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Stormwater Management Why and What Is Stormwater Management?

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Stormwater Management Why and What Is Stormwater Management? Stormwater Management Why and What is Stormwater Management? • Implementaon of structural and non-structural measures to manage problems and prevent new problems • Protecng life and lessening public health and safety risks • Reducing monetary damage to private and public property • Protecng quality of surface and ground water • Minimizing disrupon of community affairs Stormwater Management Relaonship to Sustainability • Water is limited resource – Arid environment – Reduced water supplies • Water quality impacts to downstream water bodies (beaches, streams, lakes) • Groundwater recharge from rainfall – Quality and quanty • Wildlife and riparian corridors • Impacts to stability of natural creeks / rivers with increased erosion Convenonal Approaches to Stormwater Management Floodplain Management Stormwater Management Conveyance Oriented Storage Oriented Legal Aspects of Drainage Design Drainage Law - General • Legal aspects of drainage design are just as important principles as the engineering and must be aware of the general doctrines • Engineer must be must be aware of lawsuits for “negligence in design” or failure to perform in accordance with “industry standards” Drainage Law - General • Drainage law based varies widely between states and based on case law • Generally based on three doctrines: 1. Common Enemy Doctrine 2. Civil Law Rule or Natural Flow Rule 3. Rule of Reasonable • Disnguishes between “surface waters” and “water course” California Drainage Law An upper landowner is entled to discharge surface water from his land as the water naturally flows. If he modifies the natural flow, he is liable for any damage done to a lower landowner unless the lower landowner had acted “unreasonably” in altering the natural drainage over his land. The determinaon of reasonable or unreasonable is a queson of fact to be determined by the court in each case Keys v. Romley (1966) Inns v. San Juan School Dist. (1963) Drainage Law Design Applicaons • Perpetuate natural drainage as praccal • Return flow to its natural velocity and depth at the outlet to the downstream property • Do not divert addional surface waters or drainage area to lower property owner • Do not increase floodwaters on adjacent property owners through floodplain modificaons General Storm Drain Design Process General Steps for Storm Drain Design 1. Baseline data collec7on 2. Watershed boundary and surface flow paerns 3. Develop conceptual alternaves layouts 4. Planning level hydrology and feasibility analysis Oponal 5. Preliminary conduit alignment 6. Detailed watershed subarea delineaon 7. Hydrology analysis and preliminary storm drain sizing 8. Street hydraulics 9. Catch basin hydrology 9. Storm drain preliminary profile and connector pipes 10. Storm drain hydraulic analysis and refined alignment/sizing 11. Street inlet design 12. Overflow analysis – Major Storm/Extreme Event 13. Specialty structure hydraulics Efficient Design Must Balance Limitaons STEP 1 – Baseline Data Inventory/ Mapping/Criteria Regulatory Constraints Physical Constraints • Topographic mapping/Property boundaries – Field survey/verify connecon points upstream and downstream • Ulity Locaons – Underground and surface/aerial STEP 1 – Baseline Data Inventory/ Mapping/Criteria STEP 2 – Watershed Boundary and Surface Flow Paerns STEP 3 – Conceptual Planning Alternave Layouts STEP 4 – Planning Level Hydrology and Alternave Feasibility Analysis STEP 4 – Planning Level Hydrology and Alternave Feasibility Analysis ALTERNATIVE Weighting A B C D E F G OBJECTIVE Factor Costs 3 5 1 3 3 5 4 2 Constructability 1.5 3 4 2 2 5 4 3 Utility Conflicts 1 5 2 3 4 2 3 5 R/W Acquisition 2 3 5 4 4 3 1 3 Traffic Control 1 1 4 5 1 4 5 5 Public Disruption 1 2 5 4 2 3 5 4 Construction Unknowns 1 4 5 3 4 4 1 1 Permitting 1.2 5 5 2 1 5 5 3 Maintenance 1 4 5 4 3 4 5 5 Hydraulics 1.5 2 3 5 5 5 1 3 Local Drainage 1 4 3 3 2 3 5 4 TOTAL SCORE 54.5 53.5 51.9 44.7 62 51.5 48.6 STEP 5 – Preliminary Conduit Alignment STEP 6 – Detailed Watershed Subarea Delineaon STEP 7 – Hydrology and Preliminary Storm Drain Sizing • Raonal Method hydrology should perform inial pipe sizing for minimum travel me • Storm drain designed for “full flow” use maximum flow area of pipe unlike sewers – Limitaons of maximum HGL but should always be below street surface / no pressure manholes – HGL should be a minimum of 0.5 below the street guer at the catch basin inlet – Should be a minimum of 3 below the street surface at the end of pipe where future extension may occur STEP 7 – Hydrology and Preliminary Storm Drain Sizing Kings Handbook Pipe Sizing Method •Simple and fast method without computers •For full flow – depth/diameter = D/d = 1.0 and K’=0.463 •Assume S f = (0.9)So accounts for minor losses STEP 8 – Catch Basin Hydrology and Street Hydraulics • “Catch basin” hydrology different than “mainline” storm drain hydrology • Determine street hydraulic capacies • Locate upstream catch basins by maximizing use of street hydraulic capacity as long as possible STEP 9 – Storm Drain Profile • Preliminary vercal alignment – Hydraulic requirements – Physical underground constraints STEP 10 – Storm Drain Hydraulics and Refined Alignment / Sizing STEP 11 – Street Inlet Design • Inlet type and size • Number of inlets • Flow intercepted/Bypass • Local depression layout • “Connector Pipe” flow STEP 12 – Overflow Analysis – Major Storm Event • Extreme storm event greater than design storm • 100-year event for local 10-year storm drain systems STEP 13 – Specialty Structure Hydraulic Design / Layout Comprehensive Design Approach Ensure Opmum Design Street and Inlet Hydraulics Street Hydraulics – Flooded Width Limitaons/Protec7on Level Criteria • Medians and le hand pocket area not travel lanes • Flooded width not exceed 2- from median in super- elevated Street Hydraulics – Flooded Width Limitaons/Protec7on Level Criteria 1.12 0.5 0.67 0.67 V = 1.12So S x T V =n S 0.5 S 0.67T 0.67 n o x Street Hydraulic Analysis Simplified Hydraulic Equaons for Triangular Guer FHWA Street Hydraulics Design Tools County of Orange Hydraulics Tools – Street Flow Depth Below Vercal Curve Street Hydraulics – Flooded Width Hydroplaning Hazard • Funcon of water depth, road geometry, speed, tread depth, re pressure, pavement surface • Hydroplaning at 55 mph with only a water depth of 0.08 inches Reducing Hydroplaning Potenal 1. Design the street geometries to reduce the drainage path lengths of the water flowing over the pavement. 2. Increase the pavement surface texture depth by such methods as grooving. Increases the drainage capacity at the re pavement interface. 3. The use of drainage structures along the roadway to capture the flow of water over the pavement will reduce the thickness water Street Inlet Types / Classificaons Classificaons • Connuous Grade • Low-point • Sump Street Inlet Locaons • Corners of arterial highway intersec7ons • Low points – localized and sumps • Flow exceed street capacity limits, either dry-lane requirements or top of curb • Upstream of sump condions to reduce flooding • Begin and end of super-elevated street secon (Sx = 0.0) • Street intersec7ons and upstream of bridge where 100% intercepon required • At reducons in street grade to prevent sedimentaon and increase safety • Freeway ramp “gore” points Street Inlet Locaons • Before curves on steep streets where water has potenal to escape guer • Locaons to intercept irrigaon runoff / flood runoff/ sediment prior to entering the travel lane • Prior to major intersecons with cross guer if possible to intercept par7al flow such that deep flow within cross guers will not cause traffic hazards Undesirable Inlet Locaons • Inlet at medians requiring local depressions • Grate inlets should not be used at medians (future pavement overlay create a drop) • In a curb return • Driveway • Handicap ramps • Locaons where debris and sediment will clog the inlet Locang Street Inlets - Examples General Hydraulic Characteriscs of Connuous Grade Street Inlets • Connuous grade inlet capacity involves three elements: – Approach flow (Q) – Incepted flow (Qi) – By-pass flow ((Qb) • Capacity of an inlet is not the maximum flow quanty that an inlet can take, but is the amount intercepted for a given set of condions • Efficiency of an inlet is E = Qi / Q • Depth of water in the guer and the approach velocity are the major factors in the capacity • Greater cross slope (Sx )then greater capacity • Steeper longitudinal slope (So ) then less capacity • Allowing a small flow to by-pass inlet greatly increases capacity General Hydraulic Characteriscs of Connuous Grade Street Inlets • Local depression improves capacity • Capacity increases with local depression depth, width and length • All inlets clog so appropriate clogging factors, curb opening less than grates • Curb opening inlets loose capacity as grade increases , ineffecve above 5% then should use grate Standard County Side Opening Inlet – Hydraulic Opening Heights • Connuous grade inlets must have depth of flow less than opening (weir flow not pressure flow) • Flow depth plus local depression (y + a) should be less than “hydraulic opening” Curb Height Curved Plate Square Plate 4-inch 5.7” 4” 6-inch 7.5” 6” 8-inch 9.3” 7.9” Curved Face Plate Square Face Plate Connuous Grade Side Opening – Hydraulic Analysis Orange County Charts 1.Calculate depth of flow from street hydraulics 2.Verify flow depth (y) plus L.D. (a) is less than inlet face hydraulic opening 3.Determine length for total intercept (L t) 4.Select the actual length (either 3.5,7, 14,21 ) 5.Determine actual flow intercepted Q i vs. Q and the amount of “by-pass”. Maximum of 15%
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