Modeling of Long Culverts and Stormdrains A Comparison of Different Methods
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1 Modeling of Long Culverts and Stormdrains A Comparison of Different Methods Shrinivas Kaulgud, P.E., CFM Cheryl Hannan, P.E., CFM, LEED AP October 12, 2017
2 Presentation Outline Introduction Case Studies Scenario Comparisons Conclusions Page 2
3 Introduction Page 3
4 Selected models that can be used with long culverts HEC-RAS with Culvert Routine HEC-RAS with Lid Option (steady-state) CulvertMaster StormCAD XP-SWMM Page 4
5 Case Studies Lateral weir with long culvert Pascack Brook, Rockland County, NY Long culvert with inlets North Branch Pine Grove Brook, Onondaga County, NY Page 5
6 Case Study No. 1 Lateral Weir with Long Culvert Pascack Brook, Rockland County, NY Page 6
7 Overview Current FEMA floodwater elevations were modeled using HEC-RAS with a split flow. The flow going over the lateral weir enters a long culvert that was modeled using the lid option. Page 7
8 Overview Page 8
9 Overview Page 9
10 Scenarios 1. Current FEMA Model: HEC-RAS with Lid Option 2. HEC-RAS with Culvert Routine 3. CulvertMaster Page 10
11 Scenario 1: Current FEMA Model Page 11
12 Scenario 2: HEC-RAS with Culvert Routine Page 12
13 Scenario 3: CulvertMaster Average HW = feet Page 13
14 Culvert routine HWdepth = feet CulvertMaster HW depth = feet Lid option headwater depth = feet Page 14
15 Case Study No. 1: Final Thoughts Most accurate model could be an unsteady model All three ways of modeling showed the flow contained in the culvert Lid option gave the least conservative values and there are concerns that the culvert is actually under pressure Page 15
16 Case Study No. 2 Long Culvert with Inlets North Branch Pine Grove Brook, Onondaga County, NY Page 16
17 Overview 2,600 stormdrain Watershed area: 170 AC. at S. Bay Road Effective 1% flow: 80 CFS at S. Bay Road Page 17
18 Scenarios 1. Historic FEMA Study: HEC-2 (no stormdrain) 2. Current FEMA Study: HEC-RAS Lid Option 3. HEC-RAS with Culvert Routine 4. Culvert Master (stormdrain) + HEC-RAS Overland 5. StormCAD (stormdrain) + HEC-RAS Overland 6. XP-SWMM 7. XP-SWMM with Hydrology Updates Page 18
19 Scenario 1: Historic Study Floodwater elevations were modeled using HEC-2 The stormdrain was ignored Page 19
20 Scenario 2: Current FEMA Study Floodwater elevations were modeled using the lid option in HEC-RAS Model shows flow is contained in the culvert Page 20
21 Scenario 2: Lid Option Model uses historic cross section locations and discharges Takes into account both storage in the pipe and overland flow Overland flow is generally located directly over the pipe Model produces a narrow floodplain with an average depth of less than 0.5 foot Page 21
22 Scenario 2: Lid Option Maximum depth of flow above ground was 0.3 foot at upstream end and contained in the stormdrain at the downstream end Page 22
23 Scenario 3: HEC-RAS with Culvert Routine Stormdrain modeled as a regular culvert Used the smallest diameter pipe and an average slope Maximum depth of overland flow equal to 0.35 foot at upstream end and 0.14 foot at downstream end Page 23
24 Scenario 4: CulvertMaster + HEC-RAS Pipe capacity using CulvertMaster 3 pipe sizes, 3 runs Overland flow using HEC-RAS Overland flow = total flow pipe capacity HEC-RAS Overland Model Schematic Page 24
25 Scenario 4: CulvertMaster + HEC-RAS (continued) CulvertMaster + HEC-RAS results Depth 0' - 1' 1' - 3' High : 3'+ Low : 3' Page 25
26 Scenario 5: StormCAD + HEC-RAS Pipe capacity using StormCAD 8 pipes, 9 manholes/inlets Overland flow using HEC-RAS Overland flow = total flow pipe capacity Page 26
27 Scenario 5: StormCAD + HEC-RAS (continued) StormCAD + HEC-RAS results Depth 0' - 1' 1' - 3' High : 3'+ Low : 3' Page 27
28 Scenario 6: XP-SWMM Stormdrain and overland flow modeled in XP-SWMM Unsteady state Tc calculations using TR-55 Modified rational flat top hydrograph (figure below) 8 stormdrains, 2 culverts, 16 overland XSs, 5 storage nodes At each manhole. pipes are connected to overland crosssections Page 28
29 Scenario 6: XP-SWMM XP-SWMM model schematic Page 29
30 Scenario 6: XP-SWMM (continued) XP SWMM results Depth 0' - 1' 1' - 3' High : 3'+ Low : 3' Page 30
31 Scenario 7: XP-SWMM with hydrology updates SWMM Updates: What and Why Current FEMA flows lower than typically expected Location Area (ac) 1% Peak Flow (cfs) cfs /ac At Stormdrain Inlet At Stormdrain Outlet At South Bay Road Page 31
32 Scenario 7: XP-SWMM with hydrology updates SWMM Updates: What and Why S Bay Road underpass geometry setup incorrect Underpass Elev. 388 Page 32
33 Scenario 7: XP-SWMM with hydrology updates (continued) XP-SWMM with Hydrology Updates Rational method Watershed delineation using 5 ft LiDAR DEM Tc calculations using TR-55 Runoff coefficient values from (soil types C and D) NOAA 14 IDF information Modified rational flat top hydrograph with 15 min constant time Typical 1% peak flow per acre values ranged from1-2 cfs/ac S Bay Road Underpass Weir Update S Bay Road underpass weir elevation corrected to 388 Page 33
34 Scenario 7: XP-SWMM (continued) XP-SWMM with Hydrology Updates Results Depth 0' - 1' 1' - 3' High : 3'+ Low : 3' Page 34
35 Scenario Comparisons 1. HEC-2: No Stormdrain 2. HEC-RAS Lid Option 3. HEC-RAS Culvert Routine 4. CulvertMaster + HEC-RAS 5. StormCAD + HEC-RAS 6. XP-SWMM Page 35
36 Scenario / Model Comparisons Page 36
37 Conclusions Steady State HEC-RAS with Lid option for pressurized pipes underestimated the floodplain and water surface elevations for long culverts/ stormdrain pipes If an engineer prefers using the HEC-RAS lid option for long culvert/ stormdrains then alternative pipe capacity analysis should be considered for comparison CulvertMaster+HEC-RAS or StormCAD + HEC-RAS combination could be used for moderate level accuracy. If high accuracy is desired EPA SWMM/ XP-SWMM or similar program should be considered Page 37
38 Which Model Works Best? Page 38
39 Questions?? Thank You Page 39
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