y p  2 2y  P  2 3y y2 y  Hydraullic  R  y/2  R  R 2 2y 2 Radius (R = A/P) 4y  Top width (T)  T  2y  T  2y  T 3 3  Hydraullic  Dy  D  y/2  D y 4  A Depth  D    T  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 43 Note: Circular section (a) For maximum discharge 2 = 302º22, d  0.95 D, (b) For maximum velocity 2 = 257º27, d = 0.81 D    S S  dy  o 2f  Dynamic eq. for G.V.F.: = q  dx  1  3   gy  Hydraulic Jump Eq. 2q 2 (y 2  y1 )3 1.  y1 y 2 (y1  y2 ) 2. Energy Loss EL = g 4y1 y 2 y2 1 3.  y1 2  1  8F12  1  3 4. yc  y1 y 2 (y1  y 2 ) 2 Types of Jump Fr EL/E1 Water surface Undular 1-1.7 0 Undulating Weak 1.7-2.5 5–18% Small rollers form Oscillating 2.5-4.5 18–45% Water oscillates in random manner Steady 4.5-9 45–70% Roller and jump action strong 9  70% Very rough and choppy N P N Q NS = 5/4 (for Turbine), NS = (for Pump) (H) (H m )3/ 4 44 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Classificationaccording to energy available at input Impulse turbine Reaction Turbine 1. Input energy is only kinetic energy 1. Input energy is kinetic energy + pressure energy 2. Pressure remains constant 2. Pressure drop takes place. throughout the working 3. Useful for low head & high discharge & which is equal to atmospheric. 4. Degree of reaction not zero. 3. Useful for high head & low discharge 5. Draft tube is present. 4. Degree of reaction is zero. n 6. Example (i) Francis Turbine 5. No draft tabe (ii) kaplan & propeller Turbine. 6. Example Pelton wheel Turbine Name Type Type of Ns (MKS) Head Discharge Direction of Energy flow Pelton wheel Impulse Kinetic 10-35 High Low(Q10000LPM) Axial flow Propeller Pressure (< 30 m) turbine CIVIL ENGINEERING ROCKET CHART FOR QUICK REVISION BY S.SOROUT: 9255624029  4 BUILDINGMATERIAL CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 45 CONSTRUCTION Chemical Composition of Raw materials Oxide Composition (%) Function Lime, CaO 60–65 It control strength and soundness. Silica, SiO2 17–25 Excess of it causes slow setting Alumina, Al2O3 3–8 Responsible for quick setting, excess of it lowers strength Iron oxide Fe2O3 0.5–6 Gives colour and helps in fusion of different ingredients Magnesia, MgO 0.1 –4 Give colour and hardness Soda and Potash 0.5–1.3 If in excess causes efflore-scence Na2O and K2O & cracking Sulphur trioxide SO3 1–3 Makes cement sound Silica Iron oxide Loss me h A I M S Sulphur Trioxide Lime Alumina Magnesia 456 Plain and reinforced concrete 269 Specification of OPC 33 grade 8112 Specification of OPC 43 grade 12269 Specification of OPC 53 grade 8041 Rapid hardening Portland cement 8042 White Portland cement 8043 Hydrophobic Portland cement  46 Free with Civil Booster (Civil Ki Goli Publication 9255624029) IS:6452 High alumina cement IS:1489 Part-I Portland Pozzolana cement (fly ash based) IS:1489 Part-II Portland Pozzolana cement (Calcined clay) 383 Coarse & fine aggregates from natural sources 516 Strength of concrete tests 650 Specification for standard sand for testing 2386 Test for Aggregate (1–8 Parts) 2430 Sampling of aggregate for concrete 5816 Splitting tensile strength of concrete 6461 Glossary of terms related to cement concrete (Part 1–12) 7320 Specification of concrete slum test apparatus 10262 Guidelines for concrete mixed design 13311 Part –1 Ultrasonic pulse velocity test Non-Destructive Part – 2 Rebound hammer testing of concrete 875 Design loads (other than earthquakes) for building & structures Part I : Dead load. Part II: Live load Part III : Wind load, Part IV : Snow load Part V : Special loads & load combinations 1893 Earthquake resistant design for structures Note: The new code for all OPC 33, 43 & 53 grade is IS 269:2015  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 47 Bogue’s Compound Principal Mineral Compound Formula Symbol Function Tri calcium Silicate (Alite) 3CaO.SiO2 C3S 7-day strength and Hardness Dicalcium silicate (Belite) 2CaO.SiO2 C2S Ultimate strength Tricalcium Aluminate (Celite) 3CaO.Al 2O 3 C 3A Flash–set Tetra calcium Alumina 4CaO.Al 2O3.Fe 2O 3 C 4 AF Poorest cementing Oxide (Felite) value Water Requirement for hydration Bound water = 23% by weight of cement. Gel water = 15% by weight of cement Total minimum = 38% Property Dry Process Wet Process Temperature range 1400-1500ºC 1500-1600ºC Gypsum amount 2-3% 3% Economically (in fuel) Less More Material Unit weight (kN/m3) Brick Masonry 19 – 20 Plain cement concrete 22–24 Reinforced cement concrete 24–25 Cement mortar 20–21 Steel 78–80 Cement 14.4 E c  5700 f ck N / mm 2. , Min. grade = M15 (IS 456:1978) E c  5000 f ck N / mm 2. , Min. grade = M20 (IS 456:2000)  48 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Types of Cement 1. Portland cement: Classified on the basis of manufacturing as 33 grade, 43 grade and 53 grade. OPC (i) OPC-33 (IS : 269-2015) (ii) OPC-43 (IS : 8112-1989) (iii) OPC-53 (IS : 12269-1987) Initial Setting Time (IST) – 30 minute & final Setting Time (FST) – 600 minute 2. Rapid hardening cement (IS:8041): More C3S and less C2S as compared to OPC  Not-used in mass concrete & it produce Large Shrinkage  RHC attains same strength in 1 day which an OPC attains in 3 days with same w/c.  It is suitable for repair of roads, bridges etc. 3. Extra Rapid hardening cement: Rapid hardening cement + 2% CaCl2 (also called calcium chloride cement)  Especially used in cold weather but also give Excessive Shrinkages 4. High alumina cement (IS:6452): IST – Min. 3 hour 30 minute & FST – Max. 5 hour. It is used for refractory conerete, industries & used widely in Pre-casting.  Particularly suitable to sea and under-water work  Widely used in Pre-Casting, Expansion  5 mm  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 49 5. Portland Slag cement: The mixture of portland cement, granulated blast furnace slag & Gypsum  High Sulphate resistance & it is Used in mass concreting work. 6. Super Sulphated Portland cement : 80–85% Granulated slag + 10– 15% calcium sulphate + 5% Portland cement clinker.  It is resistant to chemical attacks particularly to sulphate & highly resistant to sea water  It should not be used with any admixture 7. Low heat Portland cement: Low C3S and C3A and more contents of C2S It is use in mass concrete work  Rate of development of strength is low but ultimate strength is same 8. Portland Pozzolana cement (IS:1489 Part-I) : OPC + 10– 30% of fly ash by mass of PPC it is use in marine work.  Free lime is removed, hence, resistant to chemical attack increases Note: Puzzolana has no cementing property in itself but when it combines with lime, it produces a stable lime pozzolana compound which has cementious property. The addition of pozzolanas to conncrete results in. (a) Improvement in durability by reducing permeability (b) Reduction in shrinkage.  50 Free with Civil Booster (Civil Ki Goli Publication 9255624029) (c) Increase in workability of concrete. (d) Deduction in the rate of hardening of concrete. (e) Reduction in segregation and bleeding of concrete. (f) Increased resistance against sulphate attack (reduc- tion in chemical action with sulphates). 9. Quick setting cement: Fine grounded OPC with reduced Gypsum content & small amount of aluminium sulphate.  IST = 5 minutes & FST = 30 minutes  Used in under water concreting. 10. White and Coloured Portland cement (IS: 8042) : From Pure white chalk, china clay & Iron Oxide should not be more than 1%.  These are used for making Terrazzo flooring, ornamental works & casting stones.  Hunter scale is use for checking the whiteness of cements  5–10% Colouring pigment before grinding 11. Air Entraining cement: OPC + Vinsol resin or vegetable fats of oils or fatty acids.  Small amount of (0.1%) by weight of an air entraining agent. 12. Water Repellent or Hydrophobic cement: OPC + fractions of olic acid, Stearic acid or pentachlorophenol.  Suitable for basement and making water tight structures.  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 51 Minimum Specified Strength in N/mm 2 Type/days 1 day 3days 7 days 28 days OPC (33 grade) – 16.0 22.0 33.0 Portland Pozzolana – 16.0 22.0 33.0 Low heat Portland – 10.0 16.0 35.0 Test of Cement  FINENESS TEST  Sieve Method  Air permeability Method  Sedimentation mehtod  CONSISTENCY TEST  Vicat’s Apparatus.  SETTING TIME  Vicat’s Apparatus.  SOUNDNESS TEST  Le-chatelier Method  Auto clave test  TENSILE STRENGTH  Briquette test  HEAT OF HYDRATION  Calorimeter test  SPECIFIC GRAVITY TEST  Le-chatelier’s Flask. Consistency Test: It is the Amount of water used to make paste of normal consistency. It is about 30% generally. It is the percentage of water required for the cement paste, the viscosity of which will be such that Vicat’s plunger penetrates upto 5 to 7 mm from bottom (33 to 35 mm from top) of the Vicat’s mould.  52 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Attahment Use 1. Plunger, 10 mm dia, 50 mm long Consistency test 2. 1 mm × 1 mm square needle Initial setting time 3. 5 mm dia Annular collar Final setting time Initial and Final Setting time: Initial Setting Time Final Setting Time  It is possible to remix cement paste  Annular collar replaces square needle during this period  It is the time elapsed between moments  300 gm cement + 0.85 P of water water is added and paste completely loose  1 mm2 square needle penetrates by 33–35 its plasticity. mm from top.  Needle makes an impression but collar  IST for OPC, RHC is 30 minute, fails to do so. for low Heat Cement - 1 hour,  FST for OPC, RHC, LHC – 10 Hour for High Alumina Cement – (3.5) hour for High Alumina Cement – (5) Hour S. Types of test Diameter or size Sha pe No. 1. Initial setting time 1mm of square needle 2. Final setting time 5mm annualar ring 3. Consistency 10mm solid circular  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 53 Soundness Test: To detect change in volume after setting Le  Chatelier method Auto clave test Measure unsoundness (free lime only) Sensitive to both lime & magnesia 100 gm of cement + 0.78 P water Internal mould dimension (25 × 25 × 282) mm Result is given in "mm" Result is given in % Strength determination Compressive strength Tensile strength Cube test (size 7.06cm) Briquette test (6.45 cm2 ), 6 no. Cement (185 gm) + Ennore T.S = (10 – 15)% of compressive strength sand (555 gm), ratio of 1 : 3 Generally used for RHC Water = P 4 +3% Cement : sand = 1 : 3 Temperature 27 ± 2ºC P Water = 5 + 2.5 % Atleast 3 cube for testing 2 Rate of loading:- (1.2 - 2.4)N/mm2/min Rate of loading:- 140 Kg/cm /min Type of formwork Minimum period before stricking formwork (a) Vertical formwork to columns, walls, beams 16-24 h (b) Soffit formwork to slabs (props to be refixed jut 3 days after removal of formwork) (c) Soffit formwork to beams (Props to be refixed just 7days after removal of formwork) (d) Props to slabs (i) Spanning up to 4.5m 7 days (ii) Spanning over 4.5m 14 days (e) Props to beams and arches (i) Spanning up to 6 m 14 days (ii) Spaning over 6 m 21 days  54 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Concrete classification (Based upon) Cementing Bulk Grade of Perspective Place material density cement specification of casting Lime Extra light Low 1:4:8 M7.5 In Situ concrete 40 N/mm Test on Concrete  WORKABILITY  Slump test  Compacting factor Test  Vee-bee consistometer method  DIRECT TENSILE STRENGTH  Cylinder Splitting Test OF CONCRETE  BOND B/W CONCRETE & STEEL  Pull out Test  COMPRESSIVE STRENGTH  Rebound hammer Test  DYNAMIC MODULUS OF  Resonant Frequency Test ELASTICITY Manufacturing of Concrete: Batching Mixing Transporting Placing Compacting Finishing Curing  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 55 Methods of Curing: (a) Shading (b) Covering surface with wet hessian cloth or gunny bags (c) Sprinkling (d) Ponding (e) Steam curing (For precast members) (f) Applying curing compounds Maturity of Concrete = Time × Temperature = ºC Hours or ºC days Compressive strength test:  Size of coarse aggregate upto 38 mm  Size of cube – 150 × 150 ×150 mm  Size of cylinder – 150 mm dia, 300 mm height  Cube mould filled in 3 layers, tempered 35 times per layer with tampering rod of 16 mm dia & 600 mm length.  Stored at temp of 27 ± 3ºC at 90% humidity for 24 ± 1/2 hour.  Then immersed in water for 7 days or 28 days.  Rate of loading in compression testing machine = 14 N/ mm 2/ minute. Cube strength = 1.25 × Cylinder strength Workability Test: Slump test, compacting factor test, flow test, Vee-Bee consistometer Defects in Concrete: Cracks, Crazing, Efflorescence, Segregation, Bleeding  56 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Admixtures: Plasticizers, Superplasticizers, Air entrainers, Acceleraters, Retarders NDT Test on Hardened Concrete: Maturity test, Pull-out test, Penetration test, Ultrasonic pulse velocity test Fineness Modulus: It is an index number which is roughly proportional to the average size of the particles in the aggregate. It is the sum of cumulative percentage retained on the sieves of the standare sieves: 150 m, 300 m, 600 m, 1.18 mm, 2.36 mm, 4.75 mm, 10 mm, 12.5 mm, 63 m and 80 mm. Higher Fineness modulus aggregate results in harsh concrete mixes and lower Fineness modulus results in uneconomical concrete mixes. Order of Aggregates: Strength– Cubical > Crushed> Rounded > flaky, Workability – Rounded > Cubical > Crushed > flaky Property 1st class 2nd class 3rd class Compressive  10.5  7.0 3.5 strength (N/mm2) Water Absorption 20% 22% 25% Making process Table moulded & Ground moulded Ground moulded burnt in kiln & burnt in kiln & burnt in clamps Uses Pointing & Important RB work & Hidden Unimportant work masonry work temporary structure Defects of Bricks: Bloating, Efflorence, Chuffs, Blisters, Laminations Poor lime Fat lime Hydraulic lime Impure/lean lime Pure/Rich/White lime Water lime Contain more than 30% Impurties are less than Impurties range – of clay 5% (5–30)%  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 57 Unsoiling Digging Cleaning Weathering Blending Tempering Moulding Drying Burning Brick Flowchart: Preparation of Brick Earth  Moulds are made (8–12)% larger in size.  To prevent the moulded bricks from sticking to the side of the mould, sand is sprinkled on the inner sides of the mould. Drying: If green bricks burnt, it can get cracked & distorted. Types of Drying - (a) Natural drying (b) Artificial drying - (i) Hot floor drier, (ii) Tunnel drier. · In clamp burning process, at 150 angle bricks are to be laid. · The percentage of moisture in wet bricks is 7 to 30% · The wet bricks should be dried in an open atmosphere 4-5 days Types of Kilns Intermittent Continuous (Allahabadi Kiln) Bull’s trench Hoffman’s Tunnel (Semi-continuous) (Continuous) Stages of a Dehydration b Oxidation c Virtification burning are (400-650ºC) (650-900ºC) (900-1250ºC)  58 Free with Civil Booster (Civil Ki Goli Publication 9255624029) Comparison between clamp Burning and Kiln Burning S. Item Clamp burning Kiln burning No. 1. Capacity About 20000 to 100000 bricks Average 25000 bricks can can be prepared at time be prepared per day. 2. Structure Temporary structure. Permanent structure 3. Initial cost Very low as no structures are More as permanent to be built structures are to be constructed. 4. Suitability Suitable when bricks are to be Suitable when bricks are manufactured on a small scale to be manufactured on a large and when the demand of when there is continuous brick is not continuous scale and demand of brick 5. Regulation It is not possible to control or The fire is under control of fire regulate fire during the process throughout the process of of burning burning 6. Skilled Not necessary through-out the The continuous skilled supervision process of bruning supervion is necessary 7. Cost Law, as grass, cow dung litter, Generally high as coal dust is etc. may be used. to be used. 8. Quality of The percentage of good quality The percentage of good quality bricks bricks is small. is more. 9. Time of It requires about 2 to 6 months Actual time for burning is bruning for burning and cooling of about 24 hours and only about and cooling bricks 12 days are required for cooling of bricks. 10. Wastage There is considerable wastage The hot fuel gas is used to dry of heat of heat from top and sides and and pre heat raw bricks. Hence hot fuel gas is not properly the wastage of heat is the least. utilized. Water Absorption test: (IS 3495 –Part II) Warpage Test (IS : 3495 –Part IV): Efflorescence test (IS 3495 – Part III):  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 59 Comparison between Bull's trench Kiln and Hoffman’s Kiln S. Item Bull Trench Killn Hoffman’s Klin No. 1. Burning About 3 lakhs in 12 days. About 40 kakhs in one season. capacity 2. Popularity More popular because of less Less popular because of high initial cost. initial cost. 3. Drying It requires more space for drying It requires less space for drying space of bricks of bricks. 4. Initial cost Low High 5. Nature It is semicontinuous in loose It is perfectly Continuous. sense. 6. Cost of fuel High as consumption of fuel Low as consumption of fuel is is more less. 7. Quality of Percentage of good quality Percentage of good quality bricks bricks is small bricks is more. 8. Suitability Suitable when demand of Suitable when demand of bricks bricks in monsoon is not is throughout the year. continuous Defects of bricks 1. Over burning: Bricks loose their shape. 2. Blisters: Formed due to air imprisioned during their moulding. 3. Bloating: Spongy swollen mass over bricks surface due to excess of carbonaceous and sulphur matter. 4. Efflorescence: Due to alkalies. 5. Chuffs: Deformation of shape of the bricks caused by the rain water falling on hot bricks. 6. Under burning:Higher water absorption and less compressive strength.  60 Free with Civil Booster (Civil Ki Goli Publication 9255624029) 7. Laminations: It is due to entrapped air in the Voids of day. (a) Bevelled (b) Queen-closer (c) Queen-closer closer (half) (quarter) (d) King closer (f) Mitred (e) Full closer brick (g) Half bat (h) Three quarter (i) Bevelled bat bat Rules of Bonding 1. Lap should be minimum (1/4) bricks along the length of wall & (1/2) bricks across the thickness of the wall. 2. Vertical Joints in the alternate courses should be along the same perpend. 3. It is preferable to provide every 6th course as a header course.  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 61 Types of bonds 1. Stretcher bond: All the bricks are laid as Stretchers on the faces of the wall.Used for constructing 10 cm thick brick partition wall. 2. Header bond: All the bricks are laid as headers on the faces of the wall. Commonly used for constructing staining of wells, corbels, footing etc.  It is using three-quarter brick bats in each alternate courses as quoins. 3. English bond: Alternate courses of headers & stretchers.  English Bond is stronger & costly than flemish Bond.  Mostly English bond is used in government work  Adopted for work where strength is of prime importance. H H H H H H S S S S S H H H H H H 4. Facing bond : Bricks of different thickness are to be used in the facing or backing of the wall. 5. Flemish bond: Each course has alternate header & stretcher.  Flemish Bond give better appearance than English Bond.  Construction with flemish Bond requirs greater skill in comparison to English Bond & bat bricks are use in it.  Minimum width of wall for single flemish bond is 1½ brick wall.  62 Free with Civil Booster (Civil Ki Goli Publication 9255624029) H S H S H S H S H S Slenderness ratio of brick masonry:It is the effective height of the wall divided by effective thickness or effective length divided by effective thickness, whichever is less. Maximum slenderness ratio for load bearing walls No. of storeys Using Portland cement Using lime mortar or pozzolana cement Not exceeding 2 27 30 exceeding 2 27 12 Note: Permissible tensile stress of brick masonry is 0.1 N/ mm2 where as. Permissible shear stress of brick masonary is 0.15 N/mm2. Weathering Joist Parapet wall Weathering Wall Cornice plate Throating Throating Wall Wall Corbel Cornice Coping  CIVIL’s Capsule (Civil Eng. Pocket Dictionary) 63 Load bearing wall Non load bearing wall Solid wall Veneered Cavity Solid wall Faced Partion Panel wall Free Curtain Faced with piers wall wall wall wall standing wall wall (Pilasters) wall Types of trees Endogenous tree Exogeneous tree These grow inward These grow outward Bamboo, Cane, Palm Deodar, Sal, Teak Conifers Deciduous (soft wood) (hard wood) Needle shape leaves Broad shape leaves Evergreen tree Open tree Pine, Chir, Deodar Oak, Teak, Shishum Comparison of softwood and Hardwood Property Sotwood Hard-wood Colour Lighter Darker Growth Faster Slower Weight Lighter Heavier Density Low High Annual rings Distinct Indistinct Heart-wood Can not be distinguished Can be distinguished Strength Strong along grains