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Technical Anatomy of Harbours & Docks: Breakwaters and Jetties The Breakwater Structure Total Crest Length: 11.4meters_ _ Jetty and Shore Operations Massive Structural Foundations | | Integrated Railway Transport: Shoreline Crane Configuration: z = Direct transfer of goods from Crane tracks at 90° to seashore trains to ships for efficiency Granite Exterior Reinforcement: Resists erosion & wave impact Ship Mooring and Goods Transfer: Multiple ships simultaneous goods handling via crane Harborage Water Level Clearance: H.W.L maintained at 5.7m “Joggle” Joints: Lock stones, prevent displacement . i Pile-Supported Stability: Foundation Base Width Heaeaen piles for ay 16.6m Wide Base heavy loads Surveying Mathematics: Calculating Area and Volume Contrast two primary methods for calculating area and volume in surveying: the Trapezoidal Rule (straight-line assumptions) and Simpson’s/Prismoidal Rule (parabolic curve assumptions for higher accuracy), including the Prismoidal Correction. Trapezoidal Rule (Straight Lines) ae Key Variables Ves Ye 7 lh #¥,) +202 + Ys + V4 I) qa zeommon interval vy Ys [Ac Siast sian) +4 een) +2 ot distance between offsets Used when the boundary is assumed Me Oe More accurate for curved boundaries; tobe a series of straight lines. pati tiset) q requires an odd number of ordinates. Simpson's Rule (Parabolic Curves) Prismoidal Correction (AV) Prismoidal (Simpson's) Rule for Volume ih AV=V,- Vz . sot 2 y D (Mathematically always negative) V2 = rs [Ay + Agt 4Anial Calculated as the average area AV= ® (H, - Hy)? where A,,ig is the area of the middle section. multiplied by distance. (Fonriula for Piisrioidal Correction. Often more precise for earthwork. Dis distance, Hy, Hz are heights) Practical Application Example Scenario: 18m Top Width, 10m Base, Distance (D) 4m Calculating Areas Calculating Mid-Section Area (Amig) Final Volume Result (Prismoidal Rule) A, (Base) = 10m x 10m = 100m? Average dimensions: v= 4 [00 +3244 4(196)] (10418) « (12418) «196 2 6 2 pee ada = 805.3 m3 Ap (Top) = 18m x 18m = 324m? Structural Analysis Cheat Sheet: SFD & BMD for Complex Loading Case 1: Uniformly Varying Case 2: Symmetric Case 3: Overhanging Beam Case 4: Fixed-End Beam Load (UVL) - Right Triangle Triangular Load with Point Load with Central Point Load w Ww w etl | alo. 4 4 g Ak B Ak 1B ny J ™, : tom toe, ! o> my, BAY : A BY Low + iE + (E I U4! 4 4 R,= wt Ry = He Ra=Rp= Ry = 1.25W Ry=-0.25W 9 Ra=Ry= Oye soar) (Clay & silt) eo @@ OO eve o> S4 OH Sho SOS OW SS Textural Classification Clay: Particles < 2u (< 0.002mm). & Triangular Chart Silt: 4-78p (0.002mm-0.075mm) Combined Mass Analysis: Textural classification determined by mass ratio of sand, silt, and clay. Triangular Chart Method: Identifies soil types by *) wiotting intersections of these percentages. ene LORS Sn SO, 60: AB PESD 320) (Goat a) The HRB (PRA) System & Group Index Engineering Suitability for Highways Parameter ‘a’ & ‘b’ Parameter ‘c’ & ‘d’ Excellent Quality Quality Rating Scale Poor Quality (Sieve Analysis) (Atterberg Limits) Gl.=0 GI. = 20 O e The Group Index (G..) Formula: y J G.1 = 0.2a + 0.01bd + 0.005ac u cp omen ‘a':% passing ‘b’: % passing ‘d': Plasticity Soil in group A-7 witha 7Susieve 75psieve Index | A-6 | high G1, is typically (Range 25-75%) (Range 15-85%) (Range 40-60%) (Range 10-30%) cloyey and unsuitable for highway constructic Based on the HRB Soil Groups abe aia Essential Technical Standards for Building Estimation and Construction Regulatory Timelines & Permits 6 & f Roof Live Load Capacity All roofs must be designed to withstand Plan Sanctioning Validity of Mandatory aTmolnimuny Ive Josd ob Lo KPa, Hesdroomand Duration Sanctioned Plans Construction Start (inten Stanwell No mora than Meimun period eonstruelion ia not la) of 3 years commenced within. headroom should include Us sa | one year of the permit, mustbeno a window of at anew permitis less than 2m least 10 sq ft Bathroom legally required, Ventilation Area The ventilation opening area for a bathroom must equal at least 10% of the bathroom's total floor area. Residential Floors Staircase & Spatial Dimensions Rise and Tread _ Residential | Commercial Commercial | (Going) Stairs \ Stairs Floors Standards Rise | t Rise | 19cm 14cm Staircase Width Tread —~ | Tread Requirements 25cm : /__ | 30cm Atleast Im | Atleast 1.5m wide (approx. 3 feet) wide Minimum Structural 1 meter <— Foundation — Concrete Thickness and Ratios Foundations & | AV Depth (Df) SE >. Minimum thickness for concreting is 30cm, + typically utilizing mix ratios of 1:1.5:3 or 1:1:2. Concrete Basics Engineering the Coast: A Guide to Harbours and Docks Harbour Classifications Natural Harbour Semi-Natural Harbour Artificial Harbour Formed entirely by natural coastel Partly natural, partly artificial, Completely man-made; requires geography, requires no constructed utilices natural features. breakwater construction to create breakwatar structures. supplemented by man-made a ship entrance and sheltered Examples include Bombay structures. Vishakapatnam basin, Madras (Chennai) is a and Kandla. isa primary example. notable example. F Lb Road-stead (Harbourage Shefered area for sate anchoring, protected by surrounding land. ? Infrastructure Components Wet Dock Operations Dry Dock Operations Used for berthing of ships to load Specialized basin for ship repair or unload cargo and passengers; and maintenance; process involves, water remains unaffected by sea pumping out water to leave the waves and is protected. vessel high and dry. Essential Sewer Appurtenances: Engineering Solutions for Wastewater Systems DROP MANHOLES LAMPHOLES Drop Manholes Lampholes (Managing Elevation Changes) (Inspection and Ventilation) Used for Branch Elevation >0.6m The Vertical Inspection Shaft Safety First for Maintenance Workers The “drop” structure ensures falling sewage does not land on the heads of workers performing cleaning or maintenance at the | bottom of the shaft, | Standard | | = Dimensions J z Top opening ] Economic and o Structural Efficiency Utilizing a drop manhole saves on & # excess earthwork costs and includes : Main sewer (C.l.) pipe a C.C. (Coment Concrete) foundation and benching for structural stability. Obstruction Detection Method A lamp is lowered into the shaft; — if the light ray is visible from the upstream (U/5) or downstream (D/5) manholes, the sewer line is clear of obstructions. Downstream (D/S) Upstream (U/S) —25 Dual Purpose =) Ventilation Beyond inspection, the lamphole acts as a ventilation point to supply fresh air to the sewer system. INVERTED SYPHONS Inverted Syphons (Crossing Obstacles) Overcoming Physical Barriers High-Pressure Operation Unlike standard gravity sewers, inverted syphons carry sewage under pressure that is higher than atmospheric pressure. Critical Self-Cleansing Standard Pipe Velocity (V) Diameter > 0.9 m/s To prevent sediment buildup, a self-cleansing velocity of at least 0.9 meters per second must be maintained. Engineering Standards for Sewer Manholes Fundamental Purpose and Placement The Role of a Manhole: A masonry or RCC chamber providing human access to a sewer pipe for inspection, cleaning, and maintenance. Strategic Placement Locations ath) Provided at every bend, lq ’ change in pipe gradient, and UU change in pipe diameter. Provided at junctions between branch and main sewers and at regular intervals along straight lines. M A Design & Construction Guide Design Specifications & Components Manhole Cover Dimensions Standard Circular covers rectangular (widely used): covers: 50cm to 60cm 60cm x 45cm diameter Weight Requirements by Traffic Load & a Light Traffic Heavy Traffic | Areas: 90kg Zones: 270kg cK X\\ Main Sewer Safety Steps and Wall Thickness Internal steps spaced at 20cm (for 1.5m depth) or 30cm (for depths > 1.5m). Wall thickness t= 10cm + (4x Depth in meters) 0.7m Branch Sewer Classification by Depth Shallow Manhole Chamber size: 75cm x 75cm Normal (Moderate) Manhole Chamber size: 1.2m x 0.9m (rectengular) or 1.2m diameter Deep Manhole Requires larger working chambers, jenerally 1.4m liameter for depths > 2.1m Spacing Intervals _ Diameter-Based Spacing: The distance between manholes is directly determined by the diameter of the sewer pipe, following IS 1742-1960 recommendations. Diameter < 30 cm Diameter 0.6 m Diameter 0.9 m Diameter 1.2 m Diameter 1.5m Diameter > 1.5m i i t—_. 1_. +_. ts Max Spacing: 45m Max Spacing: 75 m Max Spacing: 90 m Max Spacing: 120 m Max Spacing: 250 m Max Spacing: 300 m Structural Steel Design: Gantry Girders & Roof Trusses Serviceability Limit: Permissible Deflection (5) f Manual Crane: : L/500 aes EOT Crane (<50t): L/750 |-Section + Channel Flange Combo: Improves Moment of Inertia about Y-Y and Z-Z axes, torsional resistance, and prevents 7 lateral buckling (laterally supported beam). EOT Crane (>50t): L/1000 LOADS & CALCULATIONS Impact Factor for Vertical Rolling Loads: { EOT Cranes: +25% of vertical static wheel load. Manual Cranes: +10%. Lateral Surge: 10% of crab + hook capacity (5% if manual). ih ti Absolute Maximum Bending Moment: “L @ Mmax = RaX |5- | (based on positions of W1 & W2 telative to midspan) a/4 | L/2-d/4 Horizontal & Surge Loads: F Longitudinal: 5% of static wheel loads. [ ty | f ¥_ ,»p ROOF TRUSS COMPONENTS & PURLIN DESIGN Parlin fe ROOF TRUSS LOADING & i LS ECONOMICS a Total Load Calculations: M(--J 72) Me : Self-weight: [L/3 + 5] x 10 N/m? raster apd Live Loads: 0.4 kPa to 0.75 kPa Purlin Design Criteria Continuous beams subjected to (PERS cue) biaxial bending (M, and M,). : Live Load (L.L.) based Max Bending Moment: W,L/ 10 | based on slope 8) The Interaction Equation: bia Purlin Deflection Limits Live Load (L.L.) based on Roof Slope (0) Slope Angle (0) | Live Load (LLL) Formula 0.75 kPa re 20.4kPa Wind & Snow Loads: Wind Pressure (P,,) = 0.6 V,2 Snow Load = 2.5 N/mm per mm of thickness (neglect if @ > 56°) Cladding: TA The Rule for Economical Spacing: y | For minimum cost: C, = C, + 2C,, ==. (Cost of Truss = Cost of Roofing + 2x Cost of Purlins) Geometric Derivation: Calculating the Area of a Circular Segment Component 1: Component 2: The Final Calculation: Area of the Sector Area of the Inscribed Triangle Circular Segment Area of the Area of the R Sector — Triangle = (Blue Slice) (Orange Shape) The Full Circle Baseline The Subtraction Method The Area of the Segment is found by taking the Area of the Sector and subtracting : F i the Area of the Triangle. Component Calculating fora Geometric Applying : The Final Radian For afullcircle where Specific Angle eieakdewn = HAE ge ty The Degree-Based Formula 6 = 360°, the area is defined To find the area for any The triangle is split into two eneiles Formule. When converted to radians, as mR’. specific angle @, the formula fight-angled|triangtes with The total triangle area is ‘ the formula simplifies to its aR? a height of R cos() and R? sin (2) cos (2), which Expressed in degrees, the most elegant form: sane * 6°, representing a f Resin (2 2 2st formula is 360°" ahalf-base of Rsin (5). simplifies to (R?/2) sin Pam e R : proportional slice of the using the double-angle Eis, ( sin 6| i Area = {@ — sin 6} circle. identity. oD ENGINEERING GUIDE TO LOSSESIIN PRESTRESSED CONCRETE IMMEDIATE LOSSES Elastic Shortening Loss Afs = m:f, * Nilin pest ene one systems if all tendons stretched cimultaneously. Friction Loss in Post-Tensioned Systems a= curvature curvature effects Afs = frendon [ua + Kyx] where: 4c = curvature coefficient K,, = wobble coefficient Anchorage Slip | Wedge Af, = (Aa/L) -E; Immediate loss at force transfer to hardware. | FUNDAMENTAL MECHANICS & FORMULAS | — The Modular Ratio (r) Concrele E. Ss ™* 5000 VF ~~ + Neutral axis For M40 grade concrete, modular ratio approx. 6.64. Stress at the Level of Tendons (f,) Steel lendon P Pe? fe = A Hi Minimum Concrete Grade Requirements; M40 for where P = initial prestress force, A = ares, € = eccentricity, and / = moment of inertia. pre-tensioned PSC, M30 for post-tensioned PSC. SYSTEM COMPARISONS & BENCHMARKS Pre-tensioned systems generally experience higher total percentage losses (approx. 25%) compared to post tensioned eens 20%) due to immediate elestic shortening. DESIGN PARAMETER GOMPARISON (TYPICAL EXAMPLES) Post-Tensioned | Pre-Tensioned Gerais Example Example Concrete Grade M40 M45 Initial Tendon Stress (f) | 1100.N/imm? | 1900 MPa Typical Total Loss (%) 36.05% 36.2% General Industry Average | _20% 25% PRE-TENSIONING POST-TENSIONING Pre-pour i a Concrete \ 6 eS Post-hardon Tendon ee & b In detailed worked examples, total losses can reach roughly 56% (e.g., 536.58 N/mm’ for a post-tensioned HOSA Te eae ede Meena pre-tensioned beam). PRE-TENSIONING TIME-DEPENDENT (LONG-TERM) LOSSES Creep of Concrete Af; = Co-m- fo + Creep coefficient (C.) typically 1.6. Shrinkage of Concrete Afs = Eos Es + Shrinkage strain (¢..) is often modeled by concrete age. Relaxation of Steel Tendons + Gradual decrease in stress in lendons at constant strain, enerally ~5% of initial lendon stress ender) Stoel Stress Mastering Soil Classification: A Guide to USCS and ISCS Systems The Basics: Four Primary Classification Systems ele ORO °° Particle size, Textural, HRB/PRA (AASHO), and USCS/ISCS & ) — @, USCS & ISCS: 2e)e Coarse-Grained Soils Widely Used | }) Fine-Grained Soils 1 @ KG Categories) for Buk So ({| J]_ (10 Categories) 1) % passing 2) % passing 3)Fine content 4) Plasticity characteristics y 75p sieve 4.75mm sieve percentage (Casagrande’s Chart) ae ng \ Le 2. oy; Coarse vs. Fine-Grained (75,1 Sieve Threshold) < 5% Fines (Clean Soils) Grading Coefficients Deo C= De ___. Cistribution) & _ (00)? . 5 ope)” ee &3 > 12% Fines (Dirty Soils) 5% to 12% Fines Evaluating Fine Content (Borderline Soils) Plasticity Chart Plasticity Index (I,) Dual Symbols ") Well-graded gr (Shape) Oy>4 and C1 (eg. SW-SC, GP-GM) E Well-graded Poory-graded C,>6&C, 1-3 silty Ctopay ~ Both Grading and Plasticity 30 40 (SW/GW) (SP/GP) for Sand (SM/GM) (sc/Gc) Liquid Limit (LL) 
