Water Resources Engineering 1 PDF

WATER RESOURCES ENGINEERING 1 Definition & Classification of Application Control and Use of Water E Engr. JJohn h MManuell B.Vergel BV l BS-CE, MS-CE Review of...

WATER RESOURCES ENGINEERING 1 Definition & Classification of Application Control and Use of Water E Engr. JJohn h MManuell B.Vergel BV l BS-CE, MS-CE Review of Hydrology y Review of Hydrology Definition & Classification of Application / Control and Use of Water. y Water Resources – are sources of usually fresh water that are useful or potentially useful to society. Use of water includes: c u es: a) Agricultural (70% of worldwide water user) b) Industrial (22% of worldwide water user) c) Residential (8% of worldwide water user) d Recreational d) R i l e) Environmental activities Examples of sources: Groundwater, Rivers, Lakes and Reservoirs  Definition & Classification of Application / Control and Use of Water. y Agricultural – for crops irrigation / aquaculture Balog-Balog Multi Purpose Project (BBMPII) at San Jose, Tarlac Irrigation Capacity = 34,410 hectares (23,000 farmers) Hydropower Generation = 43.5 MW Dam Storageg Capacity p y = 560 Million Cubic Meters ((MCM)) Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: a) Hydroelectric plants; * Dam D /R Reservoiri &R Run-off ff the th river; i b) Thermo electric power plants (water cooling); * Coal, Nuclear, Geothermal, Solar Thermal Electric, Biomass c) Ore and oil refineries (chemical process); d) Manufacturing plant (solvent).  Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: a) Hydroelectric plants; D /R Dam Reservoir i R Run-off ff the th River Ri San Roque Hydroelectric Power Plant (2003) Capacity = 345 MW (3rd Largest in the Philippines) Location: San Manuel & San Nicolas, Pangasinan  Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: b) Thermo electric power plants (water cooling); Coal Power Plant Geothermal Power Plant Coal Fired Thermal Power Plant (1984, 1995 DMCI) Palinpinion Geothermal Plant (1983, 1995) Capacity = 600 MW (3rd largest in the Philippines Capacity = 192 MW (5th largest in the Philippines) Location: Calaca, Batangas Location: Valencia, Negros Oriental  Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: b) Thermo electric power plants (water cooling); Solar Thermal Electric Plant Biomass Power Plant 160 Has Solar Farm (2016 Solar Philippines) Biomass Plant (2015 IBEC ) Capacity = 63.3 MW (3rdlargest in the Philippines) Capacity = 18 MW (7th largest in the Philippines) Location: Calatagan, Batangas Location: Alicia, Isabela Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: b) Thermo electric power plants (water cooling); Nuclear Power Plant Bataan Nuclear Power Plant (1976 Never Operated) Capacity p y = 621 MW ((onlyy plant) p ) Location: Morong , Bataan Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: c) Ore and Oil refineries (chemical process); G ld Silver Gold, Sil and d Copper C Mines Mi Masbate Mine, Philippines (2013)  Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: d) Manufacturing Plant (solvent); F d Food P Paper Gardenia Bakeries Trust International Paper Corp. (TIPCO) Definition & Classification of Application / Control and Use of Water. y Industrial– which includes: d) Manufacturing Plant (solvent); Ch i l Chemicals St l Steel Unilab Steel Asia Definition & Classification of Application / Control and Use of Water. y Residential– potable water supply (Water Treatment) Manila Water Treatment Plant MayniladTreatment Plant Definition & Classification of Application / Control and Use of Water. y Recreational– R ti l smallll growing i percentage t off usage off water t Sky Water Park Kayak at Camayan Beach Resort Definition & Classification of Application / Control and Use of Water. y Environmental E i t lAActivities– ti iti environmental i t l flows fl (10% off available flow) & fish ladders to maintain aquatic habitat (ecosystem support). support) Environmental flow Fish ladders Definition & Classification of Application / Control and Use of Water. y Sources S off FFresh hWWater t – groundwater, d t river, i llake k andd reservoirs. Laguna Lake Angat Reservoir G Groundwater d t River Definition & Classification of Application / Control and Use of Water. y Distribution of water on Earth Definition & Classification of Application / Control and Use of Water. y Fresh water is renewable resource like soil and air. y The world is supplied pp byy clean and fresh water and it is decreasing. y Water is one of our most critical resources, but b aroundd the h world ld it is under threat. y Water demand already exceed supply in many parts of the world and as the world population continues to rise, so too the h water demand. Definition & Classification of Application / Control and Use of Water. y Water Resources Engineering – plays a vital role in optimal, planning, design and operation of water resource system. y Applications include the design of hydraulic structures, such as sewage conduits, dams and breakwaters, the management off waterways, suchh as erosion i protection i andd flood protection, and environmental management, such as prediction of the mixing and transport of pollutants in surface water. y Hydroelectric-power y p development, p , water supply, pp y, irrigation and navigation are some familiar applications of water resources engineering involving the utilization of water for f beneficial b fi i l purposes. Definition & Classification of Application / Control and Use of Water. y Control of Water– so that it will not cause excessive damage to property, inconvenience to the public, or loss of life. e. Applications pp cat o s are: a e: a) Flood Mitigation; b) Storm Drainage; c) Sewerage; d Highway d) Hi h Culvert C l D Design. i Definition & Classification of Application / Control and Use of Water. y Flood Mitigation– involves the management and control of flood water movement, such as redirecting flood run-off tthrough oug the t e use of o flood oo walls, wa s, levees, evees, dredging e g g and a flood oo gates, rather than trying to prevent floods altogether. Flood Wall Mangahan Floodway (1983 , NHCS Marikina River) Definition & Classification of Application / Control and Use of Water. y Flood Mitigation Dredging San Roque Dam (gradual release)  Definition & Classification of Application / Control and Use of Water. y Storm Drainage– involves is designed to drain excess rain and groundwater from impervious surfaces such as paved streets, st eets, car ca parks, pa s, parking pa g lots, ots, footpaths, ootpat s, sidewalks, s ewa s, and a roofs Curb Inlet Gutter Inlet Definition & Classification of Application / Control and Use of Water. y Storm Drainage Combination  Definition & Classification of Application / Control and Use of Water. y Sewerage – is an artificial conduit, usually underground, for carrying off waste water and refuse, as in a town or city.y y It can either be storm sewer system or sanitary sewer system or combined. Definition & Classification of Application / Control and Use of Water. y Highway Culvert Design– is a structure that allows water to flow under a road, railroad, trail, or similar oobstruction st uct o from o one o e side s e to tthee other ot e side. s e. Definition & Classification of Application / Control and Use of Water. y Utilization of Water– use of water for beneficial purposes. purposes Applications are: a) Municipal Water Supply; b) Irrigation; c) Hydroelectric H d l i PPower D Development; l d) Navigation Improvements. y Water Quality Management– pollution control. Pollution threatens the utility of water for municipal and irrigation uses. Definition & Classification of Application / Control and Use of Water. y Water Quality Management Definition & Classification of Application / Control and Use of Water. y Planning of Water Resource Project Definition of Technical Political incentive alternatives feasibility Social and Financial Economic environmental feasibility feasibility acceptability Political practicality Definition & Classification of Application / Control and Use of Water. y The Future of Water Resources Engineering 1. Modern civilization is far more dependent on water than were the civilizations of the past. past 2. Modern Standards of personal cleanliness require vastly more water that was used a century ago.ago 3. Increasing population requires expanded acreage of agriculture. agriculture 4. Increasing urban population require more attention to storm drainage drainage, water supply supply, and sewerage. sewerage 5. Industrial progress finds increasing uses for water in process industries and for electric-power electric po er production. production Definition & Classification of Application / Control and Use of Water. y The Future of Water Resources Engineering 6. The water-resources engineers of the future will find themselves deeply involved with new technology and new concepts. 7 Reclamation of wastewater 7. wastewater, weather modification, modification land management to improve water yield, and new water-saving techniques. 8. The conflict between preserving our ecosystem and meeting the “needs” needs of people for water management must certainly lead to new approaches in water management and qquite possibly p y to new definitions of “need”. WATER RESOURCES ENGINEERING 2 Water Q Quality y Analysis y & Management g Philippine Water Resource Region Engr John Manuel B.Vergel Engr. B Vergel BS-CE, MS-CE Water Quality Analysis & Management y Introduction to Water Quality ¾ Water as universal solvent in nature contains dissolved substances, as well substances ell as gases and these substances are often identified as impurities found in water. Water Quality Analysis & Management y Introduction to Water Quality Water Quality Analysis & Management y Water Q Quality y Standards ¾ need to have legal basis for protecting water quality ¾ RA 9275 or the Philippine Clean Water Act (CWA) of 2004 defines water quality as “the characteristics of water which define its use in terms of physical, chemical, biological, bacteriological or radiological characteristics by which the acceptability of water is evaluated. evaluated ” ¾ The beneficial uses and guideline values for the different classes of waters in i the h country are specified ifi d iin the h Revised R i d Water W Q Quality li Guidelines (revision of DAO 34, series of 1990). ¾ Generally, waters in the higher classification level have more stringent water quality guideline values than waters in the lower classification f level. Thus, effluent to be discharged g into waters of higher classification level usually has stricter effluent standards than effluent to be discharged into waters of lower classification level. Water Quality Analysis & Management y Water Quality Standards (DAO 34–Stream Standard) Water Quality Analysis & Management y Water Quality Standards Water Quality Analysis & Management y Water Quality Characteristics of Water: ¾ Physical Characteristics ¾ Chemical Ch l Ch Characteristics ¾ Biological Characteristics Water Quality Analysis & Management y Physical Characteristics of Water ¾ These categories are apparent to the senses of smell taste sight and touch. touch ¾ Categories under: ƒ Total Solids ƒ Turbidityy ƒ Color ƒ Taste and Odor ƒ Temperature Water Quality Analysis & Management y Physical y Characteristics of Water ¾ Solids: ƒ Determined by evaporating a sample and weighing the dry residue. id ƒ Regards to size, solids in waste water can be classified as suspended, settleable, colloidal, or dissolved. ƒ Solids l d typically ll include l d inorganic solids, suchh as silt, l sand, d gravel, l and clay from riverbanks, and organic matter, such as plant fibers and microorganisms g from natural or manmade sources. ƒ Siltation describes the suspension and deposition of small sediment particles in water bodies. bodies (Same as sedimentation=>sediments) Water Quality Analysis & Management y Physical Characteristics of Water ¾ Solids: ƒ In I water treatment, the h most effective ff means off removing solids (except for colloids and other dissolved solids) l d ), from f water is by b filtration. fl Water Quality Analysis & Management y Physical Characteristics of Water ¾ Solids: (DAO 34) Legend: g (f) Not more than 30% increase (g) Not more than 30 mg/L increase (h) Not more than 60 mg/L increase ( ) Do (i) D not apply if natural background is hi h iin higher concentration Water Quality Analysis & Management y Physical Characteristics of Water ¾ Turbidity: ƒ is used to measure the clarity of water. water ƒ Although Alth h algal l l bl blooms can make k waters t tturbid, bid iin surface f water, most turbidity is related to the smaller inorganic components of the suspended solids burden, burden primarily the clay particles. ƒ Microorganisms and vegetable material may also contribute to turbidity. turbidity Water Quality Analysis & Management y Physical Characteristics of Water ¾ Turbidity: ƒ Usually U ll causedd bby clay, l silt l andd soill particles l andd other h colloidal impurities. Water Quality Analysis & Management y Physical Characteristics of Water ¾ Turbidity: 1. Types off SSolids T lid AAccording di tto Ch Chemical i lPProperty: t Organic Inorganic – include salts and minerals 2 2. Types of Solids According to Size: Suspended > 1 mm (larger than bacteria) Colloidal between 1 mm and.001 001 mm Dissolved <.001 mm Water Quality Analysis & Management y Physical Characteristics of Water ¾ Turbidity: ƒ Measuring Turbidity: T bd 1. Secchi disk method – involves lowering a special black and white disk called a Secchi disk into the water and determining the maximum depth at which it is visible - results are reported in meters Water Quality Analysis & Management y Physical Characteristics of Water ¾ Turbidity: ƒ Measuring Turbidity: T bd 2. Chemical titration method - involves titrating a turbidity solution into a sample until an equilibrium point is reached. - results are reported in Nephlometer Turbidity Units (NTU) or Jackson Turbidity Units (JTU) -in general, a turbidity value of > 40 NTU for at least twenty-four hours indicates a problem. Water Quality Analysis & Management y Physical Characteristics of Water ¾ Turbidity: ƒ Measuring Turbidity: T bd 3. Turbidemeter- measuring the interferance to the passage of light through a water sample. Water Quality Analysis & Management y Physical Characteristics of Water ¾ Color: ƒ Pure P water is colorless. l l ƒ Water takes on color when foreign substances such as organic matter from soils, vegetation, minerals, and aquatic organisms are present. ƒ The obvious problem with colored water is that it is not acceptable to the public. Water Quality Analysis & Management y Physical Characteristics of Water ¾ Color: ƒ Color C l ini water iis classified l ifi d as either i h true color l or apparent color. l i. True color - water whose color is partly due to dissolved solids that remain after remo removal al of suspended matter matter. (In water ater treatment, true color is the most difficult to remove). ii. Apparent color - color contributed by suspended matter Water Quality Analysis & Management y Physical Characteristics of Water ¾ Color: (DAO34) PCU – Photo Conductor Unit Water Quality Analysis & Management y Physical Characteristics of Water ¾ Taste and Odor: ƒ T&O T O can also l result l as a byproduct b d off chlorine disinfection. Drinking water should be free from any objectionable taste or odor at the point of use. ƒ Odors are generated by gases produced by ddecomposition iti off organic i matter or by b substances added to the wastewater. Water Quality Analysis & Management y Physical Characteristics of Water ¾ Taste and Odor: ƒ Water W that h tastes bbitter is usually ll alkaline, lk l while h l salty l water is commonly the result of metallic salts. ƒ When water has a taste but no accompanying odor, the cause is usually ll inorganic contamination ƒ Water has both taste and odor, the likely cause is organic materials Water Quality Analysis & Management y Physical Characteristics of Water ¾ Temperature: ƒ Temperature T increases in surface f waters is that h it affects ff the h solubility of oxygen in water, the rate of bacterial activity, and the rate t att which hi h gases are ttransferred f d tto andd ffrom th the water. t ƒ temperature has h an effect ff on the h rate at which h h chemicals dissolve and react. ƒ Determines which fish species can survive. Water Quality Analysis & Management y Physical Characteristics of Water ¾ Temperature: ƒ Removes R impurities andd its transport. ƒ Most individuals find that water having a temperature between 10–15°C is most palatable. Water Quality Analysis & Management y Physical Characteristics of Water ¾ Temperature: (DAO 34) Water Quality Analysis & Management y Chemical Characteristics of Water ¾ The most important Chemical Characteristics are: ƒ Total T l Dissolve D l Solids S l d (TDS) ƒ Alkalinity ƒ Hardness ƒ Fluoride uo e ƒ Metals ƒ Organics O i ƒ Nutrients  Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Chemical impurities cause water to behave as either an acid or a base. ¾ pH is a important factor that influences the corrosiveness of the water, chemical dosages necessary for proper disinfection, and the ability bilit tto ddetect t t contaminants t i t eitherith an acid or a base. ¾ measure of how acidic or alkaline the water on a scale of 1-14 log [H3O+] pH = -log Water Quality Analysis & Management y Chemical Characteristics of Water ¾ pH: (neutral condition, pH=7) ((acidic d condition d pH9) Water Quality Analysis & Management y Chemical Characteristics of Water ¾ The principal contaminants found in water are shown in Table. ¾ These chemical constituents are important because each one affects water use in some manner; each one either restricts or enhances specific uses. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Total Dissolve Solids (TDS): ƒ TDS constitutes a part off totall solids l d in water; it is the h material remaining in water after filtration. (minerals, salts, metals cations or anions dissolved in water). metals, water) ƒ Dissolved l d solids l d may bbe organic or inorganic. ƒ The organic dissolved constituents of water come from the decay products of vegetation, from organic chemicals, and from organic gases. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Total Dissolve Solids (TDS): ƒ Dissolved D l d solids l d can bbe removedd from f water by b distillation, d ll electrodialysis, reverse osmosis, or ion exchange. ƒ Dissolved minerals, gases, and organic constituents produce aesthetically h ll displeasing color, taste, and odors. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Total Dissolve Solids (TDS): (DAO 34) Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Alkalinity: ƒ It is a measure of water’s abilityy to neutralize acid or reallyy an expression of buffering capacity. ƒ The Th major j chemical h i l constituents i off alkalinity lk li i iin naturall water supplies are the bicarbonate, carbonate, and hydroxyl ions. ƒ It is important for fish and aquatic life because it protects or buffers against rapid pH changes. ƒ Alkalinity levels affect the efficiency of certain water treatment processes, especially i ll th the coagulation l ti process. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Hardness: ƒ It is due to the presence of multivalent metal ions that come from minerals dissolved in water. ƒ In freshwater, the primary ions are calcium and magnesium. ƒ Hardness is classified as carbonate hardness or noncarbonate hardness. ƒ Carbonate hardness is equal q to alkalinityy but a noncarbonate fraction may include nitrates and chlorides. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Hardness: ƒ Hardness H d is either h temporary or permanent. ƒ Carbonate hardness (temporary hardness) can be removed byy boiling. g ƒ Noncarbonate hardness cannot be removed by boiling and is classified as permanent. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Hardness: ƒ Hardness values are expressed p as an equivalent q amount or equivalent weight of calcium carbonate. (see table below) ƒ Washing with a bar of soap soap, there is a need to use more soap to get a lather whenever washing in hard water. (economic loss) Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Hardness: ƒ Advantages Ad to bbe gainedd ffrom usage off hhardd water: 1. Hard water aids in the growth of teeth and bones. 2. Hard water reduces toxicity to many by poisoning with lead oxide from lead pipelines. pp 3. Soft waters are suspected to be associated with cardiovascular diseases.. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Fluoride: ƒ Fluoride is seldom found in appreciable pp quantities q in surface f waters and appears in groundwater in only a few geographical regions. ƒ It sometimes found in a few types of igneous or sedimentary rocks. ƒ Fluoride is toxic to humans in large quantities and is also toxic to some animals. l Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Fluoride: ƒ Drinkingg water containingg a proper p p amount of fluoride can reduce tooth decay by 65% in children between ages 12 to 15. (used for small concentration about 1.0 mg/L in drinking water) ƒ Discoloration of teeth mayy result for larger g concentration of fluoride (>2.0 mg/L). Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Metals: ƒ Metal ions are dissolved in groundwater and surface water when the water is exposed to rock or soil containing the metals, usually in the form of metal salts. ƒ Metals can also enter with discharges g from sewage treatment plants, industrial plants, and other sources. ƒ The metals most often found in the highest concentrations in natural waters are calcium and magnesium. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Metals: ƒ The higher g the concentration of these metal ions, the harder the water; ƒ Even E in i smallll quantities, i i toxic i metals l iin ddrinking i ki water are harmful to humans and other organisms. (Arsenic, barium, cadmium,, chromium,, lead,, mercury, y, and silver are toxic metals) ƒ Arsenic, cadmium, d lead, l d andd mercury, allll cumulative l toxins, are particularly hazardous. Water Quality Analysis & Management y Chemical Characteristics of Water ¾Metals: ƒ Organic chemicals in water primarily emanate from synthetic compounds that contain carbon, such as polychlorinated b h l ddioxin, andd ddichlorodiphenyltrichloroethane biphenyls, hl d h l hl h ((allll toxic organic chemicals). ƒ Many of these compounds can cause cancer in people and birth df defects. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Organics: ƒ The p presence of organic g matter in water is troublesome for the following reasons: (1) color formation, (2) taste andd odor d problems, bl (3) oxygen depletion in streams, (4) interference with water treatment processes processes, and (5) the formation of halogenated compounds when chlorine is added to disinfect water. ƒ The general category of “organics” in natural waters includes organic matter whose h origins could ld bbe from f both b h natural sources and from human activites. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Organics: ƒ The source of organic g matter in water is from decaying y g leaves, weeds, and trees; the amount of these materials present in natural waters is usually low. ƒ Organic compounds that are solely man-made (anthropogenic), such as ppesticides and other synthetic y organic g compounds. p ƒ In water, dissolved organics g are usuallyy divided into two categories: biodegradable and nonbiodegradeable. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Organics: ƒ Biodegradable g (breakdown) material consists of organics g that can be utilized for nutrients (food) by naturally occurring microorganisms within a reasonable length of time. (alcohols, acids starches, acids, starches fats, fats proteins, proteins esters, esters and aldehydes result from domestic or industrial wastewater discharges) ƒ Some biodegradable organics can also cause color, taste, and odor problems. ƒ Nonbiodegradeable organics are resistant to biological degradation. g Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Organics: ƒ Some S organics are toxic to organisms andd are nonbiodegradeable (organic pesticides and compounds that have combined with chlorine). chlorine) ƒ Iff Surface f streams are contaminatedd via runoff ff andd washh off ff by rainfall. These toxic substances are harmful to some fish, shellfish, h llfi h predatory d t bi birds, d andd mammals. l SSome compounds d are toxic to humans. Water Quality Analysis & Management y Chemical Characteristics of Water ¾ Nutrients: y Nutrients ((biostimulents)) are essential buildingg blocks for f healthyy aquatic communities, but excess nutrients (especially nitrogen and phosphorous compounds) overstimulate the growth of aquatic weeds and algae. algae y Plants require q large g amounts of the nutrients carbon, nitrogen, g and phosphorus; otherwise, growth will be limited. y Nitrogen and phosphorous are essentiall growth h ffactors andd are the limiting factors in aquatic plant growth. Freshwater systems y are most often limited byy pphosphorus. p Water Quality & Standard y Biochemical Characteristics of Waster &WasteWater ¾ Biological organisms are in the presence of Phatogens ¾ These Th waterborne b pathogens h include l d species of: f ƒ Bacteria, ƒ Viruses, ƒ Protozoa, oto oa, ƒ Parasitic worms (helminths). Water Quality Analysis & Management y Biochemical Characteristics of Waster ¾ Bacteria: ƒ Bacteria are p present in air, water, earth, rottingg vegetation, g and the intestines of animals. ƒ Human H andd animall wastes are the h primary i source off bbacteria i iin water. ƒ Varying in shape and size from about 1-4μm and it cannot be seen by naked eye. ƒ Bacteria from these sources can enter wells that are either open att th the land l d surface f or do d nott have h watertight t ti ht casings i or caps. Water Quality Analysis & Management y Biochemical Characteristics of Waster ¾ Viruses: ƒ Smallest ll bbiological l l structures known, k so they h can only l bbe seen with the aid of an electron microscope ƒ Viruses that are excreted byy human beings g mayy become a major health hazard to public health. ƒ Waterborne viral pathogens are known to cause poliomyelitis and infectious hepatitis Water Quality Analysis & Management y Biochemical Characteristics of Waster ¾ Protozoa: y Most protozoa are harmless; only a few cause illness in humans—Entamoeba histolytica (amebiasis) being an e cept o. exception. ¾ Worms (Helminths): y Water contamination may result from human and animal waste that contains worms. worms y Worms pose hazards primarily to those persons who come into direct contact with untreated water. water Water Quality Analysis & Management y Biochemical Characteristics of Waster Water Quality Analysis & Management y Biochemical Characteristics of Waster Philippine Water Resources Region y Philippine’s pp 18 Major Basins (source: NWRB) Philippine Water Resources Region y Philippine Philippine’ss 18 Major Basins ( (source: NWRB) Philippine Water Resources Region y Philippine Philippine’ss 18 Major Basins ( (source: NWRB) Philippine Water W Resources Region y Pampanga River Basin (source: PRBFFWC ) Water Resources List: 1. Pantabangan Dam 2 Angat Dam 2. 3. Ipo Dam Etc. Et Source: DENR (IWRM Spiral of Pampanga River Basin) Source: DENR (IWRM Spiral of Pampanga River Basin)  Philippine Water Resources Region Source: DENR (IWRM Spiral of Pampanga River Basin)  Philippine Water Resources Region Source: DENR (IWRM Spiral of Pampanga River Basin)  Philippine Water Resources Region Source: DENR (IWRM Spiral of Pampanga River Basin)  Philippine Water Resources Region Source: DENR (IWRM Spiral of Pampanga River Basin)  Philippine Water Resources Region Source: DENR (IWRM Spiral of Pampanga River Basin)  Philippine Water Resources Region Source: DENR (IWRM Spiral of Pampanga River Basin)  Philippine Water Resources Region Source: DENR (IWRM Spiral of Pampanga River Basin) Philippine Water Resources Region y Pampanga p g River Basin ((source: PRBFFWC ) Water Resources List: 1. Pantabangan Dam L i Location: P b Pantabangan, N Nueva E ij Ecija Coordinates: Lat: 15°48’52” Long: g 121°06’29” Operation: September 1, 1974 Operator: NPC T Type: R Reservoir i /DDam Dam Height: ?? Type yp of Dam: Embankment,, Earth fill River: Pampanga River Catchment Area: 853 km2 I ll d C Installed Capacity: 120 MW Purpose:Irrigation / Hydroelectric Power Plant Philippine Water Resources Region y Pampanga River Basin (source: PRBFFWC ) Water Resources List: 1 Pantabangan 1. P tb D Dam Philippine Water Resources Region y Pampanga p g River Basin ((source: PRBFFWC ) Water Resources List: 2. Angat Dam L i Location: B Brgy. San S LLorenzo, Norzagaray, N B l Bulacan Coordinates: Lat: 14°52’15” Long: g 121°08’30” Operation: October16, 1967 Operator: NPC T Type: R Reservoir i /DDam Dam Height: 131m Type yp of Dam: Concrete Water Reservoir River: Angat River Catchment Area: 568 km2 I ll d C Installed Capacity: 256 MW Purpose:Irrigation / Potable Water / Hydroelectric Power Plant Philippine Water Resources Region y Pampanga River Basin (source: PRBFFWC ) Water Resources List: 2 Angat 2. A t Dam D Philippine Water Resources Region y Cagayan River Basin WATER RESOURCES ENGINEERING 3.1 Hydroelectric Power Engr. John Manuel B.Vergel BS CE MS BS-CE, MS-CE CE  Hydroelectric Power y Introduction ¾ Hydroelectric y – are electricity produced from hydropower. hydropower Waterwheels (4th Century BC) Hydropowered Watermills (mid 1770’s) ¾ Hydropower – the harnessing of flowingg water usingg a dam or other type of diversion structure to create c eate energy e e gy that t at can ca bee captured via a turbine to generate electricity Hydroelectric Power y Definition of terms ¾ Gross Head ((HG) – total difference in elevation between the water surface in the stream at the diversion and the water surface in the stream at the point where the water is returned after having been used for power; ¾ Net Head ((HN) – is the head available for energy gy production after deducting losses in friction, entrance, unrecovered velocity head in the draft tube, tube etc.. etc Net Head = Gross Head – Total System HeadLosses HN=HG-∑HL Hydroelectric Power y Definition of terms y Hydraulic y efficiency y – the ratio of the net head to ggross head. ηh = HN / HG Hydroelectric Power y Definition of terms ¾ Overall efficiency y (Turbine-Generator) – represents the fraction of the mechanical energy of the h fluid fl id convertedd to electrical energy. Also known as product efficiency. e = ηP = ηT x ηG Hydroelectric Power y Definition of terms ¾ Power Capacity p y – the maximum ppower which can be developed by the generators at normal head with full flow. Also known as maximum power. p P = Q γ HN e P = Power (KW); Q = Discharge g ((cms); ) HN = Net Head (m); e = Overall Efficiency; Hydroelectric Power y Definition of terms ¾ Firm Power – is the p power a pplant can be expected p to deliver 90% of time. Also known as minimum power. Hydroelectric Power y 3 Types of Hydropower Plants ¾ 1. Impoundment p (Reservoir) ( ) – the most common type of hydroelectric power plant. An impoundment facility typically a large hydropower system, facility, system uses a dam to store river water in a reservoir. Water released from the h reservoir i fl flows through h h a turbine, bi spinning i i iit, which hi h in turn activates a generator to produce electricity. The water may be released either to meet changing electricityy needs or to maintain a constant reservoir level. Hydroelectric Power y 3 Types of Hydropower Plants ¾ 1. Impoundment p Transmission lines - conduct electricity for homes and businesses. Dam - store water. Penstock – carries water to turbines. Generators G t – rotated t t d by b the th turbines t bi to t generate electricity. Turbines – turned by the force of the water on their blades. Cross section off conventionall hhydropower C d ffacility l that h uses an impoundment dam. Hydroelectric Power y 3 Types of Hydropower Plants ¾ 1. Impoundment p Angat Reservoir  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. 2 Diversion (run- off river) – facility channels h l a portion ti off a river through a canal or penstock. It may q not require the use of a dam.  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion ((run-off river)) ¾ Intake / Weir - it is used to collect water which will be used for power plant. From weir water will enter to the weir, intake gate leading to the connecting tunnel which go out into the run off river. After pass connecting tunnel, tunnel water will pass waterway. Also known as low head dam. dam 1.5 MW Hitoma River Hydropower Project Obi, Caramoran, Catanduanes  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion (run-off river) ¾ Desilting Basin- is to settle out the pparticulate matters floatingg in the water to the bottom of the construction. The water which is used for the turbine can therefore be separated from these h solids.This l d Th function f is very important because to protect other th microi hhydrod power plant l t components from the impact of sand. sand  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion (run (run-off off river) ¾ Spillway- are designed to permit controlled overflow at certain i points i along l the h channel h l or weir. i 900KW Cantingas River Hydropower Project 10 MW Inabasan River Hydropower Project San Fernando, Sibuyan Island, Romblon Caagutayan, San Teodoro, Oriental Mindoro  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion (run (run-off off river) ¾ Headrace / Waterway- usually follow contours of the hill to kkeep the h elevation l i off the h channeled h l d water andd kkeep the h potential il energy stable on the value. Hi b Hinubasan Ri River H Hydropower d P Project j Loreto, Dinagat Isaland, Surigao Norte  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion (run (run-off off river) ¾ Forebay / Surgetank- is usedd to controll water output difference between penstock and head race. Moreover, its p function as final separation impurities in the water such as sand and wood wood. The function of forebay tank is also as desilting b i (sand basin ( d trap). t )  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion (run (run-off off river) ¾ Penstock - is water supplier ffrom head h d tankk which hi h will ill rotate the turbine. Penstock connects a high elevation to a lower elevation to the turbine 10 MW Inabasan River Hydropower Project Caagutayan, San Teodoro, Oriental Mindoro  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion (run (run-off off river) ¾ Powerhouse - it contains the maini equipments i to change h potential energy become electricity, they are turbine, ggenerator,, and control panel p 2.1 MW Solong River Hydropower Project San Miguel, Catanduanes  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion ((run-off river)) ¾ Turbine and Generator - are used to change water potential energy which is fallen through penstock become electricity. electricity Turbine is connected with a pulley on the generator so between water side and electricity still 8 MW Upper Villasiga Hydropower Project separated To regulate changing separated. Paliuan River, Bugasong, Antique electic is used AVR (Automatic Voltage Regulator) on the generator.  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 2. Diversion (run (run-off off river) ¾ Tailrace - after water rotate turbine then water will be returnedd again i to the h river i through h h specific ifi tunnell which hi h iis called ll d tail race. 900KW Cantingas River Hydropower Project San Fernando, Sibuyan Island, Romblon Hydroelectric Power y 3 Types of Hydropower Plants ¾ 3. Pump p Storage g – it works like a battery, y, storingg the electricity generated by other power sources like solar, wind and nuclear for later use wind, use. It stores energy by pumping water uphill to a reservoir at higher elevation f from a secondd reservoir i at a llower elevation. l i Wh When theh demand for electricity is low, a pumped storage facility stores energy by pumping water from a lower reservoir pp reservoir. Duringg pperiods of high to an upper g electrical demand, the water is released back to the lower reservoir and turns a turbine turbine, generating electricity. electricity Hydroelectric Power y 3 Types of Hydropower Plants ¾ 3. Pump p Storage g Hydroelectric Power y 3 Types of Hydropower Plants ¾ 3. Pump p Storage g  Hydroelectric Power y 3 Types of Hydropower Plants ¾ 3. Pump p Storage g Kalayaan Pumped Storage Power Plant was built in 1982, it is the first of its kind in Southeast Asia and the only pumped storage facility in the Philippines. Kalayaan I was upgraded from 150 MW to over 168 MW. Kalayaan II was built with a guaranteed capacity of 174.3 MW. The Kalayaan Complex serves as large peaking facility for the Luzon Grid but its primary function is to pprovide frequency q y regulation g and control. In the daytime, a period with a high demand for power, the plant generates electricity. But at night, a period of low demand, demand Kalayaan pumps water from Laguna Lake into Caliraya, an ingenious way of storing energy Hydroelectric Power y Sizes of Hydropower Plants ¾ 1. Large g Hydropower: y p >30 megawatts g ((MW)) ¾ 2. Small Hydropower: 10-30 megawatts (MW) ¾ 3. Mini Hydropower: >100KW- 0.6m/s Maximum Pressure head = 150m Minimum Pressure head > 3.5m Hydrant Pressure head > 10m Pump System Water Storage Velocity < 1.0 m/s Minimum: 1-day Head in Pump Curves Maximum: 3-day o Maximum o Average o Minimum  Key Design Factor – Pipe & Pump Pipe Pump Size Power Discharge Minimum Pressure Roughness Head Headloss Gradient  Model or Drawing Notations NODE or JUNCTION PIPE or LINK Flow Rate Roughness (Design or Value: C or f Actual Flows) C=120 100MLD Point Name or Label A A L=3km Length: mostly horizontal (m, km etc.) 55m Flow Rate Elevation (MLD or CMS) (Invert Level)  Example 1 C=120 Determine the pipe diameter sizes HLG=2m/km Z 50MLD in mm for the some pipes 2km 100m C=120 HLG=2m/km Y 40MLD Source 1 m3/s = 86.4 MLD 2km 101m 95m C=120 HLG=2m/km X 30MLD 2km 80m C=130 150MLD C=130 50MLD C=130 C=130 HLG=5m/km A HLG=5m/km B 100MLD HLG=5m/km C HLG=5m/km D 300MLD 2km 1.5km 3km 4km 90m 50m 30m 30m C=120 C=120 C=120 C=120 HLG=2m/km HLG=2m/km HLG=2m/km HLG=2m/km 5km 6km 7km 8km K 25MLD L 25MLD M 25MLD N 25MLD 70m 70m 70m 70m  Example 1: Solution Pipe AB: Q = sum all the demands after A Q = 25*3 + 300 + 50 + 100 + 30 + 40 + 50 Q = 645 MLD or 7.465277778 m3/s Pipe AB: C = 130 and HLG=5m/km Pipe BX: Q = sum all the demands after B towards Z Q = 30 + 40 + 50 Pipe DN: Q = 120 MLD or 1.38888888 m3/s Q = sum all the demands after D Pipe BX: C = 120 and HLG=2m/km Q = 25 MLD or 0.2893518 m3/s Pipe DN: C = 120 and HLG=2m/km Repeat the process for all pipes and you’re just fine  Example 2 In the given network, all pipe segments are 200 meters long, 400mm in diameter with friction factor of C=110. The source of water is an open lake at elevation 0m. There are three pumps used to supply water of 10MLD at different elevations. 200m c 10 MLD Elev = 30m Determine the minimum pump requirement so that the pressure head on each end of pipe is at least 5m. P3 200m 10 MLD b Elev = 20m P2 200m a 10 MLD Elev = 10m P 1 200m  Example 2: Solution for P1 0 0 0  Example 2: Solution for P2 0 0 0  Example 2: Solution for P3 0 0 0 Extra Example 1 m3/s = 86.4 MLD Hydraulics & Hydrology  Pressure-Velocity Head-Relationship:  Minor Head Loss: hL = K(V2/2g) where: hL = head loss (m) V = velocity of flow, (m/s) k = loss coefficient Units in ft Hydraulics & Hydrology  Example 2: A pump discharge line consist of 60 m of 0.30 m (12 in) new cast-iron pipe, three 90° medium radius bends, two gate valves and one swing check valve. Compute the headloss through the line at a velocity of 1m/s.  The total equivalent pipe length is: (60x3.28)+(3x27)+(2x17)+(1x135)= 447 ft = 136.22m  From the diagram: (d=12in, cast iron) f = 0.019 HL = 0.019 (136.22/0.30)(12/19.62) = 0.44 m Hydraulics & Hydrology  Example 6: An extremely simplified water supply system consisting of a reservoir with lift pumps, elevated storage, piping and loaded center (withdrawal point) is shown in the figure. a) Based on the ff: data, sketch the hydraulic gradient for the system: ZA=0ft; ZB=30ft; ZC=40ft; PA=80psi; PB=30psi; PC=100ft; (water level tank) b) For these conditions compute the flow available at point B from both supply pumps and elevated storage. Use C=100 and pipe sizes as shown in the diagram Hydraulics & Hydrology a) Hydraulic Head :  Example 6: @ A = 0ft + (80 psi x 2.31ft/psi) = 185 ft @ B = 30ft + (30psi x 2.31 ft/psi) = 99ft @ C = 40ft + 100ft = 140ft b) hL between A&B = 185-99 = 86ft hL per 1000ft = 86/5 = 17.2ft hL = 17.2ft/1000ft By solution: (hL = 17.2ft/1000ft; 12in diameter) Q = 2,160 gpm from A hL between C&B = 140-99 = 41ft hL per 1000ft = 41/3 = 13.7ft hL = 13.7ft/1000ft By Solution: (hL = 13.7ft/1000ft; 10in diameter) Q = 1,180 gpm from C Total available Q@B = 2160+1180=3,340gpm WATER RESOURCES ENGINEERING 6 Groundwater Development Engr. John Manuel B.Vergel BS-CE, MS-CE Groundwater  Groundwater Hydrology  Originates as infiltration from precipitation, streamflow, lakes and reservoir  The surface of saturated zone is called water table, and its depth is described by the level of free water in an observation well extending into a saturated zone.  Porosity (n): Typical values of porosity: n=0.2 to 0.4 (sands & gravel, depending on the grains size, size distribution and degree of Where: Vv = Volume of voids compaction) V = total Volume n=0.1 to 0.2 (sand & stone) n=.01 to 0.1 (shale & limestone) Groundwater  Groundwater Hydrology  Groundwater  Groundwater Hydrology  Permeability is the ability of porous medium to transmit water.  Coefficient of permeability, K, by Darcy’s Law: v=Ki Ranges of values of K: Where: v = velocity of flow (ft/s,mm/s) K= 10x10-5 ft/s = 0.003 mm/s K = coefficient of Permeability (ft/s,mm/s) (fine grane deposit) i = hydraulic gradient (ft/ft, m/m) Up to K= 1 ft/s = 300 mm/s (course gravel) Groundwater  Groundwater Hydrology  Unconfined Aquifer Where: Q=well discharge (cfs,l/s) K=coefficient of permeability (ft/s,mm/s) ho=saturated thickness of aquifer before pumping (ft.m) ro=radius of the cone of depression (ft,m) hw=depth of water in well while pumping (ft,m) rw=radius of well (ft,m) Groundwater  Groundwater Hydrology  Confined Aquifer Where: B=thickness of aquifer (ft,m). Values of ro and hw may be assumed or measured from observation well data Groundwater  Groundwater Hydrology  Pumping test in unconfined acquifer (Permeability test) For unconfined acquifer For confined acquifer Groundwater  Example 16: A well with a diameter of 2ft is constructed in a confined aquifer as illustrated in the figure. The sand aquifer has uniform thickness of 50ft overlain by an impermeable layer with a depth of 115 ft. A pumping test was conducted to determine the coefficient of permeability of the aquifer. The initial piezometric surface was 49ft below the ground surface datum of the test well and observation wells. After water was pumped at rate of 0.46 cfs for several days, water level in the wells stabilized with the ff: drawdowns: 21ft (test well) 12.1ft (observation well at a distance of 30ft) 7.9 ft (2nd observation well at a distance of 100ft) From these test data calculate the permeability of the aquifer. Then using the K value, estimate the well discharge with the drawdown in the well lowered on the top of the confined aquifer.  Groundwater  Example 16: =0.46cfs 2ft ho=115-49=66ft 49ft 100ft hw=66-21=45ft 30ft 7.9ft h1=66-12.1=53.9ft 12.1ft 21ft h2=66-7.9=58.1ft 115ft ho h2 hw h1 50ft K=0.00042ft/sec WATER RESOURCES ENGINEERING 7 Sewerage System / Drainage Structures Engr. John Manuel B.Vergel BS-CE, MS-CE Sewerage System/Drainage Structures  Wastewater collection systems collect and convey wastewater to the treatment plant.  The complexity of the system depends on the size of the community and the type of system selected.  Methods of Collection: 1. Gravity Collection System 2. Force Main Collection System 3. Vacuum System 4. Pumping Station Sewerage System/Drainage Structures  Methods of Collection: 1. Gravity Collection System:  In a gravity collection system, the collection lines are sloped to permit the flow to move through the system with as little pumping as possible.  The slope of the lines must keep the wastewater moving at a velocity (speed) of 2 to 4 ft/sec. Otherwise, at lower velocities, solids will settle out and cause clogged lines, overflows, and offensive odors. Sewerage System/Drainage Structures  Methods of Collection: 1. Gravity Collection System:  To keep collection systems lines at a reasonable depth, wastewater must be lifted (pumped) periodically so that it can continue flowing downhill to the treatment plant. Sewerage System/Drainage Structures  Methods of Collection: 2. Force Main Collection System:  In force main collection system, wastewater is collected to central points and pumped under pressure to the treatment plant.  The system is normally used for conveying wastewater long distances.  The use of the force main system allows the wastewater to flow to the treatment plant at the desired velocity without using sloped lines.  Sewerage System/Drainage Structures  Methods of Collection: 2. Force Main Collection System:  It should be noted that the pump station discharge lines in a gravity system are considered to be force mains since the content of the lines is under pressure. Waste Water Collection Basin Pumping Station Treatment Pressurized flow (no slope) Sewerage System/Drainage Structures  Methods of Collection: 3. VacuumSystem:  In a vacuum collection system, wastewaters are collected to central points and then drawn toward the treatment plant under vacuum.  The system consists of a large amount of mechanical equipment and requires a large amount of maintenance to perform properly.  Generally, the vacuum type collection systems are not economically feasible.  Generally, the vacuum type collection systems are not economically feasible. Sewerage System/Drainage Structures  Methods of Collection: 3. VacuumSystem: Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Pumping stations provide the motive force (energy) to keep the wastewater moving at the desired velocity.  They are used in both the force main and gravity systems.  They are designed in several different configurations and may use different sources of energy to move the wastewater (i.e., pumps, air pressure or vacuum). Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Types of Pumping Stations: a. Wet Well -Dry Well Pumping Stations The wet well–dry well pumping station consists of two separate spaces or sections separated by a common wall. Wastewater is collected in one section (known as the wet well section); the pumping equipment (and in many cases, the motors and controllers) is located in a second section known as the dry well. Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Types of Pumping Stations: a. Wet Well -Dry Well Pumping Stations There are many different designs for this type of system, but in most cases the pumps selected for this system are of a centrifugal design. Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Types of Pumping Stations: b. Wet Well Pumping Stations This type consists of a single compartment that collects the wastewater flow. The pump is submerged in the wastewater with motor controls located in the space or has a weatherproof motor housing located above the wet well. Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Types of Pumping Stations: b. Wet Well Pumping Stations In this type of station, a submersible centrifugal pump is normally used. Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Types of Pumping Stations: c. Pneumatic Pumping Stations The pneumatic pumping station consists of a wet well and a control system that controls the inlet and outlet value operations and provides pressurized air to force or push the wastewater through the system. The exact method of operation depends on the system design. Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Types of Pumping Stations: c. Pneumatic Pumping Stations When operating, wastewater in the wet well reaches a predetermined level and activates an automatic valve that closes the influent line. The tank (wet well) is then pressurized to a predetermined level. Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Types of Pumping Stations: c. Pneumatic Pumping Stations When the pressure reaches the predetermined level, the effluent line valve is opened and the pressure pushes the wastestream out the discharge line. Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Pumping Station Wet Well Calculations: Example 1: (Determining Pump Capacity without Influent)  A pumping station wet well is 10 x 9 ft. The operator needs to check the pumping rate of the station’s constant speed pump. To do this, the influent valve to the wet well is closed for a 5-min test, and the level in the well dropped 2.2 ft. What is the pumping rate in gallons per minute? Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Pumping Station Wet Well Calculations: Example 1: (Determining Pump Capacity without Influent) 3 Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Pumping Station Wet Well Calculations: Example 2: (Determining Pump Capacity with Influent)  A wet well is 8.2 x 9.6 ft. The influent flow to the well, measured upstream, is 365 gal/min. If the wet well rises 2.2 in. in 5 min, how many gallons per minute is the pump discharging? Sewerage System/Drainage Structures  Methods of Collection: 4. Pumping Stations:  Pumping Station Wet Well Calculations: Example 2: (Determining Pump Capacity with Influent) Sewerage System/Drainage Structures  Sewer System:  Sewer is an artificial conduit, usually underground, for carrying off waste water and refuse, as in a town or city.  It can either be storm sewer system or sanitary sewer system or combined. Sewerage System/Drainage Structures  Storm Sewer System:  Surface waters enters a storm drainage system through inlets located in street gutters or depressed areas that collects natural drainage  Common types of storm-water inlets for streets: 1. Curb inlet 2. Gutter Inlet 3. Combination Sewerage System/Drainage Structures  Storm Sewer System: Common types of storm-water inlets for streets: 1. Curb inlet – has a vertical opening to catch gutter flow. Although the gutter may be depressed slightly in front of inlet, this type of inlet offers no obstruction to traffic. Sewerage System/Drainage Structures  Storm Sewer System: Common types of storm-water inlets for streets: 2. Gutter inlet – is an opening covered by a grate through which the drainage falls. The disadvantage is that debris collecting on the grate may result in plugging of the gutter inlet. Sewerage System/Drainage Structures  Storm Sewer System: Common types of storm-water inlets for streets: 3. Combination– is composed of curb and gutter openings Sewerage System/Drainage Structures  Storm Sewer System: Street grade, curb design and gutter depression define the best type of inlet to select.  Catch basins under street inlets are connected by short pipelines to the main sewer system  Manholes are placed at curb inlets, intersection of sewer lines and regular intervals to facilitate inspection and cleaning. Sewerage System/Drainage Structures  Storm Sewer System: Pipeline gradient follow the general slope of the ground surface such that water entering can flow downhill to a convenient point for discharge. Sewer pipes are set as shallow as possible to minimize excavation while providing 2 to 4 ft of cover above the 2-4 ft pipe to reduce the effect of wheel loading. Shallow sewer pipes Sewerage System/Drainage Structures  Storm Sewer System: Sewerage System/Drainage Structures  Storm Sewer System: Sewer outlets that terminates in natural channels subject to tides or high water levels are equipped with flap gates to prevent backflooding into the sewer system. Backwater gates are also used on combined sewer outfalls and effluent lines from treatment plants where needed. Sewerage System/Drainage Structures  Storm Sewer System: Rational method is used to calculate the quantity of runoff for sizing of sewers The flowing full velocities used in the design of storm sewers: Minimum: 3 ft/s (self cleaning to avoid deposition of solids) Maximum: 10 ft/s (to prevent erosion of the pipe by grit transported in the water Sewerage System/Drainage Structures  Storm Sewer System: Circular concrete pipe is commonly used for storm sewers. Circular pipe is manufactured in diameters from 12 to 144 in. and in laying lengths that range from 4-12 ft Sewerage System/Drainage Structures  Sanitary Sewer System: Sanitary sewers transport domestic and industrial wastewater by gravity flow to treatment facilities. Lateral sewer collects discharges from house and carries them to another branch sewer lines. Branch or sub-main lines receive waters from laterals and convey it to large mains. Main sewer, also called a trunk or outfall sewer, carries the discharge from large areas to the treatment plant. Sewerage System/Drainage Structures  Sanitary Sewer System: Sewerage System/Drainage Structures  Sanitary Sewer System: A force main is a sewer through which wastewater is pumped under pressure rather than by gravity flow. (see methods of collection) Design flows for sewer systems are based on population served using the following per capita quantities: 1. Lateral and Submains = 400 gpcd (1500 l/person.d) 2. Main and Trunk = 250 gpcd (950 l/person.d) 3. Interceptors = 350% of the estimated average dry weather flow (normal infiltration only for flowing full velocities, excessive infilitration and industrial wastewaters are not included)  Sewerage System/Drainage Structures  Sanitary Sewer System: Sewer slopes should be sufficient to maintain self cleansing velocities (V=2ft/s=0.60m/s) For slope(1/3)D When (V=10ft/s=3.0m/s), special provision must be made to protect the pipe and manholes against displacement by erosion and shock hydraulic loadings Sewerage System/Drainage Structures  Sanitary Sewer System: As a general rule, laterals placed in the street right of way are set a depth of not less than 11ft (3.3m) below the top of the house foundation. Service connections are generally extended from laterals to outside the curb line at the time of sewer placement. An alternative is to place sanitary sewer behind the curb on one side of the street, making it readily accessible for service connections on that side. Sewerage System/Drainage Structures  Sanitary Sewer System: The minimum recommended size for laterals is 8-in (200 mm) diameter Sewers less than 24-in should be laid on a straight line between manholes Sewerage System/Drainage Structures  Sanitary Sewer System: Sewer pipe separation to water main pipe must be: Sewer Plan and Profile: horizontal = 10ft (3m) Vertical =18in (46cm) Sewerage System/Drainage Structures  Sanitary Sewer System: Inverted Siphon: a siphon is a depressed sewer that drops below the hydraulic gradient to avoid obstruction such as a stream, railway cut or depressed highway Velocity must be v=3ft/s (0.9m/s) to prevent deposition of solids. Sewerage System/Drainage Structures  Sanitary Sewer System: Inverted Siphon: Sewerage System/Drainage Structures  Sanitary Sewer System: Inverted Siphon: Sewerage System/Drainage Structures  Sanitary Sewer System: Manholes: Most manholes are circular in shape with an inside diameter of 4ft, which is considered sufficient to perform sewer inspection and cleaning. For small diameter pipes, the manhole is usually constructed directly over the centerline of the sewer. For very large sewers, access may be provided on one side with a landing platform for the convenience of introducing cleaning equipment. Sewerage System/Drainage Structures  Sanitary Sewer System: Manholes: Manhole frames and covers are usually cast iron with a minimum clear opening of 21 in. (54cm). Solid covers are used on sanitary sewers. Sewerage System/Drainage Structures  Sanitary Sewer System: Manholes: Open type covers are common on storm sewers. Steps or ladder rungs are placed for access. Sewerage System/Drainage Structures  Sanitary Sewer System: Manholes: Walls may be constructed of precast concrete rings, concrete block, brick or poured concrete Sewerage System/Drainage Structures  Sanitary Sewer System: Manholes: 3 types of Manholes: 1. Typical Sewer Manhole 2. Drop Manhole Structure – when it is necessary to lower the elevation of a sewer more than 24 in. It protect the man entering the structure and to eliminate the nuisance created by solids splashed into the walls. 3. Vortex Manholes – reduces the velocity during the drop and reduce corrosion and odor generation. Sewerage System/Drainage Structures  Sanitary Sewer System: Manholes: 3 types of Manholes: Sewerage System/Drainage Structures  Sanitary Sewer System: Service Connections: House sewers are laid on a straight line and grade using 4in. (100mm) or 6in. (150mm) pipe. The preferred minimum slope is 2%, or ¼ in/ft, although slopes as shallow as 1/8 in./ft are occasionally used. The service connection to a sanitary sewer is made through a tee branch turned upward 45° or more from the horizontal so that backflooding does not occur when the collecting sewer is flowing full. Sewerage System/Drainage Structures  Sanitary Sewer System: Service Connections: For a deep sewer, the tee connection and riser pipe are often vertical and maybe encased in concrete to prevent damage during backfilling Deep Sewer Shallow Sewer connection connection Sewerage System/Drainage Structures  Other things to consider in wastewater collection system: 1. Measuring and sampling of flows in sewers 2. Sewer pipes & jointings 3. Bedding and backfill 4. Sewer installation 5. Sewer testing 6. Lift stations in wastewater collection. Hydraulics & Hydrology  Amount of Storm Runoff:  Rational Formula Q=CiA (english units) Q=0.278CiA (metric units) Where: Q = maximum rate of runoff (cfs,cms) C = Coefficient of runoff based on type and character on surface (see table on the left) i = average rainfall intensity, for the period of maximum rainfall of a given frequency of occurrence having a duration equal to the time required for the entire drainage area to contribute flow (inches/hr,mm/hr) A = drainage area (acres,sq.km) Hydraulics & Hydrology  Amount of Storm Runoff: 5-yr storm frequency = residential areas  Intensity Flow Duration Curves 10-yr storm frequency = business section 15-yr storm frequency = high value districts where flooding would result in considerable property damage The duration of rainfall frequency depends on time of concentration (inlet time + time of flow through the pipe) Inlet time generally ranges from 5-20 min Hydraulics & Hydrology Area 1: Most Example 1: Compute the diameter of remote 3.0 acres the outfall sewer required to drain the Inlet time = 5.0 min point storm water from the watershed described in figure, which gives the inlet Manhole 1 lengths of lines, drainage areas, and 400 ft- sewer inlet times. Assume the ff: C=0.30, T=5 years, V=2ft/s. Area 2: Manhole 2 6.0 acres Inlet time = 5.0 600 ft- sewer  Time of Manhole1-2 min t=d/V=400/2=200sec=3.33min Area 3: Manhole 3  Time of Manhole2-3 4.5 acres Inlet time = 8.0 min t=d/V=600/2=300sec=5min Discharge Hydraulics & Hydrology Most Example 1: Area 1: 3.0 acres remote  Time of concentration from remote Inlet time = 5.0 min point points of the tree separate areas to Manhole 3: inlet Manhole 1 t=5+3.3+5=13.3min for Area 1 400 ft- sewer t=5+5=10 min for Area2 t=8min for Area3 Area 2: Manhole 2 6.0 acres  i=4.4in/hr (from graph) Inlet time = 5.0 600 ft- sewer (for D=13.3min&T=5yrs) min  Q5=CiA=0.30(4.4)(3+6+4.5) Area 3: Manhole 3 Q5=18ft3/s = 8080gpm 4.5 acres Using Manning’s solution: Inlet time = 8.0 min (Q=8080gpm&V=2ft/s) Discharge d=42in & slope=0.0004ft/ft  Time of Concentration Kirpich Time of Concentration (sheet) tc = time of concentration in minutes L = longest flow path, m S = watershed gradient in m/m or the difference in elevation between the outlet and the most remote point of the watershed. Then for canals (mostly concrete), we will use v =2.5 m/s in this module. No need to use Kraven’s velocity in Module 3.  Hydraulic Design Mannings Equation A = canal area P = wetted perimeter S = canal slope Qp = peak discharge n = roughness coefficient Mannings Equation for square canal where x = side dimension  Drainage Design 100m 600m 400m a Provide the drainage 200m 200m canal sizes (square dimension) 96m e for segments: ce and df c 98m d 97m Morayta Road Use Kirpich and 96mf roughness n=0.02 P. Campa St. C=0.90, T=50yrs 400m 400m Constants: a = 1200 b = 600 N = 0.666 K = 10 400m 600m b 100m Drainage Design WATER RESOURCES ENGINEERING 8 Watershed Planning & Management Engr. John Manuel B.Vergel BS-CE, MS-CE Watershed Planning & Management  Free Softwares used for Waterhsed Planning & Management that is used for:  Geographical System  River Modeling  Hydrologic Modeling  Hydrogeological Modeling  Computational Fluid Dynamic Modeling  Scientific Tools Modeling Watershed Planning & Management  Geographical System 1. QGIS - it is the most popular GIS tool with an impressive trajectory and a vibrant community. It also even has a particular ecosystem of complements called “plugins”. QGIS is a completely open source alternative that reduces the cost barriers since it does not need a paid license and can be executed in any operative system. Web: www.qgis.org Watershed Planning & Management  Geographical System 1. QGIS VECTORIAL LAYER OF LINES, POLYGONS AND POINTS WITH QGIS Watershed Planning & Management  Geographical System 2. SAGA GIS - it is a GIS platform oriented to spatial analysis. SAGA GIS is a simple but powerful tool, with a big library focused on spatial analysis and characterization of basins. The interpolation options in SAGA GIS are better implemented than in other free and commercial software Web: www.saga-gis.org Watershed Planning & Management  Geographical System 2. SAGA GIS SPATIAL ANALYSIS OF AN ANDEAN BASIN IN SAGA GIS Watershed Planning & Management  River Modeling 1. HEC-RAS – the numerical model HEC-RAS is developed by the U.S. Army Corps of Engineers. This model uses the gradient and topography to evaluate the flow depth, velocities and flooded zones. It is also useful to calculate sediment transport and water temperature. Web: hec.usace.army.mil/software/hec-ras/ Watershed Planning & Management  River Modeling 1. HEC-RAS RIVER SCHEME IN HECRAS WITH CROSS SECTIONS Watershed Planning & Management  River Modeling 2. iRIC –iRIC (International River Interface Cooperative) is a software developed with the purpose of offering a complete simulation environment of the riverbed and its results can be exported and used to analyze, mitigate and prevent disasters, through the visualization of the results of the river simulation. Web: http://i-ric.org/en/ Watershed Planning & Management  River Modeling 2. iRIC VISUALIZATION OF FLOOD RELATED TO A RIVER MODELLED IN IRIC Watershed Planning & Management  Hydrologic Modeling 1. HEC-HMS – The Hydrologic Modeling System (HEC-HMS) is designed to simulate the hydrologic processes in basins. The software includes traditional procedures of hydrologic analysis, such as infiltration events, unit hydrograms and routing. HEC-HMS also includes modules for evapotranspiration, snow melting and calculus of soil humidity. Web: www.hec.usace.army.mil/software/hec-hms Watershed Planning & Management  Hydrologic Modeling 1. HEC-HMS HYDROLOGIC MODEL OF AN EVENT IN AN ANDEAN BASIN Watershed Planning & Management  Hydrologic Modeling 2. PRMS – The modeling code PRMS (Precipitation Runoff Modeling System) is a modular system of spatially distributed parameters, which represent the physical processes of a basin. It was developed by the United States Geological Survey (USGS) to evaluate the effects of several combinations of geomorphology, type of soil, soil use, vegetation and climatic parameters in the hydrological response of a basin. Web: wwwbrr.cr.usgs.gov/projects/SW_MoWS/PRMS. html Watershed Planning & Management  Hydrologic Modeling 2. PRMS Watershed Planning & Management  Hydrologic Modeling 3. SWAT – it is a tool to evaluate soil and water at a basin scale. It is focused in precipitation-runoff modeling and transport of water and solutes through surface flow. It predicts the impacts of soil management practices in water resources and sediments Web: swat.tamu.edu Watershed Planning & Management  Hydrologic Modeling 3. SWAT Watershed Planning & Management  Hydrogeological Modeling 1. MODFLOW – This code performs groundwater modeling based on finite differences developed by the United States Geological Survey (USGS). It is capable of simulating groundwater 2D and 3D flux and simulate the principal physical processes related to the groundwater regime such as recharge, evapotranspiration, pumping, drainage, etc. Web: http://water.usgs.gov/ogw/modflow/  Watershed Planning & Management  Hydrogeological Modeling 1. MODFLOW NUMERICAL MODEL OF A 3D ANDEAN BASIN IN MODFLOW Watershed Planning & Management  Hydrogeological Modeling 2. MT3DMS – The MT3DMS package is a mass transport model coupled to a flux model in MODFLOW. The MT3DMS code simulates advection, dispersion/diffusion and chemical reactions of adsorption/absorption of contaminants in groundwater. Web: http://hydro.geo.ua.edu/mt3d/ Watershed Planning & Management  Hydrogeological Modeling 2. MT3DMS MODELING OF A CONTAMINANT PLUME IN A MINING WASTE DUMP Watershed Planning & Management  Computational Fluid Dynamics Modeling 1. OpenFOAM – Pretty much any physical phenomenon associated to fluid dynamics can be represented with this software. The amount of packages incorporated and also its condition of an open source code make it useful to explore the possibilities of modeling several types of problems including the addition of a reactive model. Web: www.openfoam.org Watershed Planning & Management  Computational Fluid Dynamics Modeling 1. OpenFOAM Watershed Planning & Management  Scientific Tools - Programming 1. Phyton–this is the favorite code for scientific, water resources and environment analysis. It has several packages for different tools such as GIS, mathematical analysis and artificial intelligence. If a complete tool for manipulation, processing and plotting of data is needed, Python – Scipy is an effective, versatile and free code solution. Webs: www.python.org, www.scipy.org Watershed Planning & Management  Scientific Tools - Programming 1. Phyton EXAMPLE OF SPATIAL AND TEMPORAL ANALYSIS WITH PYTHON - SCIPY Watershed Planning & Management  Scientific Tools - Programming 2. R– it is s a programming language for statistic calculations and graphics generation. It is easy to understand and makes it possible to make complicated analysis with just a few lines of code. It is the best option to perform spatial analysis since it incorporates several interpolation options. Web: r-project.org Watershed Planning & Management  Scientific Tools - Programming 2. R EXAMPLE OF A REGRESSION WITH R