santa rosa creek hydrology and hydraulics study · above piner creek 57.4 11,100 14,942 14,869...
TRANSCRIPT
Overview• Tour of the SRC Watershed • Project Background
– Reservoir Hydraulics– HEC-HMS Modeling– 2-D HEC-RAS Modeling
• Calibration Challenges & Other Considerations
Photo provided by Water Agency; Spring Lake emergency overflow, NYE 2005 storm
Photo provided by Water Agency; Matanzas Reservoir, NYE 2005 storm
Photo taken by Betty Andrews, Santa Rosa Ave. culverts, Dec. 11, 2014 storm (~2-5 yr event)
Calibration Points of
Reference
Santa Rosa Creek Watershed
• 80 sq. mi. • El. ranges from
40’-2700’• 14 major creeks &
tributaries• 4 flood control
reservoirs• 2 diversion
structures• 4 rainfall gages & 3
stream gages
The Flood Management System
• Flood management systems designed in 1950s by the Water Agency, NRCS
– Two major diversion systems– Four reservoirs
Santa Rosa Creek
• System characteristics– Reservoirs built by SCWA &
SCS in 1960s– Santa Rosa Creek diversion
(and Spring Creek)– Downtown culverts (~1,500 feet
long) beneath City Hall– Prince Memorial Greenway
• FEMA FIS – Profile for lower 8,000’ of
channel only• USACE
– Prior work on H&H to support ecosystem and flood management projects
Photos taken by Betty Andrews, Dec. 11, 2014 storm (~2-5 yr event)
Santa Rosa Creek Diversion• Hans Albert Einstein,
UC Berkeley– Built physical model
at UCB in 1960
• Prior analysis done in HEC-RAS
– >50% flow diverted to Spring Lake for Qs < ~10,000 cfs
• Focused RAS model developed to inform HEC-HMS curves
• Upstream extent of RAS model
Flood Management Reservoirs
• Very little info available
– Prior stage-storage-discharge curves from record drawings
• Circa-1960s NRCS designs
• As-builtsprovided by SCWA
Updated Reservoir Hydraulics
• Updated principal spillway and emergency spillway hydraulics
• Developed new stage-storage-discharge curves
HEC-HMS Model Development
• Refined subbasin delineations
• Updated Rainfall– 2 calibration events
(NYE 2005 & Jan 2010)
– Design Rainfall• Hydrology model
updates– Loss rates– Transformation– Routing– Baseflow– Reservoirs and
Diversions
Hydrological methods developed to adhere to SCWA’s FCDC Update.
Calibration Challenges Matanzas Creek Gage
Rain stops here
Switch from barrel to orifice flow –700 cfs vs 1200 cfs
Matanzas Creek HEC-HMS calibration off by ~500 cfs
HEC-HMS 100-yr Discharge Comparison
Location Drainage Area (Sq. Mi.) NRCS 1965 USACE
2010ESA 2015 AMCII CN
ESA 2015 Calibrated CN
Santa Rosa Creekabove Diversion 20.9 7,280 8,240 9,290 11,164below Spring Lake Outlet 22.2 1,930 4,301 5,036 6,629above Matanzas Creek 31.4 6,400 8,595 9,723 12,003above Piner Creek 57.4 11,100 14,942 14,869 19,629at Mouth 75.2 16,500 19,550 19,544 23,786Spring Creekabove Diversion 2 970 1,046 703 1,233below Diversion 2 0 111 162 211above Matanzas Creek 5 1,380 1,293 1,217 1,436Brush CreekMiddle Fork above Dam 1.2 930 934 573 659Middle Fork below Dam 1.2 295 719 245 252Ducker Cr above Austin 1.5 683 914 685 732Austin Cr above Brush Cr 2.3 1,170 1,435 1,871 2,051Brush Cr ab Santa Rosa Cr 8.0 3,970 5,333 4,228 4,698Matanzas Creekabove Matanzas Cr Dam 11.5 5,000 4,472 6,572 7,338below Matanzas Cr Dam 11.5 1,000 3,716 4,847 6,431above Santa Rosa Cr 22.8 4,250 5,780 6,496 8,840Piner CreekPaulin Creek above Dam 1.9 900 953 944 1,108Paulin Creek below Dam 1.9 300 600 392 650Piner Cr above Paulin Cr 5.2 1,620 2,081 2,253 2,633Piner Cr below Paulin Cr 9.8 2,830 3,750 3,773 4,371
Piner Cr above Santa Rosa Cr 11.8 3,480 4,153 4,222 4,872
~20% increase
HEC-RAS 2D for Santa Rosa Creek
• Model updates– Steady state to
unsteady flow – 1D to 2D
• RAS Sensitivity Analyses
– Lateral link weir coefficients
– Time step discretization
• Calibration • Design events
NYE2005 1st Calibration Run on Matanzas
• RAS flows are 412 cfs < HMS flows due to
– Out of bank flooding– Hydraulic routing &
attenuation
• HMS CNs approaching AMCIII conditions
• Insufficient flow BCs with initial setup
NYE2005 Calibration at SRC
Prior Study ‘n’ values
Adjusting for Prince Memorial Greenway Project
‘n’ values x 120%
Observed WSE at USGS Gage
Design Storm Flood Dynamics – Floodplain & urban storage are important!!!– Unsteady 2D representation improves physical
representation of storage
Take-Home Considerations
• Hydraulic routing and floodplain/urban storage play an important role
• Calibrating hydrology in the absence of hydraulics may be problematic for some flood events
• USGS discharge values as opposed to matching stage?
• Lack of storm drain system contributions also likely playing large role
• Impacts on Flood Frequency Analyses?