Waller Creek 8th Street Side Weir CFD Modeling and Simulation

Slides:

Advertisements

Similar presentations

To Next Slide Unit 1 Chapter 1 Lesson 2 Rivers Change the Land 20 Questions!

Advertisements

Fluid Mechanics Research Group Two phase modelling for industrial applications Prof A.E.Holdø & R.K.Calay.

Flood Profile Modeling with Split Flows and Weirs

Waller Creek Intake CFD Modeling and Simulation ALDEN Research Laboratory Inc. 30 Shrewsbury St., Holden, MA Preliminary Results September 18, 2009.

Waller Creek Intake CFD Modeling and Simulation

Waller Creek Intake CFD Modeling and Simulation ALDEN Research Laboratory Inc. 30 Shrewsbury St., Holden, MA Preliminary Results October 5, 2009.

53:071 Principles of Hydraulics Laboratory Experiment #2 Local Losses in Pipe Flows Li-Chuan Chen, Marian Muste, and Larry Weber.

Ch4 Oblique Shock and Expansion Waves

Waller Creek 8 th Street Side Weir CFD Modeling and Simulation ALDEN Research Laboratory Inc. 30 Shrewsbury St., Holden, MA Preliminary Results September.

1 NEFCO Dual Launder/ Baffle Study Many clarifiers feature a launder positioned away from the tank wall with weirs on both sides. The intent is to maximize.

Waller Creek Outlet CFD Modeling Results Connection #2 with 3’ High Spillway Flip Bucket 2-Year Flood (2320 cfs) Lady Bird Lake Inflow (1.25 ft/s) 9/9/20081ALDEN.

Evaluation of Fish Passage Distribution at the Ice Harbor Removable Spillway Weir, 2006 Kenneth Ham Shawn Reese Scott Titzler Russ Moursund.

1 Sediment Management for Dam Removal: An HEC-6 Approach.

> NRC Regulatory Information Conference March 12, 2009 AREVA NP Inc. 2 AREVA Perspectives on the Containment Sump Design and Downstream Effects for U.S.

Fish Barrier Design Evolution in Montana 1 George Austiguy PE, Pioneer Technical Services With Contributions by Dale White PE, USFS.

CFD Modeling and Simulation for the Waller Creek Tunnel/8 th St. Lateral Junction Alden Research Laboratory Inc. 30 Shrewsbury St., Holden, MA Preliminary.

Seal Analysis Jeremy Osguthorpe Mitchell Woolf Jon Blotter 7 / 12 / 2007.

HEC-RAS US Army Corps of Engineers Hydrologic Engineering Center

DesignXplorer Parameter Manager Workshop 9. DesignXplorer Parameter Manager Workshop Supplement August 26, 2005 Inventory # WS9-2 Workshop 9 – Goals.

Fluid Mechanics 05.

Modeling Drop Structures in HEC-RAS Version 3.1

Lower Snake Modeling and LGR Monitoring Year 1 Report Summary Christopher Cook BPA Project

Example Water at 95°C is flowing at a rate of 2.0 ft3/s through a 60° bend, in which there is a contraction from 4 to 3 inches internal diameter. Compute.

Virtual Weir Phase 5 Investigations (Preliminary Results) Canberra 29 September, 2009.

drawings DRAWINGS DIFFERENT TYPES ? Architects working drawings Block Plan Site Plan General Location Plan Detail Drawing component part drawing.

What is a Drainage Basin? Drainage basin Drainage basin  A drainage system which consists of a surface stream or a body of surface water together with.

Example (a) What head is supplied to the turbine when Q = 8 ft3/s?

Elevation (m) Figure 1: The left panel shows the entire modeled reach which extends from RM 63.4 to RM 65.9, with arrows indicate locations of the rapids.

WALLER CREEK FLOODING ALONG 45 TH STREET Design Project C E 365K- Hydraulic Engineering Design Group 11: Scott Cameron, Matthew Strumeyer, Juhn-Yuan Su.

Travis Ball, PE USACE Seattle Hydraulic Engineering Section 2 May 2014 HWY 530 Landslide: Hydraulic Modeling in Support of County, State, and Federal Long-Term.

TOPOGRAPHIC PROFILES Nick D’Anna HHS 2007 Adapted from R. DeMarco.

Modeling Inline Structures using HEC-RAS Version 3.1

Materials Reminders. Get out your agenda if you see your name below. You need to come to my room tomorrow. Period 2Period 7.

Basic Hydraulics: Open Channel Flow – I

FLO-2D Model Development Rio Grande Canalization Project Reach Presentation to: New Mexico – Texas Water Commission and Paso del Norte Watershed Council.

CE 3372 Water Systems Design

Waller Creek Outlet CFD Modeling Results Connection #2 with 3’ High Spillway Flip Bucket 500-Year Flood (11,270 cfs) Lady Bird Lake Inflow (3.5 ft/s) at.

Problem Identification Meeting (50% Deliverable) February 10, 2009 AECOM, Inc. and A.D.A. Engineering, Inc.

Materials Reminders. Get out your agenda if you see your name below. You need to come to my room tomorrow. Period 2Period 7.

Comparison of 5 MW fires in UXC with different geometries Michael Plagge Physics Department Compact Muon Solenoid Experiment Group European Organization.

1 Detention Routing

Date of download: 6/21/2016 Copyright © ASME. All rights reserved. From: In Vitro Quantification of Time Dependent Thrombus Size Using Magnetic Resonance.

Date of download: 9/25/2017 Copyright © ASME. All rights reserved.

Lateral and Total Surface Area

Surface Area of Pyramids

Interaction between Riprap Layout and Contraction Scour from Vertical-Wall Bridge Abutments Supported by Shallow Foundations presented by Huang, C., Xie,

Storm Water Drainage Analysis for Harris County (Crosby, TX)

Watersheds and Hydrology

Li-Chuan Chen, Marian Muste, and Larry Weber

Management of Flood Waters through Mcphee Reservoir

CE 3372 Water Systems Design

Allen Hammack, PE US Army Corps of Engineers Engineer R&D Center

May, 1999 Bridges This module will cover bridges and how they are input into HEC-RAS. 9/21/2018.

ORTHOGRAPHIC PROJECTION 1

Eastwoods Park at Waller Creek

Detention Pond and Channel Stabilization for Bartholomew Park

Detention Routing.

Li-Chuan Chen, Marian Muste, and Larry Weber

Reservoir Routing.

Li-Chuan Chen, Marian Muste, and Larry Weber

Accurate Flow Prediction for Store Separation from Internal Bay M

Are the buildings below three dimensional shapes?

HEC-RAS US Army Corps of Engineers Hydrologic Engineering Center

Accurate Flow Prediction for Store Separation from Internal Bay M

Bonneville Washington Shore Fishladder Proposed Entrance Modification for Lamprey at North Downstream Entrance (NDE) Natalie Richards - Project Manager.

IMPACT ~ Breach Formation (WP2)

Investigation of Flow Turning in a Natural Blockage

Fig. 3 CFD simulations. CFD simulations. (A to R) Details of water flow around Tribrachidium oriented at 0° to the current. Model with original height.

Jetting phase analysis.

Presentation transcript:

Waller Creek 8th Street Side Weir CFD Modeling and Simulation Preliminary Results Scenarios 2 and 4 August 18, 2009 ALDEN Research Laboratory Inc. 30 Shrewsbury St., Holden, MA 01520

CFD Model Geometry

CFD Model Geometry Downstream deflection vane Upstream deflection vane

CFD Model Geometry Upstream deflection vane

CFD Model Geometry Downstream deflection vane

CFD Model Geometry Inline Weir

CFD Model Geometry 72-inch Storm Drain Vertical Shaft

CFD Simulation Results: Flow Scenario 2 Flow Conditions (Data): Below Vane Overtop U/S Lateral Weir: Q = 22 cfs; CWSE = 457.48 ft. 72-inch Storm Drain: Q = 0 cfs Lateral Weir: Q = 1.98 cfs D/S Lateral Weir Q = 20.02 cfs; CWSE = 457.48 ft. Inline Weir: Q = 20.02 cfs; CWSE = 457.48 ft. D/S Inline Weir Q = 20.02 cfs; CWSE = 455.96 ft.

Boundary Conditions Specified Water Surface Elevation, WSE =455.96 ft. Specified Flow Rate, Q = 22 cfs Specified Water Surface Elevation, WSE = 457.48 ft.

Water Surface Elevation Summary of Results: Flow Scenario 2 Flow Location Volume Flow Rate (cfs) Water Surface Elevation (ft) Data CFD U/S Lateral Weir 22 457.48 72-inch Storm Drain - Lateral Weir 1.98 1.8 D/S Lateral Weir 20.02 20.2 457.43 Inline Weir 457.40 D/S Inline Weir 455.96 457.00

Iso-surface plot of water colored with velocity magnitude Plan view (ft/s) Inflow = 22 cfs Predicted Flow D/S Inline Weir = 20.2 cfs Predicted Flow Lateral Weir = 1.8 cfs

Iso-surface plot of water colored with velocity magnitude Isometric view 1 (ft/s)

Iso-surface plot of water colored with velocity magnitude Isometric view 2 (ft/s)

Iso-surface plot of water colored with velocity magnitude (solid component is transparent to see the water surface) * velocity magnitude color scale is the same in slides 11,12 and 13

Iso-surface plot of water colored with velocity magnitude (solid component is not shown to see clearly the water surface) * velocity magnitude color scale is the same in slides 11,12 and 13

Iso-surface plot of water colored with velocity magnitude (solid component is transparent to see the water surface) * velocity magnitude color scale is the same in slides 11,12 and 13

Iso-surface plot of water colored with velocity magnitude (solid component is not shown to see clearly the water surface) * velocity magnitude color scale is the same in slides 11,12 and 13

Iso-surface plot of water colored with velocity magnitude (elevation view, looking downstream) * velocity magnitude color scale is the same in slides 11,12 and 13 Curtain wall

Iso-surface plot of water colored with velocity magnitude (elevation view, looking upstream) * velocity magnitude color scale is the same in slides 11,12 and 13 Curtain wall

Iso-surface plot of water colored with free surface elevation (Plan view) (ft.)

Iso-surface plot of water colored with free surface elevation (Plan view) * same with slide 20 but different color scale (ft.)

Iso-surface plot of water colored with free surface elevation (showing water surface elevation downstream of inline weir) (ft.) Inline Weir

CFD Simulation Results: Flow Scenario 4 Flow Conditions (Data): 100-year U/S Lateral Weir: Q = 920 cfs; CWSE = 459.96 ft. 72-inch Storm Drain: Q = 0 cfs Lateral Weir: Q = 700 cfs D/S Lateral Weir Q = 220 cfs; CWSE = 459.08 ft. Inline Weir: Q = 220 cfs; CWSE = 459.08 ft. D/S Inline Weir Q = 220 cfs; CWSE = 458.38 ft.

Boundary Conditions Specified Water Surface Elevation, WSE =458.38 ft. Shaft HGL = 443.53 ft Specified Flow Rate, Q = 920 cfs Specified Water Surface Elevation, WSE = 459.96 ft.

Water Surface Elevation Summary of Results: Flow Scenario 4 Flow Location Volume Flow Rate (cfs) Water Surface Elevation (ft) Data CFD U/S Lateral Weir 920 459.96 72-inch Storm Drain - Lateral Weir 700 699 D/S Lateral Weir 220 221 459.08 458.90 Inline Weir D/S Inline Weir 458.38

Iso-surface plot of water colored with velocity magnitude Plan view (ft/s) Time Frame = 114 sec Inflow = 920 cfs Predicted Flow D/S Inline Weir = 221 cfs Predicted Flow Lateral Weir = 699 cfs

Iso-surface plot of water colored with velocity magnitude Isometric view 1 (ft/s) Time Frame = 114 sec

Iso-surface plot of water colored with velocity magnitude Isometric view 2 (ft/s)

Iso-surface plot of water colored with velocity magnitude (solid component is transparent to see the water surface) * velocity magnitude color scale is the same in slides 26, 27 and 28

Iso-surface plot of water colored with velocity magnitude (solid component is not shown to see clearly the water surface) * velocity magnitude color scale is the same in slides 26, 27 and 28

Iso-surface plot of water colored with velocity magnitude (solid component is transparent to see the water surface) * velocity magnitude color scale is the same in slides 26, 27 and 28

Iso-surface plot of water colored with velocity magnitude (solid component is not shown to see clearly the water surface) * velocity magnitude color scale is the same in slides 26, 27 and 28

Iso-surface plot of water colored with velocity magnitude (elevation view, looking downstream) * velocity magnitude color scale is the same in slides 26, 27 and 28 Curtain wall

Iso-surface plot of water colored with velocity magnitude (elevation view, looking upstream) * velocity magnitude color scale is the same in slides 26, 27 and 28 Curtain wall

Iso-surface plot of water colored with free surface elevation (Plan view) (ft.)

Iso-surface plot of water colored with free surface elevation (showing water surface elevation downstream of inline weir) (ft.) Inline Weir Water surface elevation, D/S Inline Weir = 458.38 ft

Iso-surface plot of water colored with free surface elevation (showing water surface elevation at the shaft)