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HomeMy WebLinkAboutAppendix A River Hydraulics AnalysisFairview Avenue Widening & Bridge Replacement Santa Ana, CA 91203 River Hydraulics Analysis Submitted to: City of Santa Ana 20 Civic Center Plaza Santa Ana, CA 92702 Prepared for: WKE, Inc. 400 North Tustin Ave., Suite 275 Santa Ana, CA 92705 Submitted by: Civil Works Engineers, Inc. 3151 Airway Avenue, Suite T-1 Costa Mesa, CA 92626 February 2019 Fairview Street Improvements TABLE OF CONTENTS INTRODUCTION................................................................................................................................1 HYDRAULICMODEL........................................................................................................................2 ExistingConditions.............................................................................................................................2 VerticalDatum....................................................................................................................................2 ProposedHydraulic Model.................................................................................................................2 ModelingParameters.........................................................................................................................2 Summaryof Results...........................................................................................................................2 REFERENCES................................................................................................................................... 3 APPENDICES • Hydraulics Summary Table • Water Surface Profiles • Sections • Improvement Plan J:\356.07.17\RIVER HYDRAULICS\RIVER HYDRAULICS REPORT TEXT.DOC Fairview Street Improvements INTRODUCTION Fairview Street is classified as a north -south Major Arterial per the City's General Plan Circulation Element (GPCE) and the County of Orange's Master Plan of Arterial Highway (MPAH). The City is proposing to widen Fairview Street between 9th Street and 16th Street from a 4-lane street to a 6-lane arterial to provide adequate vehicular capacity within the City's northern limits. The project includes the replacement of the bridge over the Santa Ana River. A new pier configuration is proposed within the Santa Ana River channel. The Santa Ana River is under the Army Corps of Engineers (USACE) jurisdiction and as -built plans (Reference 3) have been obtained and reviewed. The Santa Ana River baseline hydraulic model from the Corps of Engineers (Reference 4) has also been obtained and is used to model the proposed conditions and assess the impact of the new piers to the water surface profile. w 17th 5t Westminster Ave o � T v N = � � c a Project Site W 1601 St z 0 o` �a� ^ W 14th St { ludlth Ln Q.46 m ` I y �a r2thst ��►A;$ W 12th St �a W 1 Dth St r W 4[h St Vicinity Map W t N J:\356.07.17\RIVER HYDRAULICS\RIVER HYDRAULICS REPORT TEXT.DOC Page 1 Fairview Street Improvements HYDRAULIC MODEL Existing Conditions A baseline HEC-RAS (Reference 4) model was provided by the Corps of Engineers. This model was used to represent the existing conditions. An existing analysis by HNTB Corporation in June 2017 prepared for the OC Streetcar, Santa Ana / Garden Grove Project (Reference 2). The report analyses a proposed bridge, downstream of the Fairview Street Bridge, just upstream of the existing OCTA Railroad Bridge. Review of the results of this analysis shows that the proposed Streetcar Bridge does not impact the hydraulics of the river near the Fairview Bridge. Vertical Datum The vertical datum used by the Corps of Engineers` baseline model is based on the National Geodetic Vertical Datum of 1929 (NGVD29). The mapping and survey information used for the Fairview project is based on the North American Vertical Datum of 1988 (NAVD88) which is approximately 2.4 feet higher. Therefore, 2.4 feet has to be added to the hydraulic model results to correlate with the project plans. Proposed Hydraulic Model The US Army Corps of Engineers, Hydrologic Engineering Center, River Analysis System, HEC-RAS 5.0.6. November 2018 (Reference 1) was used to model the proposed improvements to replace the existing bridge. Four new piers will replace the eight existing piers. The bridge will be wider and, therefore, the piers longer. The pier modeling includes debris loading of 2 feet on both sides of each pier, to a depth of 6 feet (see cross sections in appendix). Modeling Parameters • Flow Regime - Mixed flow was modeled as both subcritical and supercritical flows are anticipated within the study reach. • Design Discharge - The design discharge of 46,000 cubic feet per second (cfs) is used at the proposed crossing as provided in USACE HEC-RAS model. • Roughness values - Roughness values used in the Baseline Model; are 0.014 for the portion of the reach that is a concrete channel. • Boundary Conditions — The Baseline Model uses critical depth at the upstream and downstream boundary conditions. • Coefficients of Contraction/Expansion — no change in channel shape occurs within the reach of interest; therefore the current baseline model contraction and expansion coefficients of 0.1 and 0.3 are used. • Bridge Modeling Method — Highest Energy solution between (1) Energy Only (Standard Step) and (2) Momentum. Summary of Results The hydraulic analyses were performed using the mixed flow computation scheme. The boundary conditions of the models and design flow rates were set the same as USACE HEC-RAS model (Baseline) with critical depth at the upstream and downstream boundary conditions and design flow of 46,000 cfs at the project site. The hydraulic model under both existing and proposed condition shows a supercritical flow regime, in this reach of the river, downstream of Fairview Avenue Bridge. The regime becomes subcritical upstream of the bridge. A hydraulic jump occurs further upstream and flow transitions to supercritical regime. As shown on the profile provided in appendix, the new bridge improves the river hydraulics upstream of the bridge by lowering the water surface elevation and reducing the length of subcritical regime by J:\356.07.17\RIVER HYDRAULICS\RIVER HYDRAULICS REPORT TEXT.DOC Page 2 Fairview Street Improvements approximately 300 feet. In conclusion, the results show no impact to upstream and downstream structures and confirm that the proposed Fairview Avenue bridge provides some improvement to the local hydraulics. REFERENCES 1. US Army Corps of Engineers, Hydrologic Engineering Center, River Analysis System, HEC-RAS 5.0.6. November 2018. 2. OC Streetcar, Santa Ana / Garden Grove Project, Santa Ana River Hydraulics Study Memo, submitted by HNTB Corporation, to Orange County Transportation Authority, June 2017. 3. U.S. Army Engineer District Los Angeles Corps of Engineers, Lower Santa Ana River Channel, District File No.239/798-890 As -built, March 1993. 4. HEC-RAS Baseline Model (BlowPrdoSIAM02) J:\356.07.17\RIVER HYDRAULICS\RIVER HYDRAULICS REPORT TEXT.DOC Page 3 Fairview Street Improvements APPENDICES • Hydraulics Summary Table • Water Surface Profiles • Sections • Improvement Plan J:\356.07.17\RIVER HYDRAULICS\RIVER HYDRAULICS REPORT TEXT.DOC Fairview Avenue Bridge Replacement 2/28/2019 River Sta Plan Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev E.G. Slope (ft) (ft/ft) Vel (ft/s) Froude # W.S. Elev Difference 521+21 17th Street Bridge 520+63 Existing 46000 77.01 88.17 89.26 94.68 0.00193 20.47 1.17 520+63 Proposed 46000 77.01 88.17 89.26 94.68 0.001931 20.47 1.17 0.00 520+18 Existing 46000 76.92 88.05 89.17 94.59 0.001964 20.52 1.18 520+18 Proposed 46000 76.92 88.05 89.17 94.59 0.001964 20.52 1.18 0.00 519+73 Existing 46000 76.83 87.96 89.11 94.49 0.001976 20.5 1.19 519+73 Proposed 46000 76.83 87.96 89.11 94.49 0.001976 20.5 1.19 0.00 519+27 Existing 46000 76.74 87.81 89.03 94.4 0.00188 20.59 1.17 519+27 Proposed 46000 76.74 87.81 89.03 94.4 0.00188 20.59 1.17 0.00 518+82 Existing 46000 76.65 87.62 88.95 94.31 0.001893 20.74 1.17 518+82 Proposed 46000 76.65 87.62 88.95 94.31 0.001893 20.74 1.17 0.00 518+36 Existing 46000 76.57 87.42 88.87 94.22 0.001917 20.91 1.18 518+36 Proposed 46000 76.57 87.42 88.87 94.22 0.001917 20.91 1.18 0.00 517+91 Existing 46000 76.48 90.18 88.63 94.09 0.000927 15.85 0.84 517+91 Proposed 46000 76.48 87.21 88.63 94.12 0.001983 21.08 1.2 -2.97 517+46 Existing 46000 76.39 90.25 94.03 0.000883 15.6 0.82 517+46 Proposed 46000 76.39 87.02 88.39 94.02 0.002038 21.22 1.21 -3.23 517+00 Existing 46000 76.3 90.32 93.98 0.000842 15.36 0.8 517+00 Proposed 46000 76.3 86.84 88.27 93.91 0.002084 21.33 1.23 -3.48 516+50 Existing 46000 76.17 90.29 93.93 0.000818 15.32 0.79 516+50 Proposed 46000 76.17 86.74 88.14 93.82 0.002073 21.34 1.22 -3.55 516+00 Existing 46000 76.04 90.29 93.89 0.000782 15.23 0.78 516+00 Proposed 46000 76.04 86.64 88.03 93.72 0.002063 21.35 1.22 -3.65 515+50 Existing 46000 75.91 90.3 93.85 0.000749 15.12 0.76 515+50 Proposed 46000 75.91 89.58 87.91 93.59 0.000883 16.06 0.83 -0.72 515+00 Existing 46000 75.78 90.31 93.81 0.00072 15.01 0.75 515+00 Proposed 46000 75.78 89.61 93.53 0.000848 15.9 0.81 -0.70 514+50 Existing 46000 75.65 90.32 93.77 0.000694 14.89 0.74 514+50 Proposed 46000 75.65 89.64 93.49 0.000816 15.74 0.8 -0.68 514+00 Existing 46000 75.52 90.35 93.73 0.000669 14.76 0.73 514+00 Proposed 46000 75.52 89.67 93.44 0.000784 15.58 0.78 -0.68 513+50 Existing 46000 75.39 90.37 93.7 0.000645 14.62 0.71 513+50 Proposed 46000 75.39 89.71 93.4 0.000753 15.4 0.77 -0.66 513+00 Existing 46000 75.26 90.4 93.66 0.000622 14.49 0.7 513+00 Proposed 46000 75.26 89.75 93.36 0.000723 15.24 0.75 -0.65 512+50 Existing 46000 75.13 90.42 93.63 0.000601 14.36 0.69 512+50 Proposed 46000 75.13 89.78 93.32 0.000696 15.08 0.74 -0.64 512+00 Existing 46000 75 90.45 93.59 0.000581 14.23 0.68 512+00 Proposed 46000 75 89.82 93.28 0.00067 14.92 0.73 -0.63 511+52 Existing 46000 74.9 90.49 93.56 0.000564 14.05 0.67 511+52 Proposed 46000 74.9 89.87 93.24 0.000647 14.72 0.72 -0.62 Table.xlsx 1 of 3 Fairview Avenue Bridge Replacement 2/28/2019 River Sta Plan Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev E.G. Slope (ft) (ft/ft) Vel (ft/s) Froude # W.S. Elev Difference 511+04 Existing 46000 74.81 90.53 93.52 0.000549 13.89 0.66 511+04 Proposed 46000 74.81 89.91 93.2 0.000628 14.54 0.71 -0.62 510+55 Existing 46000 74.72 90.59 93.49 0.000545 13.66 0.66 510+55 Proposed 46000 74.72 89.97 93.16 0.000621 14.32 0.7 -0.62 510+07 Existing 46000 74.62 90.66 93.45 0.00051 13.4 0.64 510+07 Proposed 46000 74.62 90.06 93.11 0.000584 14.01 0.68 -0.60 509+59 Existing 46000 74.53 90.72 93.42 0.000484 13.17 0.62 509+59 Proposed 46000 74.53 90.14 93.07 0.000552 13.75 0.66 -0.58 509+56 Proposed 46000 74.53 90.17 86.59 93.06 0.000538 13.64 0.65 509+10 Existing 46000 74.43 90.75 86.49 93.37 0.000462 12.98 0.61 -0.58 508+63 Fairview Avenue Bridge 508+15 Existing 46000 74.2 84.59 86.26 92 0.002204 21.84 1.25 0.13 507+84 Proposed 46000 74.1 84.72 86.16 91.77 0.002168 21.3 1.24 507+68 Existing 46000 74.1 84.48 86.22 91.89 0.002224 21.84 1.26 507+68 Proposed 46000 74.1 84.81 86.18 91.73 0.001998 21.1 1.2 0.33 507+22 Existing 46000 74 84.38 85.94 91.79 0.00224 21.83 1.26 507+22 Proposed 46000 74 84.69 85.94 91.63 0.002024 21.13 1.21 0.31 506+75 Existing 46000 73.9 84.29 85.9 91.69 0.002249 21.81 1.26 506+75 Proposed 46000 73.9 84.59 85.9 91.53 0.002036 21.12 1.21 0.30 506+28 Existing 46000 73.8 84.22 85.82 91.58 0.00225 21.76 1.27 506+28 Proposed 46000 73.8 84.5 85.82 91.43 0.002051 21.13 1.21 0.28 505+81 Existing 46000 73.7 84.16 85.75 91.48 0.002246 21.71 1.26 505+81 Proposed 46000 73.7 84.42 85.75 91.34 0.002056 21.1 1.21 0.26 505+34 Existing 46000 73.6 84.1 85.68 91.38 0.002237 21.65 1.26 505+34 Proposed 46000 73.6 84.35 85.68 91.25 0.002055 21.06 1.21 0.25 504+88 Existing 46000 73.5 84.07 85.61 91.27 0.00221 21.54 1.25 504+88 Proposed 46000 73.5 84.29 85.61 91.16 0.002048 21.01 1.21 0.22 504+41 Existing 46000 73.4 84.04 85.54 91.17 0.002177 21.42 1.25 504+41 Proposed 46000 73.4 84.24 85.54 91.06 0.002035 20.95 1.21 0.20 503+94 Existing 46000 73.3 83.98 85.47 91.07 0.002032 21.37 1.21 503+94 Proposed 46000 73.3 84.19 85.47 90.97 0.002016 20.89 1.2 0.21 503+47 Existing 46000 73.2 83.84 85.39 90.97 0.002053 21.42 1.22 503+47 Proposed 46000 73.2 84.05 85.39 90.88 0.001923 20.97 1.18 0.21 503+00 Existing 46000 73.1 83.71 85.29 90.87 0.002071 21.47 1.22 503+00 Proposed 46000 73.1 83.89 85.29 90.79 0.001955 21.07 1.19 0.18 502+52 Existing 46000 72.97 83.48 85.07 90.76 0.002136 21.65 1.24 502+52 Proposed 46000 72.97 83.64 85.07 90.68 0.002029 21.29 1.21 0.16 502+04 Existing 46000 72.83 83.24 84.87 90.64 0.002202 21.83 1.26 502+04 Proposed 46000 72.83 83.38 84.87 90.57 0.002102 21.51 1.23 0.14 501+57 Existing 46000 72.7 83.03 84.74 90.53 0.002255 21.97 1.27 Table.xlsx 2 of 3 Fairview Avenue Bridge Replacement 2/28/2019 River Sta Plan Q Total (cfs) Min Ch El (ft) W.S. Elev (ft) Crit W.S. (ft) E.G. Elev E.G. Slope (ft) (ft/ft) Vel (ft/s) Froude # W.S. Elev Difference 501+57 Proposed 46000 72.7 83.15 84.74 90.45 0.002161 21.67 1.25 0.12 501+09 Existing 46000 72.57 82.82 84.61 90.41 0.002303 22.09 1.28 501+09 Proposed 46000 72.57 82.94 84.61 90.34 0.002215 21.81 1.26 0.12 500+61 Existing 46000 72.43 82.61 84.44 90.29 0.002354 22.23 1.3 500+61 Proposed 46000 72.43 82.72 84.44 90.22 0.002272 21.97 1.28 0.11 500+13 Existing 46000 72.3 82.43 84.3 90.16 0.002387 22.3 1.3 500+13 Proposed 46000 72.3 82.53 84.3 90.09 0.002307 22.05 1.28 0.10 499+65 Existing 46000 72.17 82.26 84.16 90.03 0.002419 22.37 1.31 499+65 Proposed 46000 72.17 82.35 84.16 89.97 0.002342 22.14 1.29 0.09 499+17 Existing 46000 72.03 82.07 84.01 89.9 0.002454 22.45 1.32 499+17 Proposed 46000 72.03 82.15 84.01 89.85 0.002389 22.26 1.3 0.08 498+69 Existing 46000 71.9 81.9 83.86 89.78 0.002482 22.51 1.33 498+69 Proposed 46000 71.9 81.98 83.86 89.72 0.002419 22.32 1.31 0.08 498+21 Existing 46000 71.77 81.73 83.72 89.65 0.002508 22.57 1.33 498+21 Proposed 46000 71.77 81.81 83.72 89.59 0.002448 22.38 1.32 0.08 497+73 Existing 46000 71.63 81.55 83.58 89.51 0.00254 22.63 1.34 497+73 Proposed 46000 71.63 81.62 83.58 89.46 0.002481 22.46 1.33 0.07 497+25 Existing 46000 71.5 81.39 83.44 89.38 0.002563 22.68 1.35 497+25 Proposed 46000 71.5 81.46 83.44 89.33 0.002506 22.51 1.33 0.07 496+77 Existing 46000 71.37 81.29 83.31 89.26 0.002544 22.65 1.34 496+77 Proposed 46000 71.37 81.35 83.31 89.21 0.002489 22.49 1.33 0.06 496+30 Existing 46000 71.23 81.17 83.17 89.14 0.002535 22.66 1.34 496+30 Proposed 46000 71.23 81.23 83.17 89.09 0.002478 22.49 1.33 0.06 495+82 Existing 46000 71.1 81.06 83.04 89.03 0.002518 22.64 1.34 495+82 Proposed 46000 71.1 81.13 83.04 88.98 0.002464 22.48 1.32 0.07 495+34 Existing 46000 70.97 80.96 82.92 88.91 0.002502 22.62 1.33 495+34 Proposed 46000 70.97 81.02 82.92 88.86 0.00245 22.46 1.32 0.06 494+86 Existing 46000 70.83 80.84 82.79 88.78 0.002491 22.61 1.33 494+86 Proposed 46000 70.83 80.9 82.79 88.73 0.002437 22.45 1.32 0.06 494+38 Existing 46000 70.7 80.73 82.67 88.66 0.002478 22.6 1.33 494+38 Proposed 46000 70.7 80.78 82.67 88.62 0.002432 22.46 1.32 0.05 493+90 Existing 46000 70.57 80.61 82.55 88.55 0.002474 22.61 1.33 493+90 Proposed 46000 70.57 80.67 82.55 88.51 0.002426 22.47 1.31 0.06 493+42 Existing 46000 70.43 80.49 82.42 88.43 0.002461 22.59 1.32 493+42 Proposed 46000 70.43 80.53 82.42 88.4 0.00243 22.5 1.32 0.04 492+94 Existing 46000 70.3 80.37 82.3 88.31 0.002456 22.6 1.32 492+94 Proposed 46000 70.3 80.41 82.3 88.28 0.002424 22.51 1.31 0.04 492+46 Existing 46000 70.17 80.26 82.18 88.2 0.00245 22.61 1.32 492+46 Proposed 46000 70.17 80.3 82.18 88.17 0.002417 22.51 1.31 0.04 491+98 Existing 46000 70.03 80.12 82.05 88.09 0.002455 22.65 1.32 491+98 Proposed 46000 70.03 80.15 82.05 88.06 0.002424 22.55 1.31 0.03 Table.xlsx 3 of 3 Prado RSM RAS Model -Levee 2a Plan: 1) SIAM Plan v2 2/26/2019 2) PropBr RS50863 2/27/2019 Santa Ana River Below Prado 110 :,: O ;--..--i:_.i-:�i� :k:�i:::L:i:,.-i:::i:..•.:. i.::i:::z==- ,.#....#. .- ......-. .. A,. LU a•= 90 "... 80 70 49500 50000 50500 51000 51500 52000 Main Channel Distance (ft) Legend ......................................................... EG PF 1 -SIAM Plan v2 EG PF 1 -PropBr RS50863 Crit PF 1 -SIAM Plan v2 •••---•••••••- WS PF 1 - PropBr RS50863 WS PF 1 -SIAM Plan v2 .......................................................................... Crit PF 1 -PropBr RS50863 ■ Ground ■ Right Levee 1 in Horiz. = 400 ft 1 in Vert. = 8 ft Prado RSM RAS Model -Levee 2a Plan: 1) PropBr RS50863 2/26/2019 SAR 50956 U/S FAIRVIEW .014 Legend EGPF1 WS PF 1 Crit PF 1 100 Ground • Bank Sta - .......................................................................................................................................................................................... 90 a>i w 80 70 0 50 100 150 200 250 300 Station (ft) Prado RSM RAS Model -Levee 2a Plan: 1) PropBr RS50863 2/26/2019 SAR 50863 FAIRVIEW AVE. Bridge .014 Legend --------------------- EG PF 1 WS PF 1 Crit PF 1 100 Ground • Bank Sta Pier Debris ^ ............................ ......................................... . ......................................... . ......................................... ............................ 90 w 80 70 0 50 100 150 200 250 360 Station (ft) 1 in Horiz. = 50 ft 1 in Vert. = 10 ft Prado RSM RAS Model -Levee 2a Plan: 1) PropBr RS50863 2/26/2019 SAR 50863 FAIRVIEW AVE. Bridge .014 Legend .................. --- EG PF 1 WS PF 1 Crit PF 1 100 ■ Ground • Bank Sta ---------------------------- ------------------------------------------ ---------------------------------------------------------------------------------- - ---------------------------- c 90 (D w 80 70 0 50 100 150 200 250 300 Station (ft) Prado RSM RAS Model -Levee 2a Plan: 1) PropBr RS50863 2/26/2019 SAR 50815 D/S FAIRVIEW. .014 Legend .................. --- EG PF 1 Crit PF 1 WS PF 1 100 Ground • Bank Sta ° 90 ............. ......... w 80 70 0 50 100 150 200 250 300 Station (ft) 1 in Horiz. = 50 ft 1 in Vert. = 10 ft Ib Fairview Avenue Bridge Santa Ana River O © - --- - -- -- Fairvie nuel------H6-sd — -- --- _ _52+00 56+00 — -- 57+0o \ a Plan 1" = 40' ITI ----- ------ „- ------------ Profile 1" = 40'