Things that Happened Before You were Born (The earth and SWMM were created) a story by Dr. Larry A. Roesner, Ph.D.,P.E. based (loosely*) on biblical quotes and his own bigger than life experiences *Actually very loosely

The earth and SWMM parallels In the beginning, there was the Rational Method t1t1 t2t2 t3t3 Rain over duration, Σ t Time of concentration, Σ t Q peak = C·I · A

The earth and SWMM parallels And darkness covered the drainage world because of the limited applicability of the Rational Method

Then forward looking engineers said “let there be light” And so, they created more rational models SCS TR20 and TR55 SCS TR20 and TR55 HEC-1,2,3,4,5,6, and RAS HEC-1,2,3,4,5,6, and RAS SWMM SWMM The earth and SWMM parallels

SCS Method accounts for initial soil moisture and time varying C Runoff hydrographs can be computed The earth and SWMM parallels Runoff Rainfall Increasing Imperviousness

HEC model produces runoff hydrograph from rainfall hyetograph using unit hydrograph technique ( Who knows the Schneider coefficient for a 30% pervious urban area? ) Hydrologic routing produces channel flows Hec 2 computes steady state backwater through maximum discharge profile The earth and SWMM parallels

SWMM was to be the mother of all models It would trace runoff from its point of origin, through the stormwater system to and through the receiving waters, computing flows and water levels It would trace wet weather pollution from its point of origin to its final fate in the receiving waters The earth and SWMM parallels

Concept of SWMM RECEIVE EXTRAN TRANSPORT RUNOFF Rainfall hyetograph Watershed Data Q (t) C(t) Q (t) C(t) Q (t) Transport System Data Transport System Data Receiving Water System Data Point Source Loads Inlets Outfalls Q (t), C(t) in Receiving Water

And so they rested, And so it was, and (most) Civil Engineers saw the models and they were good. for 30yrs!!? The earth and SWMM parallels

SWMM Runoff Module I f(t) S W S R f(t) Q (t)

SWMM Extran Module

INTRODUCTION TO SWMM AND MIKE SWMM CE 580 Analysis of Urban Water Systems Dr Larry Roesner, Colorado State University

This presentation is an embellishment of the road culvert example contained in the Mike SWMM documentation. In order to see the results of road overtopping, the weirs at nodes 110 and 60 have been changed to box conduits. Three simuations were performed: o The "existing" condition: File name Exam11e.dat - culvert 110 diameter = 1.0 ft - culvert 60 diameter = 3.0 ft o The "existing" condition: File name Exam11p1.dat - culvert 110 diameter = 2.0 ft - culvert 60 diameter = 3.5 ft o The "existing" condition: File name Exam11p2.dat - culvert 110 diameter = 4.0 ft - culvert 60 diameter = 5.0 ft The first simulation shows severe overtopping of the road at both location, with prolonged backwater at junction 110. The second simulation shows much improvement, and the third simulation shows the problem fixed except for a small 15 minute overtopping of the the road at junction 110. Modifications by LAR 12/2/98

Camp Dresser & McKee Danish Hydraulic Institute The power of two...

Danish Hydraulic Institute - a Consulting and Research Organization Objectives: –to develop and apply advanced methods and technologies within hydraulic and hydrological engineering –to provide specialised consulting services –to contribute to the technological development through international research collaboration and through transfer of know-how and technology

MIKE SWMM

MIKE 11 1-D modeling system for rivers and channels HD, AD, WQ, ST, FF, GIS more than 400 users world-wide

MIKE 21 a modelling system for estuaries, coastal waters and seas more than one hundred users in 35 countries

MIKE SHE an integrated hydrological modeling system 3-D Groundwater movement, unsaturated zone, Solute transport, dynamic link to MIKE 11 some 50 users in 10 countries

MIKE BASIN Water Master Planning –use of available water resources –planning for future water developments GIS –defining the network –evaluating results –integrated analysis with spatial data

LITPACK an integrated modelling system for Littoral Processes And Coastline Kinetics more than 60 users in 20 countries

Top of Bank Top of Overbank Culvert

Junction 110Junction 60 Road Culvert RoadCulvert Road Elev.

Junction 110 Road Culvert Road Elev.

Junction 110 Road Culvert Road Elev.

Junction 110 Road Culvert Road Elev.

Junction 110 Road Culvert Road Culvert Road Elev. Junction 60

Modeling an Urban Development with MIKE-SWMM Presented by: Melissa Figurski CE 394K.2 Surface Water Hydrology Term project, Spring 2001

Site Layout acres 46.8% Impervious

Design Approaches Who cares about the environment anyway… Earth Day is every day…

MIKE-SWMM Evaluations Pre-development –Natural runoff Post-development –Sewer system pipe runoff –Grassy swale to detention pond runoff

Design Criteria, City of Austin Drainage Criteria Manual – detention ponds “Ponds shall be designed to reduce post-development peak rates of discharge to existing pre-development peak rates of discharge from the 2, 10, and 25 year storm events at each point of discharge from the project or development site.” Environmental Criteria Manual – runoff treatment volume “one-half inch of runoff plus an additional one-tenth inch for each ten percent increase of gross impervious cover over twenty percent within the drainage area to the control”

Design Storms for Austin, Texas Technical Paper 40 Used SCS Type-II Distribution 2 year, 24-hour Storm 4.1 inches 10 year, 24-hour Storm 6.7 inches 25 year, 24-hour Storm 7.8 inches

Undeveloped Site 10-year storm

Site Layout acres 46.8% Impervious

Developed Site – Obtaining Watershed Parameters Does anyone know how to use this thing?!?!

Developed Site – Obtaining Watershed Parameters

Drainage Schematic For Pipe Flow

RUNOFF Block

EXTRAN Block

Developed Site – concrete drainage with no controls Gutters cannot carry the 10 year storm

Developed Site – concrete drainage with no controls 146 cfs!!

Developed Site – Grass Drainage

78.9 cfs - Getting Better… but there’s more work to be done!

MIKE-VIEW

Pond Sizing

Sum Outflow Hydrographs

Pond Sizing 41.3 cfs 10-year Storm Storage = 126,134.8 ft 3 2-year Storm Storage = 77, ft 3

Pond Sizing Stage-Storage Table 10-year Control 2-year Control WQ Control Pond Outfall

Almost There… Input Pond Stage/Storage Data into MIKE- SWMM Size Pond Outfall Structures for 2 and 10- year Storms Convince World to Use Swales