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Drainage Reports - 05/01/2017 (2)
City of Ft. Colli p ved Plans Approved By Date IIIA This Drainage Report Is consciously provided as a PDF. ' Please consider the environment before printing this document In Its entirety. When a hard copy Is absolutely necessary, we recommend double -sided printing. NorthernEnaineerina.com // 970.221.4158 April 14, 2017 FINAL DRAINAGE AND EROSION CONTROL REPORT FOR West Plum Housing Fort Collins, Colorado Prepared for: Plum Owner Ft Collins CO LLC 999 South Shady Grove Road, Suite 600 Memphis, TN 38120 Prepared by: NORTHERN ENGINEERING 301 N. Howes SL, Sub 100 Fort Collins, Colorado 80521 Phone: 970.221.4158 Fax: 970.221.4159 www.northerrmoneering.com Project Number: 1252-001 I ' I NORTHERN ENGINEERING 1 April 14, 2017 I City of Fort Collins Stormwater Utility 700 Wood Street ' Fort Collins, Colorado 80521 RE: Final Drainage and Erosion Control Report for ' West Plum Housing Dear Staff: ' Northern Engineering is pleased to submit this Final Drainage and Erosion Control Report for your review. This report accompanies the final plan submittal for the proposed West Plum Housing development. This report has been prepared in accordance to Fort Collins Stormwater Criteria Manual (FCSCM), and serves to document the stormwater impacts associated with the proposed project. We ' understand that review by the City is to assure general compliance with standardized criteria contained in the FCSCM. ' If you should have any questions as you review this report, please feel free to contact us. Sincerely, N//O//RTHERN ENGINEERING SERVICES, INC. p RP � " .G Aaron Cvar, PhD, PE O,.a�o" Senior Project Engineer � .G y ill -.00 ' 3627 > 1 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 I 970.221.4158 I www.northernengineering.com M (NORTHERN ENGINEERING TABLE OF CONTENTS I. GENERAL LOCATION AND DESCRIPTION................................................................... 1 A. Location.............................................................................................................................................1 B. Description of Property.....................................................................................................................2 C. Floodplain..........................................................................................................................................3 II. DRAINAGE BASINS AND SUB-BASINS.......................................................................4 A. Major Basin Description....................................................................................................................4 B. Sub -Basin Description.......................................................................................................................4 III. DRAINAGE DESIGN CRITERIA................................................................................... 5 A. Regulations........................................................................................................................................5 B. Four Step Process..............................................................................................................................5 C. Development Criteria Reference and Constraints............................................................................5 D. Hydrological Criteria.........................................................................................................................6 E. Hydraulic Criteria..............................................................................................................................6 F. Modifications of Criteria...................................................................................................................6 IV. DRAINAGE FACILITY DESIGN.................................................................................... 6 A. General Concept...............................................................................................................................6 B. Specific Details..................................................................................................................................7 V. CONCLUSIONS........................................................................................................8 A. Compliance with Standards..............................................................................................................8 B. Drainage Concept..............................................................................................................................8 APPENDICES: APPENDIX A — Hydrologic Calculations, Historic Drainage Exhibit, Existing vs. Proposed Imperviousness Exhibit APPENDIX B — Detention and Outfall Pipe Calculations; Water Quality Calculations APPENDIX C — Erosion Control Report APPENDIX D — LID Design Information APPENDIX E, — USDA Soils Information APPENDIX F — Flood Modeling Summary and Technical Appendix Final Drainage Report W INORTHERN ENGINEERING LIST OF FIGURES: Figure1 — Aerial Photograph................................................................................................ 2 Figure 2— Proposed Site Plan................................................................................................ 3 Figure 3 — Existing Floodplains............................................................................................. 4 MAP POCKET: Proposed Drainage Exhibit Final Drainage Report NORTHERN ENGINEERING West Plum Housing I. GENERAL LOCATION AND DESCRIPTION ' A. Location 1. Vicinity Map r-, I LOCATION 2. The project site is located in the southwest quarter of Section 12, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. ' 3. The project site is located just southeast of the intersection of Plum Street and City Park Avenue. 4. The District at Campus West (Reference 1) development exists just to the north of the site, and the Scott Plaza development exists just to the east of the site. An existing storm line within Plum Street begins roughly 500 feet east of the project site, and runs within Plum Street Right of Way east to Shields Street. The storm line ties in with an existing storm main in Shields Street. The existing Plum Street storm line will receive all runoff from the proposed site. The proposed project will discharge into the south flowline of Plum Street and surface flow within Plum Street Right of Way east to the existing inlets and storm line in Plum Street. Offsite flow does not enter the site. City Park Avenue intercepts any offsite flow that ' would enter the site from the west, Plum Street intercepts any offsite flow that would enter the site from the north. General drainage patterns direct historic sheet flow along the site's southern and eastern boundaries away from the site. The developed Final Drainage Report 1 NORTHERN ENGINEERING West Plum Housing drainage plan will capture developed flows that would sheet flow off the site along these boundaries, and direct runoff into proposed stormwater facilities. B. Description of Property 1. The project area is roughly 1.3�net acres. e r Figure 1 — Aerial Photograph PROJECT SITE LAW ti 2. The existing property is currently single family residential, with ground conver consisting of landscaping lawns, etc.. Existing ground slopes are mild to moderate (i.e., 1 - 6±%) through the interior of the property. General topography slopes from west to east. 3. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey website: http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx, the site consists of Nunn Clay Loam (Hydrologic Soil Group C). 4. The proposed project site plan is composed of apartment complexes and parking areas. Associated landscaping, water and sewer lines, and other improvements will be constructed with the development. Please see Figure 2, below, showing the proposed site plan. Final Drainage Report 2 W INORTHERN ENGINEERING West Plum Slow N 11 OxF.'riffing�LlE Figure 2— Proposed Site Plan 5. There are no known irrigation laterals crossing the site. 6. The proposed land use is residential. C. Floodplain 1. The project site is not encroached by any City or FEMA 100-year or 500-year floodplain. However, floodplain modeling of Plum Street originally requested with Northern Engineering designed with the District at Campus West (Reference 1) development has been updated with current conditions and extended to cover the extents of the currently proposed project. A copy of the original study is provided in Appendix F. 2. The original study reach for the District at Campus West extended from Shields Street to roughly 350 feet west of Bluebell Street. Floodplain modeling done with the current project extends the study reach west to City Park Avenue. Additionally, current floodplain modeling includes updated mapping of the Plum Street corridor, as Plum Street was overlayed, and street elevations are now higher than that of the original modeling. Recently constructed buildings encroaching into the floodplain have also been reflected in current floodplain modeling. 3. Based on the flood study provided in Appendix F, BFE's range from 5036.90 to 5039.04. Proposed building finished floor elevations range from 5039.30 to 5041.25. All proposed building finished floor elevations are elevated a minimum of 12-inches above 100-year flows in Plum Street. Final Drainage Report 3 W I NORTHERN ENGINEERING West Plum H At r i Rf • . NT � . 'd��4 .a�''�2� NORTH Figure 3 —Area Floodplain Mapping II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1. The project site is located in the City of Fort Collins Old Town Drainage Basin. B. Sub -Basin Description 4. The subject property historically drains overland from west to east. Runoff from the majority of the site has historically been collected in the adjacent Plum Street Right of Way and conveyed via surface flow. An existing storm line within Plum Street begins roughly 500 feet east of the project site, and runs within Plum Street Right of Way east to Shields Street. The storm line ties in with an existing storm main in Shields Street. The existing Plum Street storm line will receive all runoff from the proposed site. The proposed project will discharge into the south flowline of Plum Street and surface flow within Plum Street Right of Way east to the existing inlets and storm line in Plum Street. A more detailed description of the project drainage patterns follows in Section IV.A.4., below. Final Drainage Report 4 (NORTHERN ENGINEERING r West Plum Housin III. DRAINAGE DESIGN CRITERIA ' A. Regulations There are no optional provisions outside of the FCSCM proposed with the proposed ' project. B. Four Step Process The overall stormwater management strategy employed with the proposed project utilizes the "Four Step Process" to minimize adverse impacts of urbanization on receiving waters. The following is a description of how the proposed development has incorporated each step. Step 1 — Employ Runoff Reduction Practices ' Several techniques have been utilized with the proposed development to facilitate the reduction of runoff peaks, volumes, and pollutant loads as the site is developed from the current use by implementing multiple Low Impact Development (LID) strategies including: ' M Conserving existing amenities in the site including the existing vegetated areas. m Providing vegetated open areas throughout the site to reduce the overall impervious area and to minimize directly connected impervious areas (MDCIA). ' Routing flows, to the extent feasible, through vegetated swales to increase time of concentration, promote infiltration and provide initial water quality. Step 2 — Implement BMPs That Provide a Water Quality Capture Volume (WQCV) with Slow Release The efforts taken in Step 1 will facilitate the reduction of runoff; however, urban development of this intensity will still generate stormwater runoff that will require additional BMPs and water quality. The majority of stormwater runoff from the site will ultimately be intercepted and treated using filtration detention methods prior to exiting the site. Step 3 — Stabilize Drainageways There are no regional drainageways within the subject property. While this step may not seem applicable to proposed development, the project indirectly helps achieve stabilized drainageways nonetheless. By providing water quality where none previously existed, sediment with erosion potential is removed from the downstream drainageway systems. Furthermore, this project will pay one-time stormwater development fees, as well as ongoing monthly stormwater utility fees, both of which help achieve City-wide drainageway stability. Step 4 — Implement Site Specific and Other Source Control BMPs. The proposed project will improve upon site specific source controls compared to historic conditions: Trash, waste products, etc. that were previously left exposed with the historic trailer park will no longer be allowed to exposure to runoff and transport to receiving drainageways. The proposed development will eliminate these sources of potential pollution. C. Development Criteria Reference and Constraints The subject property is surrounded by currently developed properties. Thus, several constraints have been identified during the course of this analysis that will impact the Final Drainage Report 5 ' ■y I NORTHERN ENGINEERING West Plum Housinj ' proposed drainage system including: ' W Existing elevations along the property lines will generally be maintained. N� As previously mentioned, overall drainage patterns of the existing site will be maintained. . Elevations of existing downstream facilities that the subject property will release to will be maintained. ' D. Hydrological Criteria 1. The City of Fort Collins Rainfall Intensity -Duration -Frequency Curves, as depicted in Figure RA-16 of the FCSCM, serve as the source for all hydrologic computations ' associated with the proposed development. Tabulated data contained in Table RA-7 has been utilized for Rational Method runoff calculations. ' 2. The Rational Method has been employed to compute stormwater runoff utilizing coefficients contained in Tables RO-11 and RO-12 of the FCSCM. 3. Three separate design storms have been utilized to address distinct drainage scenarios. A fourth design storm has also been computed for comparison purposes. The first design storm considered is the 80`" percentile rain event, which has been employed to design the project's water quality features. The second event analyzed is the "Minor," or "Initial" Storm, which has a 2-year recurrence interval. The third ' event considered is the "Major Storm," which has a 100-year recurrence interval. The fourth storm computed, for comparison purposes only, is the 10-year event. 4. No other assumptions or calculation methods have been used with this development that are not referenced by current City of Fort Collins criteria. ' E. Hydraulic Criteria 1. As previously noted, the subject property maintains historic drainage patterns. 2. All drainage facilities proposed with the project are designed in accordance with ' criteria outlined in the FCSCM and/or the Urban Drainage and Flood Control District (UDFCD) Urban Storm Drainage Criteria Manual. 3. As stated above, the subject property is not located in a City or FEMA regulatory floodplain. 4. The proposed project does not propose to modify any natural drainageways. F. Modifications of Criteria 1. The proposed development is not requesting any modifications to criteria at this time. ' IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objectives of the project drainage design are to maintain existing drainage patterns, and to ensure no adverse impacts to any adjacent properties. ' 2. The site has been broken into 2 onsite sub -basins. Anticipated drainage patterns for proposed drainage basins are described below. Final Drainage Report 6 ' ■V NORTHERN ENGINEERING West Plum Housin Basin 1 ' Basin 1 consist of apartment rooftop. This basin will generally drain via rooftop drainage systems, and an internal storm piping system into the detention vault within the parking garage. The final point of stormwater release will be at the northeast ' corner of the site, and will tie to the existing curb and gutter within the south flowline of the adjacent Plum Street Right of Way. As discussed above, release will be conveyed within Plum Street Right of Way to the existing Plum Street storm system. ' We note that the rooftop drainage system has been designed by the building mechanical engineer to meet international plumbing code. The current plumbing plans call for several pipes to release into the vault, including a 2" pipe, a 4" pipe, a 6" pipe and a 10" pipe. Basin 2 ' Basin 2 consist of an area of concrete and landscaping area that we are unable to be bring into the proposed LID and detention system. The size of this area is 0.30 acre, producing 2.14 cfs in a 100-year event, and we will compensate for this undetained runoff as discussed below. Basin 3 ' Basin 3 consist of a landscaping area that we are unable to be bring into the proposed LID and detention system, and will be conveyed via swale to the historic concentration point H2. The size of proposed Basin 3 is 0.19 acre, producing 0.44 cfs in a 100- ' year event. This is below the historic runoff of 0.50 cfs generated by historic basin H2 in a 100-year event. ' Basin Basin 4 consist of a landscaping area that we are unable to be bring into the proposed LID and detention system, and will sheet flow to the historic concentration point 1-11. ' The size of proposed Basin 4 is 0.03 acre, producing 0.06 cfs in a 100-year event. This is below the historic runoff of 3.15 cfs generated by historic basin 1-11 in a 100- year event. A full-size copy of the Drainage Exhibit can be found in the Map Pocket at the end of this report. B. Specific Details 1. The majority of developed runoff will be routed into the proposed detention ' vault within the proposed parking garage structure. Site runoff will be conveyed via surface flow, roof drain systems, and through an interior storm drain system to the proposed detention vault. Release from the detention ' vault will occur through a small pipe and a sidewalk chase within Plum Street Right of Way. 1. Release rate from the detention vault is based on a combination of historic 2- year discharge to Plum Street from the historic site as well as historic 100- year discharge from existing impervious areas within the development site. A composite historic 2-year discharge from the existing site has been calculated ' at 3.88 cfs. The basis for this is evaluating the 2-year historic discharge from the site draining to Plum Street (Basin H1) and calculating a cfs per acre value of 0.65 cfs per acre. We then took the existing impervious area based ' on the Existing vs. Proposed Impervious Area Exhibit provided in Appendix A, Final Drainage ReW 7 ' NORTHERN ENGINEERING West Plum Housing and computed 100-year discharge from the impervious area totaling 0.34 acre, which was computed as 3.40 cis. We then added a pro -rated 2-year historic discharge from the non -impervious portion of Historic Basin H1 (1.05 acres — 0.34 acre=0.71 acre) and used the 0.65 cfs per acre (0.71 ac * 0.65 cfs per ac = 0.46 cfs) to achieve an allowable site release rate of 3.40 cfs + 0.46 cfs = 3.86 cfs. However, we propose to allow Basin 2 to release 2.05cfs in a 100-year event undetained from the site. This reduces our allowable release rate to 3.86 cis — 2.05 cfs = 1.81 cis. 2. Onsite LID features have been incorporated in the design of the proposed site. The majority of the site will be conveyed into the proposed PLD located within the parking structure. A portion of the site will not be conveyed into the PLD and will be treated in a proposed landscape buffer area in the southwest comer of the site as shown in the LID Treatment Exhibit. Please see the LID ' Treatment Exhibit and LID Design Information provided in Appendix D. 3. The detention vault will provide a minimum of 3067 cubic feet of detention storage volume. The vault is also designed as a PLD, providing approximately ' 883 cubic feet of PLD water quality capture volume (WQCV). A total volume of 3950 cubic feet will be provided in the vault. The vault will have an open bottom design, which will allow infiltration into the subsurface. Runoff being ' received by the PLD will not be from paved driving or parking surfaces; rather, only rooftop drainage will be received by the PLD. Runoff from the rooftop will be relatively free of particlates, and the PLD will allow full infiltration to the ' subsurface. Therefore, we feel that placing the PLD within the bottom stage of the detention vault meets the spirit of design practices. Please see detention and PLD Volume calculations provided in Appendix B. ' 4. The drainage features associated with the proposed project are all private facilities, located on private property, with the exception of the project site outfall, which will be a sidewalk chase within Plum Street Right of Way. V. CONCLUSIONS ' A. Compliance with Standards 1. The drainage design proposed with the proposed project complies with the City of Fort Collins' Stormwater Criteria Manual. 2. The drainage design proposed with this project complies with requirements for the Old Town Basin. 3. The drainage plan and stormwater management measures proposed with the proposed development are compliant with all applicable State and Federal regulations ' governing stormwater discharge. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit any potential damage associated with its stormwater runoff by providing detention and water quality mitigation features. 2. The drainage concept for the proposed development is consistent with requirements for the Old Town Basin. i Final Drainage Report 8 NORTHERN ■V ENGINEERING West Plum Housin References 1. City of Fort Collins Landscape Design Guidelines for Stormwater and Detention Facilities. November 5, 2009, BHA Design, Inc. with City of Fort Collins Utility Services. 2. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. ' 174, 2011, and referenced in Section 26-500 (c) of the City of Fort Collins Municipal Code. 3. Larimer County Urban Area Street Standards, Adopted January 2, 2001, Repealed and ' Reenacted, Effective October 1, 2002, Repealed and Reenacted, Effective April 1, 2007. 4. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 5. Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised April 2008. 6. The District at Campus West, March 27, 2013, Northern Engineering. 1 1 i Final Drainage Report 9 APPENDIX A Historic and Developed Hydrologic Calculations 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EE ;» kikkq@m@ �E -000 / cc \ 2 k a2�§[§] ■%mV;-m= �$ El a%`o � � a - | . \/ 2k00 0 k )�|27§§§§ Q - ° A-11`3 e | ; 2� E kre .! © a!f mmmm 222 %c 2�0; °° ° l ' ' LU � a.:::: .- ! ODo 2 iu'z ■ : -, ! § .k|;�l,®®• !) - . oi, k�.«cq, eJ. ( 2 §o# -w�$;AA; !c L ®E; ! � ,$»I;q;; i©@I§§§ B _ � Q §_ '.RmRmq § •| ° f - tom£ - moo LU .§ 9 ZIQ j o - �a2mZ;) ° k| :■a■k Q J ; ; ■ ®�s!& # a a a � �� �) k `� • 22�£2q;a ! JCS#e;;; 'T „ § • k§§ # _ - Q I �w§mmmm ,1 , CY a _ \ cn! §\\ k Ik !!!! ` %}} � 6 - 0k ! . k ;to/¥¥ �! -gym, £=agr9q \o/ C� 00q gk! �I�_ =�#22�, ,�� ! ,OTIT ! a ¥ 2�k§2[§ $ k l=kmmgr q , - | | / - § § ] ;_;; u | !|000 ! 2l;G LU G 2 !;33; -- ! : ¥I.: C40 k )$ [§]§ { .a | ! av | _ 2 O !mi k § \!� } °222�§§ a � o � |l,Im; 00 O 3iJ2e� K ! G i - % § 00 . Q ~k!!`-�� e 0 � |� 00 ffOOOON 0101 � . o`` ° )§ \\\\ I!\ @a °° § NO 2J, CR; as 00 00 © I . � ' ° j, ji I= ) 4a :::::! Ir ,:! ! - ! 22ƒJ IIal22!\J% � iR2;2 ! \o/ �w�2�2 g C! ! 2 ,$»£a@o g ��•mS; ■ ° I� & R k 00 � § K � ,a00 # 1! .� Q |' o �61§§ ■ . % | � -��� ■ �� =Qli 7 ";,.)�� > aI#-- i ƒ 6S ;S bf7QQ J . � 2 a �&}§§ ■ � 2 � � § � o , � , a �§ \ 1 > «¥2\f ! — LO + , ! � t{ Jcr / ©C # &�I;g # Co e2! !&! � a �! a�f oq'It cn 2 - 2 e 4m ; CL y. ° Z :�§§ S ! I L6 I: ■ �} f j J m OR � 2 a@k; �csR7;2 - °/� -C�C4 2 2AA$a§ f3®E 2 ) \ vi$ 0 § 2 2 La ! § $] �� I I �� --- ----------ter �o U Z.i _ Z N J Du 00 0 =LL J a w 9 No Text 1.1»A►117ElOn] Detention and Outfall Pipe Calculations; Water Quality Calculations 1 1 7 1 1 1 1 1 1 I 1 1 1 1 1 'NORTHERN ENGINEERING Detention Pond Calculation I FAA Method Project: Project Location: -ort Collins, Colorado Calculations By: TC Date: December 1, 2016 Pond No.: Input Variables Results Design Point Design Storm ; 60-yr Developed "C" = 1.00 Area (A)= 0.76 acres Max Release Rate = 1.74 cfs Required Detention Volume WQCV 0 ft3 Quantity Detention 3067 ft3 Total Volume 3067 ft' Total Volume ae-ft Time Time Ft.Col I ins 100-yr Intensity Q1D0 Inflow (Runoff) Volume Outflow (Release) Volume Storage Detention Volume (mins) (secs) (in/hr) (cfs) (ft ) (ft ) (ft ) 5 300 9.95 7.6 2269 522 1747 10 600 7.72 5,9 3520 1044 2476 15 900 6.52 5.0 4460 1566 2894 20 1200 5.60 4.3 5107 2088 3019 25 1500 4.98 3.8 5677 2610 3067 30 1800 4.52 3.4 6183 3132 3051 35 2100 4.08 3.1 6512 3654 2858 40 2400 3.74 2.8 6822 4176 2646 45 2700 3.46 2.6 7100 4698 2402 50 3000 3.23 2.5 7364 5220 2144 55 3300 3.03 2.3 7599 5742 1857 60 3600 2.86 2.2 7825 6264 1561 65 3900 2.72 2.1 8062 6786 1276 70 4200 2.59 2.0 8267 7308 959 75 4500 2.48 1.9 8482 7830 652 80 4800 2.38 1.8 8682 8352 1 330 85 5100 2.29 1.7 8876 8874 2 90 5400 2.21 1.7 9070 9396 -326 95 5700 2.13 1.6 9227 9918 1 -691 100 6000 2.06 1.6 9394 10440 -1046 105 6300 2.00 1.5 9576 10962 -1386 110 6600 1.94 1.5 9731 11484 -1753 115 6900 1.89 1.4 9911 12006 -2095 120 7200 1.84 1.4 10068 12528 -2460 125 7500 1.79 1.4 10203 13050 -2647 130 7800 1.75 1.3 10374 13572 -3198 135 8100 1.71 1.3 10527 14094 -3567 140 8400 1.67 1.3 10661 14616 -3955 145 8700 1.63 1.2 10778 15138 -4360 150 9000 1.60 1.2 10944 15660 -4716 155 9300 1.57 1.2 11097 16182 -5085 160 9600 1.54 1.2 11236 16704 -5468 165 9900 1.51 1.1 11361 17226 -5865 170 10200 1.48 1.1 11473 17748 -6275 175 10500 1.45 1.1 1 11571 18270 -6699 180 10800 1.42 1.1 11655 18792 -7137 185 11100 1.40 1.1 11810 19314 -7504 190 11400 1.38 1.0 11956 19836 -7880 195 11700 1.36 1.0 12093 20358 -8265 200 12000 1.34 1.0 12221 20880 -8659 205 12300 1.32 1.0 12339 21402 -9063 210 12600 1.30 1.0 12449 21924 -9475 215 12900 1.28 1.0 12549 22446 -9897 220 13200 1.26 1.0 12640 22968 -10328 225 13500 1.24 0.9 12722 23490 -10768 230 13800 1.22 0.9 12795 24012 -11217 235 14100 1.21 0.9 12966 24534 -11568 240 14400 1.20 0.9 13133 25056 -11923 D:lProjecLs11252-001IDrainagelDetentionil252-001_FAA Detention.xlsml I ORIFICE RATING CURVE Detention Vault 1 00-yr Orifice PROJECT:1252-001 DATE: 12/1/16 BY: ATC ORIFICE RATING Orifice Dia (in) Orifice Area (so Orifice invert (ft) Orifice Coefficient 6 1/4 0.21 0.00 0.65 Stage Outlet release CFS 0.00 0.00 0.25 0.00 0.50 0.00 0.75 0.76 1.00 0.94 1.25 1.09 1.50 1.21 1.75 1.33 2.00 1.44 2.25 1.54 2.50 1.63 2.75 1.72 `"2.82 1.74 ' "Vault 100-yr depth No Text �I O C W N N C O O O O J O >. O) Cl) O _N co W cli O x ILN O Ccli Y V m L O O V Q y e o o p � o c v o y e o 0 ro J > 0 m N M W m N vOi N N N L Y` O O N E ro y Lo m c A > ai of o j m c CO a a Q In o o E z L z C a Ul Q v O R N (9 m o Cl) S m W O m O m > N M _ C X� � CD N Iq f0 W m N N O N e O O O00 CR J > Cl) M W m x U) N O jIwo x 11 n co W O N N C W O Q N It 7 O O U o � Lo m n E o o p T J (9 m ^ vi co Cl) o c m = m Ln )n c E u N CP W N C J m S' m CO 0 O Y C O a y Q V N N U N 4i s, N c LL i to 0���' c �o N a z° J Volume (12-Hr. By: ATC Date: 12/15/16 REQUIRED STORAGE & OUTLET WORKS: BASIN AREA (ac) = 0.760 <— INPUT from impervious talcs BASIN IMPERVIOUSNESS PERCENT = 90.00 <— INPUT from impervious talcs BASIN IMPERVIOUSNESS RATIO = 0.9000 <—CALCULATED . WQCV (watershed inches) = 0.320 <— CALCULATED from Figure EDB-2 WQCV (eu-ft) = 883 <— CALCULATED from UDFCD DCM V.3 Section 6.5 APPENDIX C ' Erosion Control Report 1 1 1 1 11 1 1 1 1 1 1 1 1 1 ■y NORTHERN ENGINEERING West Plum Housing EROSION CONTROL REPORT A comprehensive Erosion and Sediment Control Plan (along with associated details) WILL BE PROVIDED BY SEPARATE DOCUMENT with the final construction drawings. It should. be noted, .' however, that any such Erosion and Sediment Control Plan serves only as a general guide to the Contractor. Staging and/or phasing of the BMPs depicted, and additional or different BMPs from those included may be necessary during construction, or as required by the authorities having jurisdiction. It shall be the responsibility of the Contractor to ensure erosion control measures are properly ' maintained and followed. The Erosion and Sediment Control Plan is intended to be a living document, constantly adapting to site conditions and needs. The Contractor shall update the location of BMPs as they are installed, removed or modified in conjunction with construction activities. It is imperative to appropriately reflect the current site conditions at all times. ' The Erosion and Sediment Control Plan shall address both temporary measures to be implemented during construction, as well as permanent erosion control protection. Best Management Practices from the Volume 3, Chapter 7 — Construction BMPs will be utilized. Measures may include, but are not limited to, silt fencing along the disturbed perimeter, gutter protection in the adjacent roadways and inlet protection at existing and proposed storm inlets. Vehicle tracking control pads, spill ' containment and clean-up procedures, designated concrete washout areas, dumpsters, and job site restrooms shall also be provided by the Contractor. ' Grading and Erosion Control Notes can be found on the Utility Plans. The Final Plans will contain a full-size Erosion Control sheet as well as a separate sheet dedicated to Erosion Control Details. In addition to this report and the referenced plan sheets, the Contractor shall be aware of, and adhere ' to, the applicable requirements outlined in the Development Agreement for the development. Also, the Site Contractor for this project will be required to secure a Stormwater Construction General Permit from the Colorado Department of Public Health and Environment (CDPHE), Water Quality ' Control Division — Stormwater Program, prior to any earth disturbance activities. Prior to securing said permit, the Site Contractor shall develop a comprehensive StormWater Management Plan (SWMP) pursuant to CDPHE requirements and guidelines. The SWMP will further describe and ' document the ongoing activities, inspections, and maintenance of construction BMPs. Final Erosion Control Report .! APPENDIX D LID Design Information 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ---- � | � �w & � « � \ - , � � - .r \ ' .� \ | | . ..a §,� §\ ��,■| � z | ! APPENDIX E i USDA Soils Information 1 1 1 1 1 1 1 FA USDA United States Department of Agriculture MRCS Natural Resources Conservation Service A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Larimer County Area, Colorado September 12, 2016 I 1 Preface 1 Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about 1 the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, ' community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. 1 Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information 1 is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. 1 Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/portal/ nres/main/soils/health/) and certain conservation and engineering applications. For 1 more detailed information, contact your local USDA Service Center (http:// offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil Scientist (http:/twww.nres.usda.gov/wps/portal/nres/detail/soils/contactus/? 1 cid=nres142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a 1 foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or ' underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. 1 Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where 1 applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited 1 bases apply to all programs.) Persons with disabilities who require alternative means i a ' for communication of program information (Braille, large print, audiotape, etc.) should ' contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and ' employer. 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 ■ Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 SoilMap..................................................................................................................7 SoilMap................................................................................................................8 Legend..................................................................................................................9 MapUnit Legend................................................................................................10 MapUnit Descriptions........................................................................................10 Larimer County Area, Colorado......................................................................12 74—Nunn clay loam, 1 to 3 percent slopes.................................................12 References............................................................................................................14 4 I 1 1 How Soil Surveys Are Made i Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and 1 their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of 1 the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the 1 surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil.and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil -vegetation -landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil.profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil scientists classified and named the soils in the survey area, they compared the Custom Soil Resource Report ' individual soils with similar soils in the same taxonomic class in other areas so that ' they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of ' the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is ' needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil - landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil -landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of ' sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other ' . properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret ' the data from these analyses and tests as well as the field -observed characteristics and the soil properties to determine the expected behavior of the soils under different 1 uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, ' production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. ' Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have ' a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the ' survey area, they drew the boundaries of these bodies on aerial photographs and identified each as a specific map unit. Aerial photographs show trees, buildings, fields, ' roads, and rivers, all of which help in locating boundaries accurately. 0 i i i 1 Soil Map 1 The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols 1 displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 1 1 1 1 1 i 1 1 1 1 1 1 ■ 7 NLT64 OSLT64b 0>1.16" OELT6" OZL16" 0TL16W 00L160b 06916M, 08916" 01916" MOSS .501 _ rn a ,U $ x f � a a r RRi►�- ' � g4 00 L 5 n w- � zQ a $ M29.0T WNW O emw OKTop OLIT6" OZL16" Ol/. 64 OOL16" 069T6" 08916" O19T6" e i R � 6 � I 1 o m m o o 06 rn O m_ a O $ m CD O N m A !EN 0,0 m O N m l°0 m r Q 3 D (n O p Cp i m{pp _U t" p L m m I m O C m C U U U C Z m V j p N m m 0 m ov E mvNE N cYm N c U m O N m m V U A a .m O Z E avmm �c co y a m s N 0U) E n m y Y 0 m E��� 0 4)w or�mv c UN a t w � a o °'E p n c �a a) CD Z m v L o m cQ 5 m a m E E V y w m y o v Qo m N o c a m o. F. m mo n nLm N as a ct2 5 �E3 ° m Eani° `m0M (D m cN cmi rn n O mNn vTm�.o Em °m m o c y " 16 N n o 2c m n mZ c m 10Eo lE n m E CL Q c� m �� mOD H Lm a)N JE� m a O m> Cn E 0> Jm a Um mm O O EEmL mm ���mv rnm mm E ov>, o c c� mZvl Lv=° v m a `00Em ° m oCT0 V.Q` m 0 ot°� °c QLmEprn7�nw�z `m `m8m m�o (_ 0.im mm p m 0 Oy�O m Em waU) U) U') no�CN °OEIV y m y y -Fa � T m c m n n i U t m U m V N y T C c = y O U m 2 p y0 J h m m O p t ti a 0 a N y L° K O O m L p U 0 0 > i O vai 3 N «o K - D � � a Q 0 v o v Z It 0 w CL y c CQ a OC mo C y d J LL N E m m m j > Oa a0 T O `m Q A J N U)O O O T m N a O - LL m N U. 3 3 N. m m m m m v 5 § m a m .o 0 .o c o g m o L0 m mm m c N `v o m m c p a D U UUri(N U) 0)n m U) a a a O N N :L I Custom Soil Resource Report 1 I [1 Map Unit Legend °�.bi k```+^;5.`3l:" O. " yy _ Larlmer County Area_ •- H .t'�' S I.n,Yt,�+,.E �aa _r. PItP6iRl#�Yrt...yaa�t 1C.ollorrado (C0644)' +' ,�`. 1d [:i: xf1+� ;± M p UnRSymbol , A4p�Unll+Namw� .' ..- _;,... "Acres+ln AOIPercentoT _ A'Ol P-. , 74 Nunn day loam, 1 to 3 percent 1.6 100.0% slopes Totals for Area of Interest 1.6 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the ' map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different ' management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that itwas impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic .classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to ' define and locate the soils and miscellaneous areas. ' 10 0 Custom Soil Resource Report An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha - Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. 11 1 Custom Soil Resource Report Larimer County Area, Colorado 74—Nunn clay loam, 1 to 3 percent slopes Map Unit Setting ' National map unit symbol: jpxn Elevation: 4,800 to 5,600 feet ' Mean annual precipitation: 13 to 15 inches Mean annual air temperature: 48 to 50 degrees F Frost -free period: 135 to 150 days Farmland classification: Prime farmland if irrigated ' Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit. Description of Nunn ' Setting Landform: Terraces, fans Landform position (three-dimensional): Base slope, tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Alluvium ' Typical profile H1 - 0 to 10 inches: clay loam H2 - 10 to 60 inches: clay loam, clay ' H2 - 10 to 60 inches: Properties and qualities Slope: 1 to 3 percent ' Depth.to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 in/hr) Depth to water table: More than 80 inches ' Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 15 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Very high (about 18.9 inches) Interpretive groups Land capability classification (irrigated): 2e ' Land capability classification (nonirrigated): 3e Hydrologic Soil Group: C Hydric soil rating. No ' Minor Components Ulm Percent of map unit. 10 percent ' Hydric soil rating: No ' 12 _M Custom Soil Resource Report I Satanta ' Percent of map unit: 5 percent Hydric soil rating: No 13 I 1 1 1 References 1 American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of ' soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service ' F WS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. ' Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. ' National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. ' Department of Agriculture Handbook 18. http://www.nres.usda.govtwps/portal/nres/ detail/national/soils/?cid=nres 142p2_054262 Soil Survey Staff.1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, 1 U.S. Department of Agriculture Handbook 436. http:/twww.nres.usda.govtwps/portal/ nres/detail/national/soils/?cid=n res 142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of 1 Agriculture, Natural Resources Conservation Service. http://www.nres.usda.govtwps/ portal/nres/detail/national/soils/?cid=nres 142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and 1 Delaware Department of Natural Resources and Environmental Control, Wetlands Section. ' United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. ' United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nres.usda.govtwps/portal/nres/detail/soils/ home/?cid=nres 142p2_053374 1 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http:/twww.nres.usda.govtwps/portal/nres/ detail/national/land use/rangepasture/?cid=stelprdb 1043084 1 14 ■ Custom Soil Resource Report United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/ nres/detai I/soi Is/scientists/?cid=nres142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http:/twww. nres. usda.govtwps/portal/n res/detail/national/soils/? cid=nres142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrr-s.usda.gov/lntemet/FSE—DOCUMENTS/nrcsl42p2_052290.pdf 15 APPENDIX F Flood Modeling Summary and Technical Appendix NORTHERN ' ENGINEERING ' City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 September 14, 2016 ' RE: . HEC-RAS summary West Plum Housing Dear Staff, This Memo is to summarize HEC-RAS modeling that we have done for the proposed development referred to as West Plum Housing, which is located on Plum Street between just ' east of City Park Avenue. We have run existing and proposed conditions models to represent 100-year water surface elevations prior to the project and after completion of the project. The proposed conditions model is based on preliminary grading plans for the project. ' A study of the area was originally conducted by Northern Engineering in conjunction with the ' project referred to at the time as "The District", and was later renamed "The District at Campus West" (Ref: Final Drainage and Erosion Control Report for The District at Campus West, March 27, 2013, by Northern Engineering) The original study reach for the District at Campus West extended from Shields Street to roughly 350 feet west of'Bluebell Street. Floodplain modeling '. done with the current project extends the study reach west to City Park Avenue. Additionally, current floodplain modeling includes updated mapping of the Plum Street corridor, as Plum ' Street was overlayed, and street elevations are now higher than that of the original modeling. Recently constructed buildings encroaching into the floodplain have also been reflected in current floodplain modeling. ' As shown on the attached HEC-RAS Exhibit, we have added cross -sections at key locations along ' the length of Plum Street. The majority of our modeling is based on one -foot topography generated from field shots. All topographic information is related to the NAVD-88 vertical datum. Table 1, below shows existing and proposed conditions modeling results. Please see the attached HEC-RAS output for support of this data. C L� 1 ' 301 N. Howes Street, Suite 100, Fort Collins, CO 80521 I 970.221.4158 I www.northernengineering.com ■ Table 1- HEC-RAS Model Output Summary Corrected Proposed Effective Condition Difference RiverSta QTotal Min Ch El W.S. Elev W.S. Elev W.S. Elev (cfs) (ft) (ft) (ft) (ft) 100 232 5031.56 5032.9 5032.9 0 102 232 5030.92 5033.32 5033.32 0 103 232 5030.59 5033.48 5033.48 0 103.5 232 5030.83 5033.45 5033.45 0 104 232 5031.33 5033.47 5033.47 0 104.5 232 5031.62 5033.52 5033.52 0 105 232 5031.99 5033.66 5033.66 0 105.5 232 5032.18 5033.72 5033.72 0 106 232 5032.71 5034.29 5034.29 0 106.5 232 5033.22 5034.76 5034.76 0 107 232 5033.59 5035.17 5035.17 0 108 232 5034.48 5035.91 5035.91 0 109 232 5035.36 5036.91 5036.9 -0.01 110 232 5036.16 5037.69 5037.69 0 111 232 5036.86 5038.38 5038.37 -0.01 112 232 5037.43 5039.05 5039.04 -0.01 Please feel free to contact me with any questions you may have. Sincerely, Northern Engineering Services, Inc. oza� Aaron Cvar, PhD, PE I 2 I ' ATTACHMENT 1 ' HEC-RAS Modeling Workmap 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 dVWN110M ONI130011Y S"-33H rn ONIN33NION3 mom. ,Y� Q' Na3H1210N � c3 ONIsnOH wmd 133M _ I ' ATTACHMENT 2 ' HEC-RAS Output 1 1 1 1 I 1 1 1 1 1 1] 1 1 LF 1 WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 1 of 17 HEC-RAS HEC-RAS 5.0.1 April 2016 ' U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California ' X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X ' XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: 1252-001-BFE Project File : 1252-001-BFE.prj Run Date and Time: 9/13/2016 3:54:28 PM ' Project in English units PLAN DATA ' Plan Title: CorrectedEff Plan File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.pll ' Geometry Title: Corrected Eff Geometry File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.g01 Flow Title : Effective Flow Flow File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.f02 ' Plan Summary Information: Number of: Cross Sections = 16 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 ' Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 ' Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ' FLOW DATA Flow Title: Effective Flow Flow File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.f02 ' Flow Data (cfs) ME 1 1 1 1 1 1 1 1 WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 2 of 17 River Reach RS 1 1 112 Boundary Conditions River Reach Profile Downstream 1 1 PF 1 Critical PF 1 232 Upstream GEOMETRY DATA Geometry Title: Corrected Eff Geometry File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.g01 CROSS SECTION RIVER: 1 REACH: 1 RS: 112 INPUT Description: Station Elevation Data num= 25 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5040 -10 5038.13 0 5037.93 .1 5037.43 .55 5037.46 1.01 5037.47 2.22 5037.56 2.44 5037.56 8.58 5038 19 5038.32 21.2 5038.44 21.41 5038.45 22.2 5038.44 23.36 5038.45 23.72 5038.45 25.12 5038.44 26.71 5038.46 39.32 5038.38 39.52 5038.37 40.52 5038.31 40.67 5038.31 40.67 5038.25 41.24 5038.61 51.24 5038.81 84.27 5039.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 41.24 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41.24 84 84 84 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev -10.1 18.6 34.5 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5039.45 Element Left OB Channel Right OB Vel Head (ft) 0.40 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5039.05 Reach Len. (ft) 84.00 84.00 84.00 Crit W.S. (ft) 5039.05 Flow Area (sq ft) 10.19 34.77 4.41 E.G. Slope (ft/ft) 0.004314 Area (sq ft) 10.19 34.77 4.41 Q Total (cfs) 232.00 Flow (cfs) 37.99 187.46 6.55 Top Width (ft) 70.08 Top Width (ft) 10.05 41.24 18.79 Vel Total (ft/s) 4.70 Avg. Vel. (ft/s) 3.73 5.39 1.49 Max Chl Dpth (ft) 1.62 Hydr. Depth (ft) 1.01 0.84 0.23 Conv. Total (cfs) 3532.0 Conv. (cfs) 578.4 2853.9 99.7 Length Wtd. (ft) 84.00 Wetted Per. (ft) 10.92 41.85 18.79 Min Ch El (ft) 5037.43 Shear (lb/sq ft) 0.25 0.22 0.06 Alpha 1.17 Stream Power (lb/ft s) 0.94 1.21 0.09 Frctn Loss (ft) 0.37 Cum Volume (acre-ft) 0.45 1.23 0.05 C 6 E Loss (ft) 0.00 Cum SA (acres) 0.43 1.15 0.17 ' WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 3 of 17 ' Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. ' Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The ' program defaulted to critical depth. CROSS SECTION ' RIVER: 1 REACH: 1 RS: 111 INPUT Description: ' Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5039.5 -10 5037.5 0 5037.3 .02 5037.3 .03 5037.29 .09 5037.29 .3 5037.07 .55 5036.86 .62 5036.87 .95 5036.89 ' 2.48 5036.98 2.51 5036.94 2.57 5036.87 5:23 5037.01 15.37 5037.56 18.26 5037.75 21.09 5037.86 21.11 5037.85 21.78 5037.86. 21.89 5037.87 23.37 5037.85 23.53 5037.85 23.9 5037.94 31.5 5037.85 37.98 5037.56 39.33 5037.54 39.56 5037.52 40.45 5037.45 40.95 5037.78 41 5037.81 ' 51 5038.01 82.47 5039.9 Manning's n Values num- 3 Sta n Val Sta n Val Sta n Val -10.1 ;025 0 .016 41 .025 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41 103 103 103 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev ' -10.1 18.6 34.5 CROSS SECTION OUTPUT Profile #PF 1 ' E.G. Elev (ft) 5038.77 Element Left OB Channel Right OB Vel Head (ft) 0.40 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5038.38 Reach Len. (ft) 103.00 103.00 103.00 Crit W.S. (ft) 5038.38 Flow Area (sq ft) 9.77 34.11 5.75 E.G. Slope (ft/ft) 0.004400 Area (sq ft) 9.77 34.11 5.75 ' Q Total (cfs) 232.00 Flow (cfs) 35.83 184.74 11.43 Top Width (ft) 67.12 Top Width (ft) 10.04 41.00 16.07 Vel Total (ft/s) 4.67 Avg. Vel. (ft/s) 3.67 5.42 1.99 Max Chl Dpth (ft) 1.51 Hydr. Depth (ft) 0.97 0.83 0.36 Conv. Total (cfs) 3497.6 Conv. (cfs) 540.1 2785.2 172.3 Length Wtd. (ft) 103.00 Wetted Per. (ft) 10.88 41.39 16.09 Min Ch E1 (ft) 5036.86 Shear (lb/sq ft) 0.25 0.23 0.10 Alpha 1.17 Stream Power (lb/ft s) 0.90 1.23 0.20 Frctn Loss (ft) 0.45 Cum Volume (acre-ft) 0.43 1.16 0.05 ' C S E Loss (ft) 0.00 Cum SA (acres) 0.41 1.07 0.14 Warning: The energy equation could not be balanced within the specified number of iterations. ' The program used critical depth for the water surface and continued on with the calculations. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid ' subcritical answer. The program defaulted to critical depth. ' CROSS SECTION ' WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT ' NORTHERN ENGINEERING; SEPTEMBER 2016 Page 4 of 17 ' RIVER: 1 ' REACH: 1 RS: 110 INPUT Description: Station Elevation Data num= 30 ' Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5039 -10 5036.84 0 5036.64 .13 5036.64 .18 5036.63 .31 5036.49 .69 5036.16 1.86 5036.21 2.48 5036.24 2.51 5036.28 2.58 5036.31 2.66 5036.27 7.02 5036.6 13.77 5036.79 15.57 5036.96 ' 21.32 5037.16 23.09 5037.13 29.64 5037.05 30.12 5037.06 31.74 5037.06 34.52 5036.96 39.23 5036.86 39.59 5036.83 39.62 5036.83 40.35 5036.76 40.37 5036.76 40.59 5036.89 40.92 5037.11 50.92 5037.31 80.31 5038.9 Manning's n Values num= 3 ' Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.92 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 40.92 95 95 95 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev -10.1 18.6 34.5 ' CROSS SECTION OUTPUT Profile 9PF 1 E.G. Elev (ft) 5038.09 Element Left OB Channel Right OB Vel Head (ft) 0.40 Wt. n-Val. 0.025 0.016 0.025 ' W.S. Elev (ft) 5037.69 Reach Len. (ft) 95.00 95.00 95.00 Crit W.S. (ft) 5037.69 Flow Area (sq ft) 9.49 34.14 6.08 E.G. Slope (ft/ft) 0.004416 Area (sq ft) 9.49 34.14 6.08 Q Total (cfs) 232.00 Flow (cfs) 34.26 185.61 12.12 Top Width (ft) 67.93 Top Width (ft) 10.04 40.92 16.97 ' Vel Total (ft/s) 4.67 Avg. Vel. (ft/s) 3.61 5.44 1.99 Max Chl Dpth (ft) 1.53 Hydr. Depth (ft) 0.94 0.83 0.36 Conv. Total (cfs) 3491.0 Conv. (cfs) 515.6 2793.0 182.4 Length Wtd. (ft) 95.00 Wetted Per. (ft) 10.85 41.28 16.98 Min Ch E1 (ft) 5036.16 Shear (lb/sq ft) 0.24 0.23 0.10 Alpha 1.18 Stream Power (lb/ft s) 0.87 1.24 0.20 Frctn Loss (ft) 0.42 Cum Volume (acre-ft) 0.40 1.08 0.03 C 6 E Loss (ft) 0.00 Cum SA (acres) 0.38 0.98 0.10 ' Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. ' Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid ' subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 REACH: 1 RS: 109 ' INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5038 -10 5035.89 0 5035.69 .14 5035.54 .32 5035.36 ' 1.61 5035.47 2.32 5035.53 13 5035.96 20.63 5036.35 22.68 5036.33 1 WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 5 of 17 28.54 5036.3 39.16 5036.31 39.93 5036.17 40.26 5036.18 40.69 5036.44 40.94 5036.53 40.96 5036.53 50.96 5036.73 78.98 5037.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.96 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 40.96 93 93 93 .1 .3 Blocked Obstructions num= 1 -Sta L Sta R Elev -10.1 18.6 34 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5037.31 Element Left OB Channel Right OB Vel Head (ft) 0.40 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5036.91 Reach Len. (ft) 93.00 93.00 93.00 Crit W.S. (ft) 5036.91 Flow Area (sq ft) 11.23 33.82 3.78 E.G. Slope (ft/ft) 0.004394 Area (sq ft) 11.23 33.82 3.78 Q Total (cfs) 232.00 Flow (cfs) 44.80 182.42 4.78 Top Width (ft) 71.77 Top Width (ft) 10.05 40.96 20.77 Vel Total (ft/s) 4.75 Avg. Vel. (ft/s) 3.99 5.39 1.27 Max Chl Dpth (ft) 1.55 Hydr. Depth (ft) 1.12 0.83 0.18 Conv. Total (cfs) 3499.8 Conv. (cfs) 675.9 2751.8 72.2 Length Wtd. (ft) 93.00 Wetted Per. (ft) 11.02 41.23 20.77 Min Ch El (ft) 5035.36 Shear (lb/sq ft) 0.28 0.23 0.05 Alpha 1.15 Stream Power (lb/ft s) 1.11 1.21 0.06 Frctn Loss (ft) 0.43 Cum Volume (acre-ft) 0.38 1.01 0.02 C & E Loss (ft) 0.00 Cum SA (acres) 0.36 0.89 0.06 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 REACH: 1 RS: 108 INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5037 -10 5035.05 0 5034.85 .1 5034.75 .37 5034.48 1.31 5034.57 2.37 5034.65 6.75 5034.91 '13.64 5035.1 21.08 5035.32 28.1 5035.32 34.83 5035.19 39.14 5035.07 39.4 5035.09 40.02 5035.09 40.32 5035.12 40.39 5035.13 41.46 5035.3 51.46 5035.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 41.46 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41.46 94 94 94 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5036.32 Element Left OB Channel Right OB n WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 6 of 17 Vel Head (ft) 0.41 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5035.91 Reach Len. (ft) 94.00 94.00 94.00 Crit W.S. (ft) 5035.91 Flow Area (sq ft) 9.59 33.10 5.07 E.G. Slope (ft/ft) 0.004801 Area (sq ft) 9.59 33.10 5.07 Q Total (cfs) 232.00 Flow (cfs) 36.36 182.70 12.94 Top Width (ft) 61.50 Top Width (ft) 10.04 41.46 10.00 Vel Total (ft/s) 4.86 Avg. Vel. (ft/s) 3.79 5.52 2.55 ' Max Chl Dpth (ft) 1.43 Hydr. Depth (ft) 0.95 0.80 0.51 Conv. Total (cfs) 3348.4 Conv. (cfs) 524.8 2636.8 186.7 Length Wtd. (ft) 94.00 Wetted Per. (ft) 10.86 41.65 10.41 Min Ch E1 (ft) 5034,48 Shear (lb/sq ft) 0.26 0.21 0.15 Alpha 1.13 Stream Power (lb/ft s) 1.00 1.31 0.37 ' Frctn Loss (ft) 0.27 Cum Volume (acre-ft) 0.36 0.94 0.01 C & E Loss (ft) 0.07 Cum SA (acres) 0.34 0.80 0.03 ' Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. ' Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than - 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to ' critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. ' CROSS SECTION RIVER: 1 ' REACH: 1 RS: 107 INPUT Description: Station Elevation Data num= 22 ' Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -20 5033.99 0 5033.59 2.22 5033.6 2.33 5033.6 3.89 5033.68 20.83 5034.51 22.73 5034.55 23.69 5034.58 25.15 5034.58 38.46 5034.42 38.48 5034.41 38.52 5034.36 39.4 5034.3 39.91 5034.28 40.27 5034.3 ' 40.35 5034.35 40.36 5034.47 40.38 5034.34 40.57 5034.53 40.77 5034.65 40.9 5034.73 50.9 5034.93 i Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ' -20 .025 0 .016 40.9 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 40.9 46 46 46 .1 .3 ' CROSS SECTION OUTPUT Profile 9PF 1 E.G. Elev (ft) 5035.36 Element Left OB Channel Right OB Vel Head (ft) 0.19 Wt. n-Val. 0.025 0.016 0.025 t W.S. Elev (ft) 5035.17 Reach Len. (ft) 46.00 46.00 46.00 Crit W.S. (ft) Flow Area (sq ft) 27.67 37.93 3.43 E.G. Slope (ft/ft) 0.001852 Area (sq ft) 27.67 37.93 3.43 Q Total (cfs) 232.00 Flow (cfs) 84.55 143.22 4.24 t Top Width (ft) 70.90 Top Width (ft) 20.00 40.90 10.00 Vel Total (ft/s) 3.36 Avg. Vel. (ft/s) 3.06 3.78 1.23 Max Chl Dpth (ft) 1.58 Hydr. Depth (ft) 1.38 0.93 0.34 Conv. Total (cfs) Length Wtd. (ft) 5390.6 46.00 Conv. (cfs) Wetted Per. (ft) 1964.5 21.19 3327.6 41.31 98.4 10.25 t 1 WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 7 of 17 Min Ch El (ft) 5033.59 Shear (lb/sq ft) 0.15 0.11 0.04 Alpha 1.08 Stream Power (lb/ft s) 0.46 0.40 0.05 Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 0.32 0.86 0.00 ' C 6 E Loss (ft) 0.03 Cum SA (acres) 0.31 0.71 0.01 Warning: The cross-section end points had to be -extended vertically for the computed water ' surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. ' CROSS SECTION RIVER: 1 ' REACH: 1 RS: 106.5 INPUT Description: Station Elevation Data num= 27 ' Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5036 -10 5033.91 0 5033.71 .49 5033.22 1.89 5033.26 1.93 5033.27 2.33 5033.28 20.49 5034.13 22.64 5034.16 24.79 5034.19 25.02 5034.19 25.55 5034.18 38.13 5034.11 38.14 5034.11 38.26 5034.05 ' 38.44 5034.04 40.14 5034.09 40.19 5034.09 40.21 5034.12 40.21 5034.11 40.3 5034.2 40.33 5034.11 40.69 5034.48 40.7 5034.6 40.71 5034.62 40.71 5034.48 40.76 5034.48 Manning's n Values num= 3 ' Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.76 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 0 40.76 67 67 67 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5035.21 Element Left OB Channel Right OB ' Vel Head (ft) 0.45 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5034.76 Reach Len. (ft) 67.00 67.00 67.00 Crit W.S. (ft) 5034.76 Flow Area (sq ft) 9.47 34.82 E.G. Slope (ft/ft) 0.004722 Area (sq ft) 9.47 34.82 ' Q Total (cfs) 232.00 Flow (cfs) 35.30 196.70 Top Width (ft) 50.80 Top Width (ft) 10.04 40.76 Vel Total (ft/s) 5.24 Avg. Vel. (ft/s) 3.73 5.65 Max Chl Dpth (ft) 1.53 Hydr. Depth (ft) 0.94 0.85 ' Conv. Total (cfs) 3376.1 Conv. (cfs) 513.7 2862.4 Length Wtd. (ft) 67.00 Wetted Per. (ft) 10.85 41.82 Min Ch E1 (ft) 5033.22 Shear (lb/sq ft) 0.26 0.25 Alpha 1.06 Stream Power (lb/ft s) 0.96 1.39 Frctn Loss (ft) 0.32 Cum Volume (acre-ft) 0.30 0.82 C 6 E Loss (ft) 0.00 Cum SA (acres) 0.29 0.67 Warning: The energy equation could not be balanced within the specified number of iterations. ' The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: During the standard step iterations, when the assumed water surface was set equal to t critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The ' program defaulted to critical depth. 1 WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT ' NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 8 of 17 CROSS SECTION RIVER: 1 REACH: 1 RS: 106 INPUT ' Description: Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5035 -10 5033.4 0 5033.2 .36 5032.84 .49 5032.71 1.83 5032.83 2.28 5032.84 6.91 5033.07 20.36 5033.7 21.53 5033.69 ' 22.97. 5033.72 25.51 5033.76 25.63 5033.8 32.67 5033.67 38.26 5033.57 38.34 5033.57 38.82 5033.54 40.22 5033.54 40.25 5033.4 40.27 5033.42 40.72 5034.04 40.73 5033.95 40.78 5033.86 ' Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.78 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 0 40.78 99 99 99 .1 .3 CROSS SECTION OUTPUT Profile @PF 1 ' E.G. Elev (ft) 5034.75 Element Left OB Channel Right OB Vel Head (ft) 0.46 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5034.29 Reach Len. (ft) 99.00 99.00 99.00 Crit W.S. (ft) 5034,29 Flow Area (sq ft) 9.91 34.07 E.G. Slope (ft/ft) 0.004930 Area (sq ft) 9.91 34.07 ' Q Total (cfs) 232.00 Flow (cfs) 38.83 193.17 Top Width (ft) 50.84 Top Width (ft) 10.06 40.78 Vel Total (ft/s) 5.28 Avg. Vel. (ft/s) 3.92 5.67 Max Chl Dpth (ft) 1.58 Hydr. Depth (ft) 0.99 0.84 ' Conv. Total (cfs) 3304.2 Conv. (cfs) 553.0 2751.1 Length Wtd. (ft) 99.00 Wetted Per. (ft) 10.89 42.02 Min Ch E1 (ft) 5032.71 Shear (lb/sq ft) 0.28 0.25 Alpha 1.05 Stream Power (lb/ft s) 1.10 1.41 Frctn Loss (ft) 0.49 Cum Volume (acre-ft) 0.28 0.77 ' C & E Loss (ft) 0.01 Cum SA (acres) 0.28 0.60 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water ' surface. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION ' RIVER: 1 REACH: 1 RS: 105.5 INPUT Description: Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5035 -10 5032.89 0 5032.69 .01 5032.68 .4 5032.29 .51 5032.18 .89 5032.18 2.24 5032.21 5.32 5032.34 20.09 5033.03 21.15 5033.09 21.54 5033.09 22.8 5033.13 29.05 5033.32 30.84 5033.29 WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT ' NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 9 of 17 42.28 5033.21 45.01 5033.21 45.09 5033.06 46.33 5033.06 46.68 5033.05 46.69 5032.92 46.71 5032.92 47.2 5033.55 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 47.2 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 47.2 42 42 42 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5034.13 Element Left OB Channel Right OB Vel Head (ft) 0.42 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.72 Reach Len. (ft) 42.00 42.00 42.00 Crit W.S. (ft) 5033.72 Flow Area (sq ft) 9.28 36.55 ' E.G. Slope (ft/ft) 0.004875 Area (sq ft) 9.28 36.55 Q Total (cfs) 232.00 Flow (cfs) 34.74 197.26 Top Width (ft) 57.24 Top Width (ft) 10.04 47.20 Vel Total (ft/s) 5.06 Avg. Vel. (ft/s) 3.74 5.40 Max Chl Dpth (ft) 1.54 Hydr. Depth (ft) 0.92 0.77 ' Conv. Total (cfs) 3322.7 Conv. (cfs) 497.5 2825.2 Length Wtd. (ft) 42.00 Wetted Per. (ft) 10.83 48.12 Min Ch El (ft) 5032.18 Shear (lb/sq ft) 0.26 0.23 Alpha 1.05 Stream Power (lb/ft s) 0.98 1.25 ' Frctn Loss (ft) 0.10 Cum Volume (acre-ft) 0.26 0.69 C 6 E Loss (ft) 0.08 Cum SA (acres) 0.25 0.50 Warning: The energy equation could not be balanced within the specified number of iterations. ' The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. ' Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated ' water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. ' CROSS SECTION RIVER: 1 ' REACH: 1 RS: 105 INPUT Description: Station Elevation Data num= 26 ' Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -20 5032.47 0 5032.07 .56 5032.02 2.64 5031.99 3.02 5032.01 7.57 5032.21 19.74 5032.79 21.53 5032.89 21.58 5032.9 22.18 5032.91 30.98 5032.98 31.52 5032.92 35.32 5032.9 39.36 5032.82 43.83 5032.79 43.84 5032.81 43.9 5032.72 45.08 5032.68 45.79 5032.78 45.8 5032.64 45.87 5032.66 45.95 5032.66 46.14 5032.84 46.29 5033.06 46.43 5033.13 46.44 5033.13 Manning's n Values num= 3 ' Sta n Val Sta n Val Sta n Val -20 .025 0 .016 46.44 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 46.44 42 42 42 .1 .3 I - WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 10 of 17 CROSS SECTION OUTPUT Profile #PF 1 ' E.G. Elev (ft) 5033.82 Element Left OB Channel Right OB Vel Head (ft) 0.16 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.66 Reach Len. (ft) 42.00 42.00 42.00 Crit W.S. (ft) Flow Area (sq ft) 27.81 47.10 ' E.G. Slope (ft/ft) 0.001341 Area (sq ft) 27.81 47.10 Q Total (cfs) 232.00 Flow (cfs) 72.55 159.45 Top Width (ft) 66.44 Top Width (ft) 20.00 46.44 Vel Total (ft/s) 3.10 Avg. Vel. (ft/s) 2.61 3.39 Max Chl Dpth (ft) 1.67 Hydr. Depth (ft) 1.39 1.01 ' Conv. Total (cfs) 6336.1 Conv. (cfs) 1981.4 4354.7 Length Wtd. (ft) 42.00 Wetted Per. (ft) 21.19 47.41 Min Ch E1 (ft) 5031.99 Shear (lb/sq ft) 0.11 0.08 Alpha 1.04 Stream Power (lb/ft s) 0.29 0.28 ' Frctn Loss (ft) 0.07 Cum Volume (acre-ft) 0.24 0.65 C 6 E Loss (ft) 0.01 Cum SA (acres) 0.24 0.46 . ' Warning: The cross-section end points had to be extended vertically for the computed water surface. CROSS SECTION ' RIVER: 1 REACH: 1 RS: 104.5 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -16.1 5034 -16 5032.52 0 5032.12 .1 5031.62 2.09 5031.71 ' 2.25 5031.72 5.44 5031.88 16.82 5032.54 18.64 5032.66 18.91 5032.68 19.52 5032.72 25.21 5032.82 25.79 5032.84 28.52 5032.86 36.21 5032.84 37.6 5032.77 39.8 5032.62 40.2 5032.6 40.32 5032.53 40.35 5032.57 40.36 5032.57 42 5032.42 42.11 5032.43 42.15 5032.48 42.16 5032.47 42.23 5032.46 42.33 5032.45 42.44 5032.56 42.59 5032.9 42.65 5032.98 42.66 5032.97 42.7 5032.96 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -16.1 .025 0 .016 42.7 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 42.7 73 73 73 .1 .3 ' CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.74 Element Left OB Channel Right OB Vel Head (ft) 0.22 Wt. n-Val. 0.025 0.016 ' W.S. Elev (ft) 5033.52 Reach Len. (ft) 73.00 73.00 73.00 Crit W.S. (ft) Flow Area (sq ft) 19.26 44.31 E.G. Slope (ft/ft) 0.001865 Area (sq ft) 19.26 44.31 Q Total (cfs) 232.00 Flow (cfs) 53.70 178.30 Top Width (ft) 58.77 Top Width (ft) 16.07 42.70 Vel Total (ft/s) 3.65 Avg. Vel. (ft/s) 2.79 4.02 Max Chl Dpth (ft) 1.90 Hydr. Depth (ft) 1.20 1.04 Conv. Total (cfs) 5371.7 Conv. (cfs) 1243.3 4128.4 Length Wtd. (ft) 73.00 Wetted Per. (ft) 17.01 44.10 ' Min Ch E1 (ft) 5031.62 Shear (lb/sq ft) 0.13 0.12 Alpha 1.07 Stream Power (lb/ft s) 0.37 0.47 Frctn Loss (ft) 0.09 Cum Volume (acre-ft) 0.22 0.61 C 6 E Loss (ft) 0.02 Cum SA (acres) 0.22 0.42 ' 1 1 1 1 1 1 1 1 1 WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page it of 17 Warning: The cross-section end points had to be extended vertically for the computed water surface. CROSS SECTION RIVER: 1 REACH: 1 RS: 104 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -16.1 5034 -16 5032.26 0 5031.86 .1 5031.36 .32 5031.33 1.57 5031.42 2.05 5031.44 6.12 5031.65 18.13 5032.3 18.97 5032.35 23.72 5032.47 25.53 5032.52 34.82 5032.49 36.25 5032.44 38.69 5032.35 38.91 5032.17 38.92 5032.16 39.99 5032.18 40.7 5032.15 40.76 5032.1 40.78 5032.05 40.96 5032.3 41.2 5032.65 41.24 5032.65 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -16.1 .025 0 .016 41.24 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41.24 89 89 89 .1 .3 CROSS SECTION OUTPUT Profile $PF 1 E.G. Elev (ft) 5033.63 Element Left OB Channel Right OB Vel Head (ft) 0.15 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.47 Reach Len. (ft) 89.00 89.00 89.00 Crit W.S. (ft) Flow Area (sq ft) 22.66 54.19 E.G. Slope (ft/ft) 0.000958 Area (sq ft) 22.66 54.19 Q Total (cfs) 232.00 Flow (cfs) 50.08 181.92 Top Width (ft) 57.31 Top Width (ft) 16.07 41.24 Vel Total (ft/s) 3.02 Avg. Vel. (ft/s) 2.21 3.36 Max Chl Dpth (ft) 2.14 Hydr. Depth (ft) 1.41 1.31 Conv. Total (cfs) 7494.1 Conv. (cfs) 1617.7 5876.4 Length Wtd. (ft) 89.00 Wetted Per. (ft) 17.22 42.94 Min Ch E1 (ft) 5031.33 Shear (lb/sq ft) 0.08 0.08 Alpha 1.09 Stream Power (lb/ft s) 0.17 0.25 - Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 0.19 0.52 C 6 E Loss (ft) 0.01 Cum SA (acres) 0.20 0.35 Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 1 REACH: 1 RS: 103.5 INPUT Description: Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev -16.1 5036 -16 5034.18 -6 5031.83 .46 5030.85 .6 5030.83 1.68 5030.86 12.52 5031.49 19.02 5031.87 19.86 5031.92 24.64 5032.01 27.55 5032.02 34.95 5032.04 Sta Elev Sta Elev 0 5031.02 .39 5031.03 2.4 5030.94 2.53 5030.93 20.34 5031.93 22.96 5031.96 37.07 5031.93 38.28 5031.83 I WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 12 of 17 38.29 5031.82 39.11 5031.61 40.09 5031.43 40.14 5031.53 40.2 5031.5 40.29 5031.71 40.59 5031.98 40.67 5032.12 40.7 5032.14 40.71 5032.14 40.89 5032.15 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ' -16.1 .025 0 Bank Sta: Left Right .016 Lengths: 40.89 .025 Left Channel Right Coeff Contr. Expan. 0 40.89 46 46 46 .1 .3 ' CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.56 Element Left OB Channel Right OB Vel Head (ft) 0.11 Wt. n-Val. 0.025 0.016 ' W.S. Elev (ft) Crit W.S. (ft) 5033,45 Reach Len. (ft) Flow Area (sq ft) 46.00 17.68 46.00 72.91 46.00 E.G. Slope (ft/ft) 0.000450 Area (sq ft) 17.68 72.91 Q Total (cfs) 232.00 Flow (cfs) 27.20 204.80 Top Width (ft) 53.77 Top Width (ft) 12.88 40.89 Vel Total (ft/s) 2.56 Avg. Vel. (ft/s) 1.54 2.81 ' Max Chl Dpth (ft) 2.62 Hydr. Depth (ft) 1.37 1.78 Conv. Total (cfs) 10942.2 Conv. (cfs) 1282.7 9659.5 Length Wtd. (ft) 46.00 Wetted Per. (ft) 13.12 42.80 Min Ch E1 (ft) Alpha 5030.83 1.10 Shear (lb/sq ft) 0.09 Stream Power (lb/ft s) 0.06 0.05 0.13 Frctn Loss (ft) 0.01 Cum Volume (acre-ft) 0.14 0.39 C 6 E Loss (ft) 0.02 Cum SA (acres) 0.17 0.26 ' Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less ' than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION ' RIVER: 1 REACH: 1 RS: 103 INPUT ' Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -20 5031 0 5030.6 .38 5030.59 .47 5030.61 .6 5030.64 .61 5030.6 .73 5030.61 1.28 5030.67 3.18 5030.73 3.19 5030.76 ' 8.01 5031.06 21.84 5031.82 22.39 5031.85 28.83 5031.84 29.8 5031.86 30.66 5031.86 34.02 5031.78 40.38 5031.71 40.41 5031.87 40.43 5031.83 41.76 5031.66 42.05 5031.65 42.08 5031.66 42.15 5031.7 42.16 5031.72 42.25 5031.71 42.34 5031.79 42.6 5031.78 42.63 5032.18 42.66 5032.22 ' 42.67 5032.01 42.7 5032.04 42.71 5032.04 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -20 .025 0 .016 42.71 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 42.71 79 79 79 .1 .3 ' CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.53 Element Left OB Channel Right OB Vel Head (ft) 0.05 Wt. n-Val. 0.025 0.016 ' W.S. Elev (ft) 5033.48 Reach Len. (ft) 79.00 79.00 79.00 WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 13 of 17 Crit W.S. (ft) Flow Area (sq ft) 53.62 84.67 E.G. Slope (ft/ft) 0.000173 Area (sq ft) 53.62 84.67 Q Total (cfs) 232.00 Flow (cfs) 74.73 157.27 ' Top Width (ft) 62.71 Top Width (ft) 20.00 42.71 Vel'Total (ft/s) 1.68 Avg. Vel. (ft/s) 1.39 1.86 Max Chl Dpth (ft) 2.89 Hydr. Depth (ft) 2.68 1.98 Conv. Total (cfs) 17658.2 Conv. (cfs) 5688.3 11969.9 ' Length Wtd. (ft) 79.00 Wetted Per. (ft) 22.48 45.08 Min Ch El (ft) 5030.59 Shear (lb/sq ft) 0.03 0.02 Alpha 1.05 Stream Power (lb/ft s) 0.04 0.04 Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 0.11 0.31 ' C 6 E Loss (ft) 0.01 Cum SA (acres) 0.15 0.22 Warning: The cross-section end points had to be extended vertically for the computed water surface. ' Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. ' CROSS SECTION RIVER: 1 REACH: 1 RS: 102 ' INPUT Description: Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -5.7 5033 -5.6 5031.68 -4.5 5031.63 0 5031.43 .1 5030.93 .35 5030.94 .44 5030.93 .54 5030.95 .71 5030.92 .77 5030.93 2.2 5030.97 2.21 5030.97 16.44 5031.72 21.02 5031.96 28.63 5032.18 39.01 5032.47 39.06 5032.47 39.07 5032.46 39.1 5032.46 41 5032.35 ' 41.01 5032.36 41.5 5032.85 41.69 5032.85 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val ' -5.7 .025 0 .016 41.69 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41.69 150 150 150 .1 .3 ' CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.49 Element Left OB Channel Right OB Vel Head (ft) 0.17 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.32 Reach Len. (ft) 150.00 150.00 150.00 Crit W.S. (ft) Flow Area (sq ft) 9.98 62.20 E.G. Slope (ft/ft) 0.000812 Area (sq ft) 9.98 62.20 Q Total (cfs) 232.00 Flow (cfs) 20.93 211.07 Top Width (ft) 47.39 Top Width (ft) 5.70 41.69 ' Vel Total (ft/s) 3.21 Avg. Vel. (ft/s) 2.10 3.39 Max Chl Dpth (ft) 2.40 Hydr. Depth (ft) 1.75 1.49 Conv. Total (cfs) 8142.8 Conv. (cfs) 734.5 7408.3 Length Wtd. (ft) 150.00 Wetted Per. (ft) 7.25 42.82 Min Ch E1 (ft) 5030.92 Shear (lb/sq ft) 0.07 0.07 ' Alpha 1.05 Stream Power (lb/ft s) 0.15 0.25 Frctn Loss (ft) 0.21 Cum Volume (acre-ft) 0.05 0.18 C 6 E Loss (ft) 0.02 Cum SA (acres) 0.12 0.14 ' Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less ' than 0.7 or greater than 1 E - WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 14 of 17 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 1 REACH: 1 RS: 100 INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev -115.5 5033.18 -27.5 5032.68 -4.5 5032.18 0 5032.06 .84 5031.56 2.01 5031.63 2.78 5031.69 12.91 5031.76 20.92 5031.92 28.05 5032.03 37.99 5032.12 38.6 5032.09 39.88 5032.3 40.18 5032.6 40.51 5032.58 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -115.5 .025 0 .016 40.51 .025 Bank Sta: Left Right Coeff Contr. Expan. 0 40.51 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 46.2 40.51 5041.18 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.26 Element Vel Head (ft) 0.36 Wt. n-Val. W.S. Elev (ft) 5032.90 Reach Len. (ft) Crit W.S. (ft) 5032.90 Flow Area (sq ft) E.G. Slope (ft/ft) 0.003043 Area (sq ft) Q Total (cfs) 232.00 Flow (cfs) Top Width (ft) 107.28 Top Width (ft) Vel Total (ft/s) 3.90 Avg. Vel. (ft/s) Max Chi Dpth (ft) 1.34 Hydr. Depth (ft) Conv. Total (cfs) 4205.9 Conv. (cfs) Length Wtd. (ft) Wetted Per. (ft) Min Ch El (ft) 5031.56 Shear (lb/sq ft) Alpha 1.50 Stream Power (lb/ft s) Frctn Loss (ft) Cum Volume (acre-ft) C 6 E Loss (ft) Cum SA (acres) SUMMARY OF MANNING'S N VALUES River:l Reach River Sta. nl n2 n3 1 112 .025 .016 .025 1 ill .025 .016 .025 1 110 .025 .016 .025 1 109 .025 .016 .025 1 108 .025 .016 .025 1 107 .025 .016 .025 1 106.5 .025 .016 .025 1 106 .025 .016 .025 1 105.5 .025 .016 .025 1 105 .025 .016 .025 1 - 104.5 .025 - .016 .025 1 104 .025 .016 .025 Sta Elev .1 5031.56 19.06 5031.88 39.68 5032.1 Left OB Channel Right OB 0.025 0.016 18.79 40.65 18.79 40.65 26.45 205.55 66.77 40.51 1.41 5.06 0.28 1.00 479.5 3726.4 66.78 41.46 0.05 0.19 0.08 0.94 WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 15 of 17 1 103.5 .025 .016 .025 1 103 .025 .016 .025 1 - 102 .025 .016 .025 1 100 .025 .016 .025 G SUMMARY OF REACH LENGTHS River: 1 Reach River Sta. Left Channel Right 1 112 84 84 84 1 ill 103 103 103 1 110 95 95 95 1 109 93 93 93 1 108 94 94 94 1 107 46 46 46 1 106.5 67 67 67 1 106 99 99 99 1 105.5 42 42 42 1 105 42 42 42 1 104.5 73 73 73 1 104 89 89 89 1 103.5 46 46 46 1 103 79 79 79 1 102 150 150 150 1 100 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 Reach River Sta. Contr. Expan. 1 112 .1 .3 1 ill .1 .3 1 110 .1 .3 1 109 .1 .3 1 108 .1 .3 1 107 .1 .3 1 106.5 .1 .3 1 106 .1 .3 1 105.5 .1 .3 1 105 .1 .3 1 104.5 .1 .3 1 104 .1 .3 1 103.5 .1 .3 1 103 .1 .3 1 102 .1 .3 1 100 .1 .3 Profile Output Table - Standard Table 1 Reach River Sta Profile Q Total Min Ch E1 W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chi (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) I WEST PLUM HOUSING ' CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 16 of 17 1 100 PF 1 232.00 5031.56 5032.90 5032.90 5033.26 0.003043 5.06 59.44 107.28 0.89 1 102 PF 1 232.00 5030.92 5033.32 5033.49 ' 0.000812 3.39 72.18 47.39 0.49 1 103 PF 1 232.00 5030.59 5033.48 5033.53 0.000173 1.86 138.28 62.71 0.23 1 103.5 PF 1 232.00 5030.83 5033.45 5033.56 ' 0.000450 2.81 90.60 53.77 0.37 1 104 PF 1 232.00 5031.33 5033.47 5033.63 0.000958 3.36 76.85 57.31 0.52 1 104.5 PF 1 232.00 5031.62 5033.52 5033.74 0.001865 4.02 63.57 58.77 0.70 ' 1 105 PF 1 232.00 5031.99 5033.66 5033.82 0.001341 3.39 74.91 66.44 0.59 1 105.5 PF 1 232.00 5032.18 5033.72 5033.72 5034.13 0.004875 5.40 45.82 57.24 1.08 ' 1 106 PF 1 232.00 5032.71 5034.29 5034.29 5034.75 0.004930 5.67 43.98 50.84 1.09 1 106.5 PF 1 232.00 5033.22 5034.76 5034.76 5035.21 0,001722 5.65 44.29 50.80 1.01 1 107 PF 1 232.00 5033.59 5035.17 5035.36 0.001852 3.78 69.03 70.90 0.69 1 108 PF 1 232.00 5034.48 5035.91 5035.91 5036.32 0.004801 5.52 -47.76 61.50 1.09 1 109 PF 1 232.00 5035.36 5036.91 5036.91 5037.31 ' 0.004394 5.39 48.83 71.77 1.05 1 110 PF 1 232.00 5036.16 5037.69 5037.69 5038.09 0.004416 5.44 49.71 67.93 1.05 1 111 PF 1 232.00 5036,86 5031,31 5038,38 5038,77 0.004400 5.42 49.63 67.12 1.05 ' 1 112 PF 1 232.00 5037.43 5039.05 5039.05 5039.45 0.004314 5.39 49.37 70.08 1.04 Profile Output Table - Standard Table 2 Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C 6 E Loss Q Left Q Channel Q Right Top Width ' (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) 1 100 PF 1 5033.26 5032.90 0.36 26.45 205.55 107.28 ' 1 102 PF 1 5033.49 5033.32 0.17 0.21 0.02 20.93 211.07 47.39 1 103 PF 1 5033.53 5033.48 0.05 0.03 ' 0.01 74.73 1 157.27 103.5 PF 1 62.71 5033.56 5033.45 0.11 0.01 0.02 27.20 204.80 53.77 1 104 PF 1 5033.63 5033.47 0.15 0.06 0.01 50.08 181.92 57.31 1 104.5 PF 1 5033.74 5033.52 0.22 0.09 0.02 53.70 178.30 58.77 1 105 PF 1 5033.82 5033.66 0.16 0.07 0.01 72.55 159.45 66.44 ' 1 0.08 34.74 105.5 197.26 PF 1 5034.13 57.24 5033.72 0.42 0.10 1 106 PF 1 5034.75 5034.29 0.46 0.49 0.01 38.83 193.17 50.84 1 106.5 PF 1 5035.21 5034.76 0.45 0.32 0.00 35.30 196.70 50.80 ' 1 107 PF 1 5035.36 5035.17 0.19 0.13 0.03 84.55 143.22 4.24 70.90 1 108 PF 1 5036.32 5035.91 0.41 0.27 ' 0.07 36.36 182.70 12.94 61.50 1 a 1 1 1 1 1 1 i 1 1 1 1 1 i I 1 1 1 I WEST PLUM HOUSING CORRECTED EFFECTIVE HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 17 of 17 1 109 PF 1 5037.31 5036.91 0.40 0.43 0.00 44.80 182.42 4.78 71.77 1 110 PF 1 5038.09 5037.69 0.40 0.42 0.00 34.26 185.61 12.12 67.93 1 111 PF 1 5038.77 5038.38 0.40 0.45 0.00 35.83 184.74 11.43 67.12 1 112 PF 1 5039.45 5039.05 0.40 0.37 0.00 37.99 187.46 6.55 70-.08 1 I WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 1 of 17 HEC-RAS HEC-RAS 5.0.1 April 2016 ' U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX 1 PROJECT DATA Project Title: 1252-001-BFE ' Project File : 1252-001-BFE.prj Run Date and Time: 9/13/2016 3:99:55 PM ' Project in English units PLAN DATA Plan Title: ProposedCond Plan File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.p10 Geometry Title: Proposed Cond Geometry File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.g02 Flow Title : Effective Flow Flow File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.f02 Plan Summary Information: Number of: Cross Sections = 16 Multiple Openings = 0 Culverts = 0 Inline Structures = 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Effective Flow Flow File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.f02 Flow Data (cfs) WEST PLUM HOUSING ' PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 2 of 17 River Reach RS 1 1 112 Boundary Conditions River Reach Profile Downstream 1 1 PF 1 Critical PF 1 232 Upstream GEOMETRY DATA Geometry Title: Proposed Cond Geometry File : d:\Projects\1252-001\Drainage\Modeling\HEC-RAS\1252-001-BFE.g02 CROSS SECTION RIVER: 1 REACH: 1 RS: 112 INPUT Description: Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5040 -10 5038.13 0 5037.93 .1 5037.43 .55 5037.46 1.01 5037.47 2.22 5037.56 2.44 5037.56 8.58 5038 19 5038.32 21.2 5038.44 21.41 5038.45 22.2 5038.44 23.36 5038.45 23.72 5038.45 25.12 5038.44 26.71 5038.46 39.32 5038.38 39.52 5038.37 40.52 5038.31 40.67 5038.31 40.67 5038.25 41.24 5038.61 51.24 5038.81 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 41.24 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41.24 84 84 84 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev -10.1 18.6 34.5 CROSS SECTION OUTPUT Profile 9PF 1 E.G. Elev (ft) 5039.45 Element Left OB Channel Right OB Vel Head (ft) 0.42 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5039.04 Reach Len. (ft) 84.00 84.00 84.00 Crit W.S. (ft) 5039.04 Flow Area (sq ft) 10.07 34.27 3.25 E.G. Slope (ft/ft) 0.004542 Area (sq ft) 10.07 34.27 3.25 Q Total (cfs) 232.00 Flow (cfs) 38.23 187.71 6.05 Top Width (ft) 61.29 Top Width (ft) 10.05 41.24 10.00 Vel Total (ft/s) 4.88 Avg. Vel. (ft/s) 3.80 5.48 1.86 Max Chl Dpth (ft) 1.60 Hydr. Depth (ft) 1.00 0.83 0.32 Conv. Total (cfs) 3442.5 Conv. (cfs) 567.3 2785.3 89.8 Length Wtd. (ft) 84.00 Wetted Per. (ft) 10.91 41.85 10.23 Min Ch El (ft) 5037.43 Shear (lb/sq ft) 0.26 0.23 0.09 Alpha 1.13 Stream Power, (lb/ft s) 0.99 1.27 0.17 Frctn Loss (ft) 0.38 Cum Volume (acre-ft) 0.44 1.23 0.05 C 6 E Loss (ft) 0.00 Cum SA (acres) 0.43 1.15 0.11 WEST PLUM HOUSING ' PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 1 Page 3 of 17 Warning: The energy equation could not be balanced within the specified number of iterations. ' The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: During the standard step iterations, when the assumed water surface was set equal to ' critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 REACH: 1 RS: 111 INPUT Description: Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5039.5 -10 5037.5 0 5037.3 .02 5037.3 .03 5037.29 .09 5037.29 .3 5037.07 .55 5036.86 .62 5036.87 .95 5036.89 2.48 5036.98 2.51 5036.94 2.57 5036.87 5.23 5037.01 15.37 5037.56 18.26 5037.75 21.09 5037.86 21.11 5037.85 21.78 5037.86 21.89 5037.87 23.37 5037.85 23.53 5037.85 23.9 5037.94 31.5 5037.85 37.98 5037.56 39.33 5037.54 39.56 5037.52 40.45 5037.45 40.95 5037.78 41 5037.81 51 5038.01 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 41 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41 103 103 103 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev . -10.1 18.6 34.5 CROSS SECTION OUTPUT Profile 9PF 1 E.G. Elev (ft) 5038.78 Element Left OB Channel Right OB Vel Head (ft) . 0.41 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5038.37 Reach Len. (ft) 103.00 103.00 103.00 Crit W.S. (ft) 5038.37 Flow Area (sq ft) 9.71 33.89 4.59 E.G. Slope (ft/ft) 0.004524 Area (sq ft) 9.71 33.89 4.59 Q Total (cfs) 232.00 Flow (cfs) 36.01 185.32 10.67 Top Width (ft) 61.04 Top Width (ft) 10.04 41.00 10.00 Vel Total (ft/s) 4.81 Avg. Vel. (ft/s) 3.71 5.47 2.32 Max Chl Dpth (ft) 1.51 Hydr. Depth (ft) 0.97 0.83 0.46 Conv. Total (cfs) 3449.3 Conv. (cfs) 535.3 2755.3 158.7 Length Wtd. (ft) 103.00 Wetted Per. (ft) 10.87 41.39 10.36 Min Ch E1 (ft) 5036.86 Shear (lb/sq ft) 0.25 0.23 0.13 Alpha 1.13 Stream Power (lb/ft s) 0.94 1.26 0.29 Frctn Loss (ft) 0.46 Cum Volume (acre-ft) 0.43 1.16 0.04 C 6 E Loss (ft) 0.00 Cum SA (acres) 0.41 1.07 0.09 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated WEST PLUM HOUSING ' PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 1 Page 4 of 17 water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The ' program defaulted to critical depth. CROSS SECTION ' RIVER: 1 REACH: 1 RS: 110 INPUT Description: ' Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5039 -10 5036.84 0 5036.64 .13 5036.64 .18 5036.63 .31 5036.49 .69 5036.16 1.86 5036.21 2.48 5036.24 2.51 5036.28 ' 2.58 5036.31 2.66 5036.27 7.02 5036.6 13.77 5036.79 15.57 5036.96 21.32 5037.16 23.09 5037.13 29.64 5037.05 30.12 5037.06 31.74 5037.06 34.52 5036.96 39.23 5036.86 39.59 5036.83 39.62 5036.83 40.35 5036.76 40.37 5036.76 40.59 5036.89 40.92 5037.11 50.92 5037.31 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.92 .025 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 40.92 95 95 95 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev ' -10.1 18.6 34.5 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev'(ft) 5038.09 Element Left OB Channel Right OB ' Vel Head (ft) 0.40 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5037.69 Reach Len. (ft) 95.00 95.00 95.00 Crit W.S. (ft) 5037.69 Flow Area (sq ft) 9.50 34.20 4.79 E.G. Slope (ft/ft) 0.001125 Area (sq ft) 9.50 34.20 4.79 Q Total (cfs) 232.00 Flow (cfs) 34.38 186.33 11.29 Top Width (ft) 60.96 Top Width (ft) 10.04 40.92 10.00 Vel Total (ft/s) 4.79 Avg. Vel. (ft/s) 3.62 5.45 2.36 Max Chl Dpth (ft) 1.53 Hydr. Depth (ft) 0.95 0.84 0.48 Conv. Total (cfs) 3487.8 Conv. (cfs) 516.9 2801.2 169.7 1 Length Wtd. (ft) 95.00 Wetted Per. (ft) 10.85 41.28 10.38 Min Ch El (ft) 5036.16 Shear (lb/sq ft) 0.24 0.23 0.13 Alpha 1.14 Stream Power (lb/ft s) 0.88 1.25 0.30 Frctn Loss (ft) 0.43 Cum Volume (acre-ft) 0.40 1.08 0.03 1 C 6 E Loss (ft) 0.00 Cum SA (acres) 0.38 0.98 0.07 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical ' depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 REACH: 1 RS: 109 M WEST PLUM HOUSING ' PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page S of 17 INPUT ' Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5038 -10 5035.89 0 5035.69 .14 5035.54 .32 5035.36 1.61 5035.47 2.32 5035.53 13 5035.96 20.63 5036.35 22.68 5036.33 ' 28.54 5036.3 39.16 5036.31 39.93 5036.17 40.26 5036.18 40.69 5036.44 _ 40.94 5036.53 40.96 5036.53 50.96 5036.73 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.96 .025 - Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 40.96 93 93 93 .1 .3 ' Blocked Obstructions num= 1 Sta L Sta R Elev -10.1 18.6 34 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5037.32 Element Left 08 Channel Right OB Vel Head (ft) 0.42 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5036.90 Reach Len. (ft) 93.00 93.00 93.00 Crit W.S. (ft) 5036.90 Flow Area (sq ft) 11.10 33.30 2.68 E.G. Slope (ft/ft) 0.004627 Area (sq ft) 11.10 33.30 2.68 Q Total (cfs) 232.00 Flow (cfs) 45.14 182.41 4.46 Top Width (ft) 61,01 Top Width (ft) 10.05 40.96 10.00 Vel Total (ft/s) 4.93 Avg. Vel. (ft/s) 4.07 5.48 1.66 ' Max Chl Dpth (ft) 1.54 Hydr. Depth (ft) 1.11 0.81 0.27 Conv. Total (cfs) 3410.8 Conv. (cfs) 663.6 2681.6 65.5 Length Wtd. (ft) 93.00 Wetted Per. (ft) 11.01 41.23 10.17 Min Ch El (ft) 5035.36 Shear (lb/sq ft) 0.29 0.23 0.08 Alpha 1.11 Stream Power (lb/ft s) 1.18 1.28 0.13 Frctn Loss (ft) 0.44 Cum Volume (acre-ft) 0.38 1.01 0.02 C & E Loss (ft) 0.00 Cum SA (acres) 0.36 0.89 0.05 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water ' surface. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated 1 water surface came subcritical answer. The back below critical depth. This indicates that there is not a valid program defaulted to critical depth. CROSS SECTION RIVER: 1 REACH: 1 RS: 108 ' INPUT Description: Station Elevation Data num= 19 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5037 -10 5035.05 0 5034.85 .1 5034.75 .37 5034.48 ' 1.31 5034.57 2.37 5034.65 6.75 5034.91 13.64 5035.1 21.08 5035.32 28.1 5035.32 34.83 5035.19 39.14 5035.07 39.4 5035.09 40.02 5035.09 40.32 5035.12 40.39 5035.13 41.46 5035.3 51.46 5035.5 ' Manning's n Values num= 3 i WEST PLUM HOUSING ' PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 6 of 17 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 41.46 .025 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41.46 94 94 94 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 ' E.G. Elev (ft) 5036.32 Element Left OB Channel Right OB Vel Head (ft) 0.41 Wt. n-Val. 0.025 0.016 0.025 W.S. Elev (ft) 5035,91 Reach Len. (ft) 14.00 94.00 94.00 Crit W.S. (ft) 5035.91 Flow Area (sq ft) 9.59 33.10 5.07 E.G. Slope (ft/ft) 0.004801 Area (sq ft) 9.59 33.10 5.07 Q Total (cfs) 232.00 Flow (cfs) 36.36 182.70 12.94 Top Width (ft) 61.50 Top Width (ft) 10.04 41.46 10.00 Vol Total (ft/s) 4.86 Avg. Vol. (ft/s) 3.79 5.52 2.55 ' Max Chl Dpth (ft) 1.43 Hydr. Depth (ft) 0.95 0.80 0.51 Conv. Total (cfs) 3348.4 Conv. (cfs) 524.8 2636.8 186.7 Length Wtd. (ft) 94.00 Wetted Per. (ft) 10.86 41.65 10.41 Min Ch E1 (ft) 5034,48 Shear (lb/sq ft) 0.26 0.24 0.15 Alpha 1.13 Stream Power (lb/ft s) 1.00 1.31 0.37 ' Frctn Loss (ft) 0.27 Cum Volume (acre-ft) 0.36 0.94 0.01 C 6 E Loss (ft) 0.07 Cum SA (acres) 0.34 0.80 0.03 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to ' critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 ' REACH: 1 RS: 107 INPUT ' Description: Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -20 5033.99 0 5033.59 2.22 5033.6 2.33 5033.6 3.89 5033.68 20.83 5034.51 22.73 5034.55 23.69 5034.58 25.15 5034.58 38.46 5034.42 38.48 5034.41 38.52 5034.38 39.4 5034.3 39.91 5034.28 40.27 5034.3 1 40.35 5034.35 40.36 5034.47 40.38 5034.34 40.57 5034.53 40.77 5034.65 40.9 5034.73 50.9 5034.93 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -20 .025 0 .016 40.9 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 0 40.9 46 46 46 .1 .3 CROSS SECTION OUTPUT Profile OF 1 E.G. Elev (ft) Vol Head (ft) 5035.36 0.19 Element Wt. n-Val. Left OB 0.025 Channel 0.016 Right OB 0.025 WEST PLUM HOUSING ' PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 7 of 17 W.S. Elev (ft) 5035.17 Reach Len. (ft) 46.00 46.00 46.00 Crit W.S. (ft) Flow Area (sq ft) 27.67 37.93 3.43 E.G. Slope (ft/ft) 0.001852 Area (sq ft) 27.67 37.93 3.43 ' Q Total (cfs) 232.00 Flow (cfs) 84.55 143.22 4.24 Top Width (ft) 70.90 Top Width (ft) 20.00 40.90 10.00 Vel Total (ft/s) 3.36 Avg. Vel. (ft/s) 3.06 3.78 1.23 Max Chl Dpth (ft) 1.58 Hydr. Depth (ft) 1.38 0.93 0.34 Conv. Total (cfs) 5390.6 Conv. (cfs) 1964.5 3327.6 98.4 Length Wtd. (ft) 46.00 Wetted Per. (ft) 21.19 41.31 10.25 Min Ch El (ft) 5033.59 shear (lb/sq ft) 0.15 0.11 0.04 Alpha 1.08 Stream Power (lb/ft's) 0.46 0.40 0.05 Frctn Loss (ft) 0.13 Cum Volume (acre-ft) 0.32 0.86 0.00 C & E Loss (ft) 0.03 Cum SA (acres) 0.31 0.71 0.01 4 Warning: The cross-section end points had to be extended vertically for the computed water ' surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 1 ' REACH: 1 RS: 106.5 INPUT Description: Station Elevation Data num= 27 ' Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5036 -10 5033.91 0 5033.71 .49 5033.22 1.89 5033.26 1.93 5033.27 2.33 5033.28 20.49 5034.13 22.64 5034.16 24.79 5034.19 25.02 5034.19 25.55 5034.18 38.13 5034.11 38.14 5034.11 38.26 5034.05 38.44 5034.04 40.14 5034.09 40.19 5034.09 40.21 5034.12 40.21 5034.11 40.3 5034.2 40.33 5034.11 40.69 5034.48 40.7 5034.6 40.71 5034.62 40.71 5034.48 40.76 5034.48 Manning's n Values num= 3 I Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.76 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 0 40.76 67 67 67 .1 .3 CROSS SECTION OUTPUT Profile $PF 1 ' E.G. Elev (Et) 5035.21 Element Left OB Channel Right OB Vel Head (ft) 0.45 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5034.76 Reach Len. (ft) 67.00 67.00 67.00 Crit W.S. (ft) 5034.76 Flow Area (sq ft) 9.47 34.82 E.G. Slope (ft/ft) 0.004722 Area (sq ft) 9.47 34.82 ' Q Total (cfs) 232.00 Flow (cfs) 35.30 196.70 Top Width (ft) 50.80 Top Width (ft) 10.04 40.76 Vel Total (ft/s) 5.24 Avg. Vel. (ft/s) 3.73 5.65 Max Chl Dpth (ft) Conv. Total (cfs) 1.53 3376.1 Hydr. Depth (ft) Conv. (cfs) 0.94 513.7 0.85 2862.4 Length Wtd. (ft) 67.00 Wetted Per. (ft) 10.85 41.82 Min Ch E1 (ft) 5033.22 Shear (lb/sq ft) 0.26 0.25 Alpha 1.06 Stream Power (lb/ft s) 0.96 1.39 Frctn Loss (ft) 0.32 Cum Volume (acre-ft) 0.30 0.82 C & E Loss (ft) 0.00 Cum SA (acres) 0.29 0.67 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical a WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 8 of 17 1 depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 REACH: 1 RS: 106 INPUT ' Description: Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5035 -10 5033.4 0 5033.2 .36 5032.84 .49 5032.71 1.83 5032.83 2.28 5032.84 6.91 5033.07 20.36 5033.7 21.53 5033.69 ' 22.97 5033.72 25.51 5033.76 25.63 5033.8 32.67 5033.67 38.26 5033.57 38.34 5033.57 38.82 5033.54 40.22 5033.54 40.25 5033.4 40.27 5033.42 40.72 5034.04 40.73 5033.95 40.78 5033.86 ' Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 40.78 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 40.78 99 99 99 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5034.75 Element Left OB Channel Vel Head (ft) 0.46 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5034.29 Reach Len. (ft) 99.00 99.00 Crit W.S. (ft) 5034,29 Flow Area (sq ft) 9.91 34.07 E.G. Slope (ft/ft) 0.004930 Area (sq ft) 9.91 34.07 ' Q Total (cfs) 232.00 Flow (cfs) 38.83 193.17 Top Width (ft) 50.84 Top Width (ft) 10.06 40.78 Vel Total (ft/s) 5.28 Avg. Vel. (ft/s) 3.92 5.67 Max Chl Dpth (ft) 1.58 Hydr. Depth (ft) 0.99 0.84 ' Conv. Total (cfs) 3304.2 Conv. (cfs) 553.0 2751.1 Length Wtd. (ft) 99.00 Wetted Per. (ft) 10.89 42.02 Min Ch E1 (ft) 5032.71 Shear (lb/sq ft) 0.28 0.25 Alpha 1.05 Stream Power (lb/ft s) 1.10 1.41 ' Frctn Loss (ft) 0.49 Cum Volume (acre-ft) 0.28 0.77 C s E Loss (ft) 0.01 Cum SA (acres) 0.28 0.60 Right OB 99:00 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 WEST PLUM HOUSING ' PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 9 of 17 REACH: 1 RS: 105.5 INPUT Description: Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -10.1 5035 -10 5032.89 . 0 5032.69 .01 5032.68 .4 5032.29 .51 5032.18 .89 5032.18 2.24 5032.21 5.32 5032.34 20.09 5033.03 21.15 5033.09 21.54 5033.09 22.8 5033.13 29.05 5033.32 30.84 5033.29 42.28 5033.21 45.01 5033.21 45.09 5033.06 46.33 5033.06 46.68 5033.05 46.69 5032.92 46.71 5032.92 47.2 5033.55 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -10.1 .025 0 .016 47.2 .025 Bank Sta: Left Right Lengths: Left Channel Right Coe£f Contr. Expan. 0 47.2 42 42 42 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5034.13 Element Left OB Channel Right OB Vel Head (ft) 0.42 Wt. n-Val. 0.025 0.016 W.S. Elev (£t) 5033.72 Reach Len. (ft) 42.00 42.00 42.00 Crit W.S. (ft) 5033.72 Flow Area (sq ft) 9.28 36.55 E.G. Slope (ft/ft) 0.004875 Area (sq ft) 9.28 36.55 Q Total (cfs) 232.00 Flow (cfs) 34.74 197.26 Top Width (ft) 57.24 Top Width (£t) 10.04 47.20 Vel Total (ft/s) 5.06 Avg. Vel. (ft/s) 3.74 5.40 Max Chl Dpth (ft) 1.54 Hydr. Depth (ft) 0.92 0.77 Conv. Total (cfs) 3322.7_ Conv. (cfs) 497.5 2825.2 Length Wtd. (ft) 42.06 Wetted Per. (ft) 10.83 48.12 Min Ch E1 (ft) 5032.18 Shear (lb/sq ft) 0.26 0.23 Alpha 1.05 Stream Power (lb/ft s) 0.98 1.25 Frctn Loss (ft) 0.10 Cum Volume (acre-ft) 0.26 0.69 C 6 E Loss (ft) 0.08 Cum SA (acres) 0.25 0.50 Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. CROSS SECTION RIVER: 1 REACH: 1 RS: 105 INPUT Description: Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -20 5032.47 0 5032.07 .56 5032.02 2.64 5031.99 3.02 5032.01 7.57 5032.21 19.74 5032.79 21.53 5032.89 21.58 5032.9 22.18 5032.91 30.98 5032.98 31.52 5032.92 35.32 5032.9 39.36 5032.82 43.83 5032.79 43.84 5032.81 43.9 5032.72 45.08 5032.68 45.79 5032.78 45.8 5032.64 I WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 10 of 17 45.87 5032.66 45.95 5032.66 46.14 5032.84 46.29 5033.06 46.43 5033.13 46.44 5033.13 ' Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -20 .025 0 .016 46.44 .025 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 46.44 42 42 42 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 ' E.G. Elev (ft) 5033.82 Element Left OB Channel Right OB Vel Head (ft) 0.16 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.66 Reach Len. (ft) 42.00 42.00 42.00 Crit W.S. (ft) Flow Area (sq ft) 27.81 47.10 ' E.G. Slope (ft/ft) 0.001341 Area (sq ft) 27.81 47.10 Q Total (cfs) 232.00 Flow (cfs) 72.55 159.45 Top Width (ft) 66.44 Top Width (ft) 20.00 46.44 Vel Total (ft/s) 3.10 Avg. Vel. (ft/s) 2.61 3.31 Max Chl Dpth (ft) 1.67 Hydr. Depth (ft) 1.39 1.01 ' Conv. Total (cfs) 6336.1 Conv. (cfs) 1981.4 4354.7 Length Wtd. (ft) 42.00 Wetted Per. (ft) 21.19 47.41 Min Ch E1 (ft) 5031.99 Shear (lb/sq ft) 0.11 0.08 Alpha 1.04 Stream Power (lb/ft s) 0.29 0.28 ' Frctn Loss (ft) 0.07 Cum Volume (acre-ft) 0.24 0.65 C 6 E Loss (ft) 0.01 Cum SA (acres) 0.24 0.46 Warning: The cross-section end points had to be extended vertically for the computed water surface. CROSS SECTION RIVER: 1 REACH: 1 RS: 104.5 INPUT Description: Station Elevation Data num= 32 Sta Elev Sta Elev Sta Elev -16.1 5034 -16 5032.52 0 5032.12 2.25 5031.7� 5.44 5031.88 16.82 5032.54 19.52 5032.72 25.21 5032.82 25.79 5032.84 37.6 5032.77 39.8 5032.62 40.2 5032.6 40.36 5032.57 42 5032.42 42.11 5032.43 42.23 5032.46 42.33 5032.45 42.44 5032.56 42.66 5032.97 42.7 5032.96 Sta Elev Sta Elev .1 5031.62 2.09 5031.71 18.64 5032.66 18.91 5032.68 28.52 5032.86 36.21 5032.84 40.32 5032.53 40.35 5032.57 42.15 5032.48 42.16 5032.47 42.59 5032.9 42.65 5032.98 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -16.1 .025 0 .016 42.7 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 42.7 73 73 73 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.74 Vel Head (ft) 0.22 W.S. Elev (ft) 5033.52 Crit W.S. (ft) E.G. Slope (ft/ft) 0.001865 Q Total (cfs) 232.00 Top Width (ft) 58.77 Element Left OB Channel Right OB Wt. n-Val. 0.025 0.016 Reach Len. (ft) 73.00 73.00 73.00 Flow Area (sq ft) 19.26 44.31 Area (sq ft) 19.26 44.31 Flow (cfs) 53.70 178.30 Top Width (ft) 16.07 42.70 WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 ' Page 11 of 17 Vel Total (ft/s) 3.65 Avg. Vel. (ft/s) 2.79 4.02 Max Chl Dpth (ft) 1.90 Hydr. Depth (ft) 1.21 1.01 Conv. Total (cfs) 5371.7 Conv. (cfs) 1243.3 4128.4 Length Wtd. (ft) 73.00 Wetted Per. (ft) 17.01 44.10 Min Ch El (ft) 5031.62 Shear (lb/sq ft) 0.13 0.12 Alpha 1.07 Stream Power (lb/ft s) 0.37 0.47 Frctn Loss (ft) 0.09 Cum Volume (acre-ft) 0.22 0.61 ' C 6 E Loss (ft) 0.02 Cum SA (acres) 0.22 0.42 Warning: The cross-section end points had to be extended vertically for the computed water surface. CROSS SECTION ' RIVER: 1 REACH: 1 RS: 104 INPUT Description: ' Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -16.1 5034 -16 5032.26 0 5031.86 .1 5031.36 .32 5031.33 1.57 5031.42 2.05 5031.44 6.12 5031.65 18.13 5032.3 18.97 5032.35 ' 23.72 5032.47 25.53 5032.52 34.82 5032.49 36.25 5032.44 38.69 5032.35 38.91 5032.17 38.92 5032.16 39.99 5032.18 40.7 5032.15 40.76 5032.1 40.78 5032.05 40.96 5032.3 41.2 5032.65 41.24 5032.65 Manning's n Values num= 3 ' Sta n Val Sta n Val Sta n Val -16.1 .025 0 .016 41.24 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 0 41.24 89 89 89 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.63 Element Left OB Channel Right OB ' Vel Head (ft) 0.15 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.47 Reach Len. (ft) 89.00 89.00 89.00 Crit W.S. (ft) Flow Area (sq ft) 22.66 54.19 E.G. Slope (ft/ft) 0.000958 Area (sq ft) 22.66 54.19 ' Q Total (cfs) 232.00 Flow (cfs) 50.08 181.92 Top Width (ft) 57.31 Top Width (ft) 16.07 41.24 Vel Total (ft/s) 3.02 Avg. Vel. (ft/s) 2.21 3.36 ' Max Chl Dpth (ft) Conv. Total (cfs) 2.14 7494.1 Hydr. Depth (ft) Conv. (cfs) 1.41 1617.7 1.31 5876.4 Length Wtd. (ft) 89.00 Wetted Per. (ft) 17.22 42.94 Min Ch El (ft) 5031.33 Shear (lb/sq ft) 0.08 0.08 _ Alpha 1.09 Stream Power (lb/ft s) 0.17 0.25 Frctn Loss (ft) 0.06 Cum Volume (acre-ft) 0.19 0.52 ' C 6 E Loss (ft) 0.01 Cum SA (acres) 0.20 0.35 Warning: The cross-section surface. end points had to be extended vertically for the computed water Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 1 REACH: 1 RS: 103.5 E WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 12 of 17 INPUT Description: Station Elevation Data num= 31 Sta Elev Sta Elev Sta Elev -16.1 5036 -16 5034.18 -6 5031.83 .46 5030.85 .6 5030.83 1.68 5030.86 12.52 5031.49 19.02 5031.87 19.86 5031.92 24.64 5032.01 27.55 5032.02 34.95 5032.04 38.29 5031.82 39.11 5031.61 40.09 5031.43 40.29 5031.71 40.59 5031.98 40.67 5032.12 40.89 5032.15 Sta Elev Sta Elev 0 5031.02 .39 5031.03 2.4 5030.94 2.53 5030.93 20.34 5031.93 22.96 5031.96 37.07 5031.93 38.28 5031.83 40.14 5031.53 40.2 5031.5 40.7 5032.14 40.71 5032.14 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -16.1 .025 0 .016 40.89 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 40.89 46 46 46 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.56 Vel Head (ft) 0.11 W.S. Elev (ft) 5033.45 Crit W.S. (ft) E.G. Slope (ft/ft) 0.000450 I Q Total (cfs) 232.00 Top Width (ft) 53.77 Vel Total (ft/s) 2.56 Max Chl Dpth (ft) 2.62 Conv. Total (cfs) 10942.2 Length Wtd. (ft) 46.00 Min Ch E1 (ft) 5030.83 Alpha 1.10 Frctn Loss (ft) 0.01 C & E Loss (ft) 0.02 Element Left OB Channel Right OB Wt. n-Val. 0.025 0.016 Reach Len. (ft) 46.00 46.00 46.00 Flow Area (sq ft) 17.68 72.91 Area (sq ft) 17.68 72.91 Flow (cfs) 27.20 204.80 Top Width (ft) 12.88 40.89 Avg. Vel. (ft/s) 1.54 2.81 Hydr. Depth (ft) 1.37 1.78 Conv. (cfs) 1282.7 9659.5 Wetted Per. (ft) 13.12 42.80 Shear (lb/sq ft) 0.04 0.05 Stream Power (lb/ft s) 0.06 0.13 Cum Volume (acre-ft) 0.14 0.39 Cum SA (acres) 0.17 0.26 Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 1 REACH: 1 RS: 103 INPUT Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -20 5031 0 5030.6 .38 5030.59 .47 5030.61 .6 5030.64 .61 5030.6 .73 5030.61 1.28 5030.67 3.18 5030.73 3.19 5030.76 8.01 5031.06 21.84 5031.82 22.39 5031.85 28.83 5031.84 29.8 5031.86 30.66 5031.86 34.02 5031.78 40.38 5031.71 40.41 5031.87 40.43 5031.83 41.76 5031.66 42.05 5031.65 42.08 5031.66 42.15 5031.7 42.16 5031.72 42.25 5031.71 42.34 5031.79 42.6 5031.78 42.63 5032.18 42.66 5032.22 42.67 5032.01 42.7 5032.04 42.71 5032.04 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -20 .025 0 .016 42.71 .025 1 1 1 t 1 WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 13 of 17 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 42.71 79 79 79 .1 .3 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.53 Element Left OB Channel Right OB Vel Head (ft) 0.05 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.48 Reach Len. (ft) 79.00 79.00 79.00 Crit W.S. (ft) Flow Area (sq ft) 53.62 84.67 E.G. Slope (ft/ft) 0.000173 Area (sq ft) 53.62 84.67 Q Total (cfs) 232.00 Flow (cfs) 74.73 157.27 Top Width (ft) 62.71 Top Width (ft) 20.00 42.71 Vel Total (ft/s) 1.68 Avg. Vel. (ft/s) 1.39 1.86 Max Chl Dpth (ft) 2.89 Hydr. Depth (ft) 2.68 1.98 Conv. Total (cfs) 17658.2 Conv. (cfs) 5688.3 11969.9 Length Wtd. (ft) 79.00 Wetted Per. (ft) 22.48 45.08 Min Ch El (ft) 5030.59 Shear (lb/sq ft) 0.03 0.02 Alpha 1.05 Stream Power (-lb/ft s) 0.04 0.04 Frctn Loss (ft) 0.03 Cum Volume (acre-ft) 0.11 0.31 C 6 E Loss (ft) 0.01 Cum SA (acres) 0.15 0.22 Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less' than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 1 REACH: 1 RS: 102 ' INPUT Description: Station Elevation Data num= 23 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ' -5.7 5033 -5.6 5031.68 -4.5 5031.63 0 5031.43 .1 5030.93 .35 5030.94 .44 5030.93 .54 5030.95 .71 5030.92 .77 5030.93 2.2 5030.97 2.21 5030.97 16.44 5031.72 21.02 5031.96 28.63 5032.18 39.01 5032.47 39.06 5032.47 39.07 5032.46 39.1 5032.46 41 5032.35 ' 41.01 5032.36 41.5 5032.85 41.69 5032.85 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -5.7 .025 0 .016 41.69 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 0 41.69 150 150 150 .1 .3 ' CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.49 Element Left OB Channel Right OB Vel Head (ft) 0.17 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5033.32 Reach Len. (ft) 150.00 150.00 150.00 Crit W.S. (ft) Flow Area (sq ft) 9.98 62.20 E.G. Slope (ft/ft) 0.000812 Area (sq ft) 9.98 62.20 Q Total (cfs) 232.00 Flow (cfs) 20.93 211.07 Top Width (ft) 47.39 Top Width (ft) 5.70 41.69 ' Vel Total (ft/s) 3.21 Avg. Vel. (ft/s) 2.10 3.39 Max Chl Dpth (ft) 2.40 Hydr. Depth (ft) 1.75 1.49 Conv. Total (cfs) 8142.8 Conv. (cfs) 734.5 7408.3 Length Wtd. (ft) 150.00 Wetted Per. (ft) 7.25 42.82 ' Min Ch E1 (ft) 5030.92 Shear (lb/sq ft) 0.07 0.07 WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 14 of 17 Alpha 1.05 Stream Power (lb/ft s) 0.15 0.25 Frctn Loss (ft) 0.21 Cum Volume (acre-ft) 0.05 0.11 ' C 6 E Loss (ft) 0.02 Cum SA (acres) 0.12 0.14 Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. CROSS SECTION RIVER: 1 REACH: 1 RS: 100 ' INPUT Description: Station Elevation Data num= 18 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev ' -115.5 5033.18 -27.5 5032.68 -4.5 5032.18 0 5032.06 .1 5031.56 .84 5031.56 2.01 5031.63 2.78 5031.69 12.91 5031.76 19.06 5031.88 20.92 5031.92 28.05 5032.03 37.99 5032.12 38.6 5032.09 39.68 5032.1 39.88 5032.3 40.18 5032.6 40.51 5032.58 ' Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -115.5 .025 0 .016 40.51 .025 ' Bank Sta: Left Right Coeff Contr. Expan. 0 40.51 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev ' 46.2 40.51 5041.18 CROSS SECTION OUTPUT Profile #PF 1 E.G. Elev (ft) 5033.26 Element Left OB Channel Right OB ' Vel Head (ft) 0.36 Wt. n-Val. 0.025 0.016 W.S. Elev (ft) 5032.90 Reach Len. (ft) Crit W.S. (ft) 5032.90 Flow Area (sq ft) 18.79 40.65 E.G. Slope (ft/ft) 0.003043 Area (sq ft) 18.79 40.65 ' Q Total (cfs) 232.00 Flow (cfs) 26.45 205.55 Top Width (ft) 107.28 Top Width (ft) 66.77 40.51 Vel Total (ft/s) 3.90 Avg. Vel. (ft/s) 1.41 5.06 ' Max Chi Dpth (ft) Conv. Total (cfs) 1.31 4205.9 Hydr. Depth (ft) Conv. (cfs) 0.28 479.5 1.00 3726.4 Length Wtd. (ft) Wetted Per. (ft) 66.78 41.46 Min Ch El (ft) 5031.56 Shear (lb/sq ft) 0.05 0.19 Alpha 1.50 Stream Power (lb/ft s) 0.08 0.94 Frctn Loss (ft) Cum Volume (acre-ft) ' C 6 E Loss (ft) Cum SA (acres) ' SUMMARY OF MANNING'S N VALUES River:l ' Reach River Sta. nl n2 n3 i 1 112 .025 .016 .025 1 ill 1 110 .025 .016 .025 .025 .016 .025 1 1 1 1 1 1 t WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 15 of 17 1 109 .025 .016 .025 1 108 .025 .016 .025 1 107 .025 .016 .025 1 106.5 .025 .016 .025 1 106 .025 .016 .025 1 105.5 .025 .016 .025 1 105 .025 .016 .025 1 104.5 .025 .016 .025 1 104 .025 .016 .025 1 - 103.5 .025 .016 .025 1 103 .025 .016 .025 1 102 .025 .016 .025 1 100 .025 .016 .025 SUMMARY OF REACH LENGTHS River: 1 Reach River Sta. Left Channel Right 1 112 84 84 84 1 ill 103 103 103 1 110 95 95 95 1 109 93 93 93 1 108 94 94 94 1 107 46 46 46 1 106.5 67 67 67 1 106 99 99 99 1 105.5 42 42 42 1 105 42 42 42 1 104.5 73 73 73 1 104 89 89 89 1 103.5 46 46 46 1 103 79 79 79 1 102 150 150 150 1 100 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 Reach River Sta. Contr. Expan. 1 112 .1 .3 1 ill .1 .3 1 110 .1 .3 1 109 .1 .3 1 108 .1 .3 1 107 .1 .3 1 106.5 .1 .3 1 106 .1 .3 1 105.5 .1 .3 1 105 .1 .3 1 104.5 .1 .3 1 104 .1 .3 1 103.5 .1 .3 1 103 .1 .3 1 102 .1 .3 1 100 .1 .3 WEST PLUM HOUSING 1 PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 16 of 17 Profile Output Table - Standard Table 1 ' Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft) ' 1 100 PF 1 232.00 5031.56 5032.90 5032.90 5033.26 0.003043 5.06 59.44 107.28 0.89 - 1 102 PF 1 232,01 5030*92 5033,32 5033.49 0.000812 3.39 72.18 47.39 0.49 1 1 103 PF 1 232.00 5030.59 5033.48 5033.53 0.000173 1.86 138.28 62.71 0.23 1 103.5 PF 1 232.00 5030.83 5033.45 5033.56 0.000450 2.81 90.60 53.77 0.37 ' 1 104 PF 1 232.00 5031.33 5033.47 5033.63 0.000958 3.36 76.85 57.31 0.52 1 104.5 PF 1 232.00 5031.62 5033.52 5033.74 0*111865 4,02 63.57 51,17 0,70 1 105 PF 1 232.00 5031.99 5033.66 5033.82 0.001341 3.39 74.91 66.44 0.59 1 105.5 PF 1 232.00 5032.18 5033.72 5033.72 5034.13 0.004875 5.40 45.82 57.24 1.08 1 106 PF 1 232.00 5032.71 5034.29 5034.29 5034.75 ' 0.004930 5.67 43.98 50.84 1.09 1 106.5 PF 1 232.00 5033.22 5034.76 5034.76 5035.21 0.004722 5.65 44.29 50.80 1.08 1 107 PF 1 232.00 5033,59 5035.17 5035.36 0.001852 3.78 69.03 70.90 0.69 ' 1 108 PF 1 232.00 5034.48 5035.91 5035.91 5036.32 0.004801 5.52 47.76 61.50 1.09 1 109 PF 1 232.00 5035.36 5036.90 5036.90 5037.32 0.004627 5.48 47.08 61.01 1.07 ' 1 110 PF 1 232.00 5036.16 5037.69 5037.69 5038.09 0.004425 5.45 48.48 60.96 1.05 1 ill PF 1 232.00 5036.86 5038.37 5038.37 5038.78 0*004524 5,47 41*20 61,04 1,06 1 112 PF 1 232.00 5037.43 5039.04 5039.04 5039.45 ' 0.004542 5.48 47.58 61.29 1.06 Profile Output Table - Standard Table 2 ' Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) 1 100 PF 1 5033.26 5032.90 0.36 26.45 205.55 107.28 1 102 PF 1 5033.49 5033.32 0.17 0.21 ' 0.02 20.93 211.07 47.39 1 103 PF 1 5033.53 5033.48 0.05 0.03 0.01 74.73 157.27 62.71 1 103.5 PF 1 5033,56 5033,45 0,11 0,01 ' 0.02 27.20 204.80 53.77 1 104 PF 1 5033.63 5033.47 0.15 0.06 0.01 50.08 181.92 57.31 1 104.5 PF 1 5033.74 5033.52 0.22 0.09 0.02 53.70 178.30 58.77 ' 1 105 PF 1 5033.82 5033.66 0.16 0.07 0.01 72.55 159.45 66.44 1 105.5 PF 1 5034.13 5033.72 0.42 0.10 0.08 34.74 197.26 57.24 WEST PLUM HOUSING PROPOSED CONDITION HEC-RAS MODEL OUTPUT NORTHERN ENGINEERING; SEPTEMBER 2016 Page 17 of 17 1 106 0.01 38.83 193.17 1 106.5 0.00 35.30 196.70 1 107 0.03 84.55 143.22 1 108 0.07 36.36 182.70 1 109 0.00 45.14 182.41 1 110 0.00 34.38 186.33 1 111 0.00 36.01 185.32 1 112 0.00 38.23 187.71 PF 1 5034.75 5034.29 0.46 0.49 50.84 PF 1 5035.21 5034.76 0.45 0.32 50.80 PF 1 5035.36 5035.17 0.19 0.13 4.24 70.90 PF 1 5036.32 5035.91 0.41 0.27 12.94 61.50 PF 1 5037.32 5036.90 0.42 0.44 4.46 61.01 PF 1 5038.09 5037.69 0.40 0.43 11.29 60.96 PF 1 5038.78 5038.37 0.41 0.46 10.67 61.04 PF 1 5039.45 5039.04 0.42 0.38 6.05 61.29 I m 1 1 1 1 1 1 1 i ATTACHMENT 3 Previous Flood Modeling Summary (Northern Engineering, January 2012) 1 INORTHERN ENGINEERING ADDRESS: PHONE:976.221.4158 200 S. College Ave. Suite 10 WEBSITE: Fort Collins, CO 80524 FAX: 970.221.4159 wwanorthernengineering corn ' City of Fort Collins Stormwater Utility 700 Wood Street Fort Collins, CO 80521 ' January 17, 2012 ' RE: HEC-RAS summary The District Dear Staff, ' This Memo is to summarize HEC-RAS modeling that we have done for the proposed development referred to as The District, which is located on Plum Street between Shields St. and City Park Ave. We ' have run existing and proposed conditions models to represent 100-year water surface elevations prior to the project and after completion of the project. The proposed conditions model is based on preliminary grading plans for the project. ' As shown on the attached Existing Conditions HEC-RAS Exhibit and Proposed Conditions HEC-RAS Exhibit, we have placed cross -sections at key locations along the length of Plum Street. The majority of our modeling is based on one -foot topography generated from field shots. However some augmentation ' of data has been supplied by City two -foot aerial topography. All topographic information is related to City of Fort Collins Vertical Datum (unadjusted NGVD-29). The following table shows existing and proposed conditions modeling results. Please see the attached ' HEC-RAS output for support of this data. 100-yr Section Discharge Min Ch El (cfs) (ft) Existing Cond. Proposed Cond. Cond. Difference W.S. Elev W.S. Elev W.S. Elev (ft) (ft) (ft) 114 232 34.22 .35.73 35.8 0.07 112 232 33.62 35 35.04 0.04 110 232 32.73 33.79 34.03 0.24 108 232 31.24 32.54 32.79 0.25 107 232 30.38 31.87 31.89 0.02 106.5 232 30 31.61 31.48 -0.13 106 232 29.7 31.23 31.16 -0.07 105.5 232 28.85 30.41 30.52 0.11 105 232 28.55 30.48 30.43 -0.05 104 232 28.36 30.14 30.26 0.12 103.5 232 27.7 30.29 30.25 1 -0.04 103 232 27.45 30.3 30.3 0 102 232 27.7 30.14 30.14 0 100 232 28.49 29.75 29.75 0 -1- ' The attached Finished Floor Elevation Exhibit 1 shows finished floor elevations at locations upstream of cross-section 104. The apartment complex at Section 104 maintains 9-inches of freeboard from the proposed condition water surface elevation. All other residences maintain I 2-inches or more of freeboard ' from the proposed conditions 100-year water surface elevations. The attached Finished Floor Elevation Exhibit 2 shows finished floor elevations at locations upstream of cross-section 108. As shown in this exhibit, all residences maintain 12-inches or more of freeboard from ' the proposed conditions 100-year water surface elevations. Please feel free to contact me with any questions you may have. ' Sincerely, Northern Engineering Services, Inc. a,,._,, ' Aaron Cvar, PE 0 -2- I 1 I I [1 13 S S0131HS • 71— w g • U) Z w UJ �� � � � �•' U cn R3wus aazsr - — � Z U IY_u w 2 uia ^ s g 1 CO J O > co p L) 13"3119 TI383n1a I ra. 7 �. • F I N + � m sl � n c> c c m c - m 1 � - 6zo4 I 3 .33nu ]NIBWfI iI)� o N d y I m S C 4£a a o o �r yl C1 U aSL2 ,I 9£0S 1 11 ^ o W w ! ~ ^ W Z _• Cv 0 Ln I 1 1 1 1 1 1 1 1 1 1 1 i i 8 . 1 C/) Z O w = n 1 - F— m u I ! ' Q� 1 0= z -! - ' u W i �0 c w 1 ' ^ o ' ,---LSL O to iddais ��iv r� fl � I —CQ I I � I I 11 j 11 I I I I I I I i O N T N II f 1 I _ 1 I f 1 — C I I �.�. — a— '3AV — — • MWd AIIJ �..i C No Text I 1 1 1 1 1 i 1 i 1 i 1 1 1 1 1 i i S ; �II Hsi of am Rio � � W all0 I HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers ' Hydrologic Engineering Center 609 Second Street Davis, California x X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X x x x X X X x. X XXXXXXX XXXX X XXX XXXX XXXXXX xxxx ' x x x x x x x x x X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: 670-001 Project File : 670001.prj Run Date and Time: 1/16/2012 2:43:16 PM ' Project in English units PLAN DATA ' Plan Title: existing cond Plan File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.p14 Geometry Title: Existing Cond Geometry File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec2011\670001.g01 Flow Title : Flow 1 Flow File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec2011\670001.f01 Plan Summary Information: Number of: Cross Sections = 14 Multiple Openings = 0 ' Culverts = 0 Inline Structures = 0 Bridges 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance _ 0.01 Maximum number of iterations 20 Maximum difference tolerance 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow ' FLOW DATA Flow Title: Flow 1 Flow File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.f01 ' Flow Data (cfs) River Reach RS PF 1 1 1 114 232 E Boundary Conditions River Reach Profile Upstream Downstream 1 1 PF 1 Critical GEOMETRY DATA Geometry Title: Existing Cond Geometry File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.g01 CROSS SECTION RIVER: 1 REACH: 1 RS: 114 INPUT Description: Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 35.5 45.6 35 51.4 34.62 51.41 34.22 52.5 34.32 71.9 35.22 93.3 35.16 94.39 35.06 94.4 35.46 150 36.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 51.4 .016 94.4 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 51.4 94.4 89 89 89 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 112 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 35.2 33.1 35 50.3 34 53.2 34.02 53.21 33.62 54.3 33.72 73.8 34.53 104.4 34.38 105.49 34.28 105.5 34.68 141.4 36 150 36.5 Manning's n Values num= 3 Sta n Val sta n Val Sta n Val 0 .025 53.2 .016 105.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 53.2 105.5 150 150 150 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 110 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 33.5 42.1 33 56.1 33.13 56.11 32.73 57.2 32.83 76.7 33.53 96.7 33.01 97.79 33.15 97.8 33.55 106.9 34 112.2 35 150 35 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val 0 i 0 .025 56.1 .016 97.8 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 56.1 97.8 150 150 150 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 108 INPUT Description: Station Elevation Data num- 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 33 72 32 99.6 31.63 102.6 31.54 102.7 31.24 129.4 32.28 142.7 31.9 142.8 32.2 145.8 32.26 177 33 199 33 Manning's n Values num- 3 Sta n Val Sta n Val Sta n Val 0 .025 102.6 .016 142.8 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 102.6 142.8 210 210 210 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 107 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 32 119 31 168.01 30.38 188 31.47 206.9 31.1 207.99 31 208 31.4 227.9 32 238.5 32.3 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 168.01 .016 208 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 168.01 208 46 46 46 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 106.5 INPUT Description: Station Elevation Data num- 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 31.65 20 30.45 29 30.15 29.1 30 56 31 69 30.0' 69.1 31.05 100 32.2 Manning's n Values num-- 3 Sta n Val Sta n Val Sta n Val 0 .025 29.1 .016 69 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 29.1 69 67 67 67 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 106 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta 19.4 31 26.9 30.1 29.9 30 30 70 30.33 70.1 30.63 73.1 30.7 100 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 19.4 .025 29.9 .016 70.1 .025 Bank Sta: Left Right Lengths: Left Channel Right 29.9 70.1 99 99 99 Blocked Obstructions num= 1 Sta L Sta R Elev 19.4 19.4 39 CROSS SECTION RIVER: 1 REACH: 1 RS: 105.5 INPUT Description: Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev Sta 0 30.65 17 30.65 29 28.85 55 100 30.15 167 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 29 .016 77 .025 Bank Sta: Left Right Lengths: Left Channel Right 29 77 42 42 42 CROSS SECTION RIVER: 1 REACH: 1 RS: 105 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta -128 30 0 29.1 25 28.55 56 74.1 30 81 30.5 100 30.85 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val . -128 .025 25 .016 74 .025 Bank Sta: Left Right Lengths: Left Channel Right 25 74 115 115 115 CROSS SECTION RIVER: 1 REACH: 1 RS: 104 INPUT Description: Station Elevation Data num= 7 Sta Elev Sta Elev Sta Elev 25 29.2 29 28.66 29.1 28.36 70.6 29.5 97 30.2 Elev Sta Elev 29.7 • 56.2 30.75 32 Coeff Contr. Expan. .1 .3 Elev Sta Elev 30 77 29.75 Coeff Contr. Expan. .1 .3 Elev Sta Elev 29.9 74 29.45 Coeff Contr. Expan. .1 .3 Sta Elev Sta Elev 57.2 29.38 70.5 29 Manning's n Values num= 3 Sta n Val Sta n Val Ste n Val 25 .025 29 .016 70.6 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 29 70.6 89 89 89 .1 .3 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev - 25 25 37 97 97 37 CROSS SECTION RIVER: 1 REACH: 1 RS: 103.5 INPUT Description: Station Elevation Data num= li Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -60 29 0 26.55 23 28.65 29 27.7 56 29 70 28.5 70.1 29 85 29.15 100 30 118 30 233 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Ste n Val -60 .025 29 .016 70 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 29 70 46 46 46 1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 103 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -172 29 0 27.9 27 27.45 56 28.83 70 28.55 92 29 100 29.3 133 30 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -172 .025 27 .016 70 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 27 70 79 79 79 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 102 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 22.4 28.2 23.5 28.13 28 28.1 28.1 27.7 50 28.82 68.5 29.05 76.5 30 100 31 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 22.4 .025 28 .016 68.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 28 68.5 150 150 150 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 22.4 22.4 36 CROSS SECTION RIVER: 1 REACH: 1 RS: 100 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -88 30 0 29.5 23 29 27.5 28.99 27.6 28.49 47.6 28.73 65.6 28.87 65.7 29.37 73.7 29.41 Manning's n values num= 3 Sta n Val Sta n Val Sta n Val -88 .025 27.5 .016 65.7 .025 Bank Sta: Left Right Coeff Contr. Expan. 27.5 65.7 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 73.7 73.7 38 SUMMARY OF MANNING'S N VALUES River:l Reach River Sta. nl n2 n3 1 114 .025 .016 .025 1 112 .025 .016 .025 1 110 .025 .016 .025 1 108 .025 .016 .025 1 107 .025 .016 .025 1 106.5 .025 .016 .025 1 106 .025 .016 .025 1 105.5 .025 .016 .025 1 105 .025 .016 .025 1 104 .025 .016 .025 1 103.5 .025 .016 .025 1 103 .025 .016 .025 1 102 .025 .016 .025 1 100 .025 .016 .025 SUMMARY OF REACH LENGTHS River: 1 Reach River Sta. Left Channel Right 1 114 89 89 89 1 112 150 150 150 1 110 150 150 150 1 108 210 210 210 1 107 46 46 46 1 106.5 67 67 67 1 106 99 99 99 1 105.5 42 42 42 1 105 115 115 115 1 104 89 89 89 1 103.5 46 46 46 1 103 79 79 79 1 102 150 150 150 100 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS ' River: 1 1 1 1 1 1 Reach River Sta. Contr. Expan. 1 114 .1 .3 1 112 .1 .3 1 110 .1 .3 1 108 .1 .3 1 107 .1 .3 1 106.5 .1 .3 1 106 .1 .3 1 105.5 .1 .3 1 105 .1 .3 1 104 .1 .3 1 103.5 .1 .3 1 103 .1 .3 1 102 .1 .3 1 100 .1 .3 Profile Output Table - Standard Table 1 Reach River Ste Profile 0 Total Min Ch E1 N.S. Elev Crit W.S. E.G. Elev E.G. Slope Val Chnl Flow Area Top Width Fronde 8 Chl (efa) (it) (ft) (ft) (ft) (ft/ft) (ft/9) (aq ft) (ft) I 114 PF I 232.00 34.22 35.73 35.73 36.03 0.004239 4.96 61.38 105.67 1.00 1 112 PF 1 232.00 33.62 35.00 35.00 35.41 0.005774 5.43 48.67 81.03 1.16 1 110 PF I 232.00 32.73 33.79 33.79 34.08 0.006516 5.12 57.15 102.56 1.19 1 108 PF 1 232.00 31.24 32.54 32.54 32.83 0.005313 5.16 63.12 124.66 1.11 1 107 PF 1 232.00 30_38 31.87 31.93 0.001042 2.51 137.51 208.22 0.50 1 106.5 PF 1 232.00 30.00 31.61 31.84 0.002065 4.26 68.03 83.58 0.75 1 106 PF 1 232.00 29.70 31.23 31.23 31.64 0.003987 5.42 49.38 64.69 1.01 1 105.5 PF 1 232.00 28.85 30.41 30.41 30.72 0.003830 4.87 62.84 131.63 0.97 1 105 PF 1 232.00 28.55 30.48 30.50 0.000239 1.52 214.59 208.67 0.26 1 104 PF 1 232.00 28.36 30.14 30.41 0.001795 4.33 61.37 69.86 0.70 1 103.5 PF 1 232.00 27.70 30.29 30.31 0.000101 1.38 261.06 245.44 0.18 1 103 PF 1 232.00 27.45 30.30 30.31 0.000020 0.65 539.02 305.00 0.08 1 102 PF 1 232.00 27.70 30.14 30.29 0.000666 3.22 RO.01 57.34 0.45 1 100 PF 1 232.00 28.49 29.75 29.75 30.09 0.002001 5.00 63.16 117.43 0.86 Profile Output Table - Standard Table 2 Reach River Sta Profile E.G. Elev W.S. Elev Val Head Fretn Loaa C b E Loss 0 Left 0 Channel 0 Right Top Width (it) (it) (ft) (ft) (ft) (ofa) (Ss) (efe) (ft) 1 114 PF 1 36.03 35.73 0.30 0.44 0.01 69.10 161.33 1.57 105.67 1 112 PF 1 35.41 35.00 0.41 0.92 0.03 35.47 194.70. 1.83 81.03 1 110 PF 1 34.08 33.79 0.30 0.88 0.00 100.62 122.74 0.64 102.56 1 �108 PF 1 32.83 32.54 0.29 0.42 0.07 89.04 139.43 3.53 124.66 1 107 PF 1 31.93 31.81 0.05 0.07 0.02 151.97 77.34 2.69 208.22 1 106.5 PF I 31.84 31.61 0.23 0.19 0.02 54.60 172.42 4.97 83.58 1 - 106 PF 1 31.64 31.23 0.41 0.19 0.03 28.04 195.69 8.27 64.69 1 105.5 PF 1 30.72 30.41 0.31 0.03 0.09 25.20 182.67 24.13 131.63 1 105 PF 1 30.50 30.48 0.02 0.06 0.02 150.81 80.63 0.55 208.67 1 104 PF 1 30.41 30.14 0.27 0.02 0.08 12.01 210.76 9.23 69.86 1 103.5 PF 1 30.31 30.29 0.02 0.00 0.00 115.63 102.47 13.91 245.44 1 103 PF I 30.31 30.30 0.00 0.00 0.01 159.61 55.29 17.10 305.00 1 102 PF 1 30.29 30.14 0.15 0.18 0.02 22.60 204.75 4.64 57.34 1 100 PF 1 30.09 29.75 0.34 27.63 199.94 4.43 117.43 HEC-RAS Version 4.1.0 Jan 2010 U.S. Army Corps of Engineers ' Hydrologic Engineering Center 609 Second Street Davis, California ' X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X x X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX x x x x x x x X x X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA ' Project Title: 670-001 Project File : 670001.prj Run Date and Time: 1/16/2012 2:44:02 PM ' Project in English units PLAN DATA ' Plan Title: proposed cond Plan File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.p05 ' Geometry Title: Proposed Cond-12.2011 Geometry File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec2011\670001.g03 Flow Title : Flow 1 ' Flow File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.f01 Plan Summary Information: Number of: Cross Sections = 14 Multiple Openings = 0 Culverts 0 Inline Structures - 0 Bridges = 0 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 ' Critical depth calculation tolerance = 0.01 Maximum number of iterations 20 Maximum difference tolerance 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Flow 1 Flow File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.f01 ' Flow Data (cfs) River Reach PIS PF 1 1 1 114 232 Boundary Conditions River Reach 1 1 Profile PF 1 Upstream GEOMETRY DATA ' Geometry Title: Proposed Cond-12.2011 Geometry File : d:\Projects\670-001\Drainage\Modeling\hec-ras-dec20ll\670001.g03 CROSS SECTION RIVER: 1 REACH: 1 RS: 114 INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0, 35.5 45.6 35 51.4 34.62 51.41 34.22 52.5 34.32 71.9 35.22 93.3 35.16 94.39 35.06 94.4 35.46 103.9 36 150 36.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 51.4 .016 94.4 .025 Bank Sta: Left" Right Lengths: Left Channel Right Coeff Contr. Expan. 51.4 94.4 89 89 89 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 39.4 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 112 INPUT Description: Station Elevation Data num= 12 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 35.2 33.1 35 50.3 34 53.2 34.02 53.21 33.62 54.3 33.72 73.8 34.53 104.4 34.38 105.49 34.28 105.5 34.68 141.4 36 150 36.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 53.2 .016 105.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 53.2 105.5 150 150 150 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 41.2 CROSS SECTION RIVER: 1 REACH: 1 RS: 110 INPUT Description: Station Elevation Data nurtr- 12 Downstream Critical Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 33.5 33 56.1 33.13 56.11 32.73 57.2 32.83 �42.1 76.7 33.53 96.7 33.01 97.79 33.15 97.8 33.55 106.9 34 ' 112.2 35 150 35 Manning's n Values num= 3 Sta n Val 'Sta n Val Sta n Val ' 0 .025 56.1 .016 97.8 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 56.1 97.8 150 150 150 .1 .3 Blocked Obstructions num= 1 ' Sta L Sta R Elev 0 44.1 40 ' CROSS SECTION RIVER: 1 REACH: 1 RS: 108 ' INPUT Description: Station Elevation Data num= 11 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 33 72 32 99.6 31.63 102.6 31.54 102.7 31.24 129.4 32.28 142.7 31.9 142.8 32.2 145.8 32.26 177 33 199 33 Manning's n Values num= 3 ' Sta n Val Sta n Val Sta n Val 0 .025 102.6 _016 142.8 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. ' 102.6 142.8 210 210 210 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 90.6 90 CROSS SECTION RIVER: 1 ' REACH: 1 RS: 107 INPUT Description: Station Elevation Data num= 11 ' Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 32 119 31 168 30.78 168.01 30.38 169.1 30.48 188 31.47 206.9 31.1 207.99 31 208 31.4 227.9 32 238.5 32.3 ' Manning's n values num= 3 Sta n Val -Sta n Val Sta n Val 0 .025 168 .016 208 .025 ' Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 168 208 46 46 46 .1 .3 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev ' 0 156 40 219 238.5 40 CROSS SECTION ' RIVER: 1 REACH: 1 RS: 106.5 INPUT Description: t I Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta 0 31.65 20 30.45 29 30.15 29.1 69 30.6 69.1 31.05 100 32.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 29.1 .016 69 .025 Bank Sta: Left Right Lengths: Left Channel Right 29.1 69 67 67 67 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 0 17 40 80.1 100 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 106 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta 0 31 26.9 30.1 29.9 30 30 70 30.33 70.1 30.63 73.1 30.7 100 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 29.9 .016 70.1 .025 Bank Sta: Left Right Lengths: Left Channel Right 29.9 70.1 99 99 99 Blocked Obstructions num= 2 Sta L Sta R Elev Sta L Sta R Elev 0 17.9 40 81 100 40 CROSS SECTION Elev Sta Elev 30 56 31 Coeff Contr. Expan. .1 .3 Elev Sta Elev 29.7 56.2 30.75 32 Coeff Contr. Expan. .1 .3 RIVER: 1 REACH: 1 RS: 105.5 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev. Sta Elev 0 30.65 17 30.65 32.4 29.32 32.41 28.82 33.5 28.92 55 30 77 29.75 100 30.15 167 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 32.4 .016 77 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 32.4 77 42 42 42 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 0 27.4 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 105 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1 1 1 1 1 0 30 128 29.1 153 28.55 184 29.9 202 29.45 202.1 30 209 30.5 228 30.85 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 153 .016 202 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 153 202 115 115 115 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 104 INPUT Description: Station Elevation Data num= 7 Ste Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 29 29 28.66 29.1 28.36 57.2 29.38 70.5 29 70.6 29.5 97 130.2 Manning's n Values num= 3 Sta n Val- Sta n Val Sta n Val 0 .025 29 .016 70.6 .025 Bank Sta: Left Right Lengths: Left Channel Right 29 70.6 89 89 89 Blocked Obstructions num= 1 Sta L Sta R Elev 0 14 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 103.5 INPUT Description: Station Elevation Data nwn= 11 Sta Elev Sta Elev Sta Elev Sta 0 29 60 28.55 83 28.65 89 130 28.5 130.1 29 145 29.15 160 293 30.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 89 .016 130 .025 Bank Sta: Left Right Lengths: Left Channel Right 89 130 46 46 46 Blocked Obstructions num= 1 Sta L Sta R Elev _ 0 77 40 CROSS SECTION RIVER: 1 REACH: 1 RS: 103 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev 0 29 172 27.9 199 27.45 264 29 272 29.3 305 30 Manning's n Values` num= 3 Coeff Contr. Expan. .1 .3 Elev Sta Elev 27.7 116 29 30 178 30 Coeff Contr. Expan. .1 .3 Sta Elev Sta Elev 228 28.83 242 28.55 Sta n Val Sta n Val Sta n Val 0 .025 199 .016 242 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 199 242 79 79 79 .1 .3 CROSS SECTION RIVER: 1 REACH: 1 RS: 102 INPUT Description: Station Elevation Data num= 8 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 22.4 28•.2 23.5 28.13 28 28.1 28.1 27.7 50 28.82 68.5 29.05 76.5 30 100 31 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 22.4 .025 28 .016 68.5 .025 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 28 68.5 150 150 150 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 22.4 22.4 36 CROSS SECTION RIVER: 1 REACH: 1 RS: 100 INPUT Description: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 30 88 29.5 ill 29 115.5 28.99 115.6 28.49 135.6 28.73 153.6 28.87 153.7 29.37 161.7 29.41 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .025 115.5 .016 153.7 .025 Bank Sta: Left Right Coeff Contr. Expan. 115.5 153.7 .1 .3 Blocked Obstructions num= 1 Sta L Sta R Elev 161.7 161.7 38 'SUMMARY OF MANNING'S N VALUES River:l Reach River Sta. nl n2 n3 1 114 .025 .016 .025 1 112 .025 .016 .025 1 110 .025 .016 .025 1 108 .025 .016 .025 1 107 .025 .016 .025 1 106.5 .025 .016 .025 1 106 .025 .016 .025 1 105.5 .025 .016 .025 1 105 .025 .016 .025 1 104 .025 .016 .025 1 103.5 .025 .016 .025 1 1 1 1 1 1 1 1 103 1 102 1 100 SUMMARY OF REACH LENGTHS River: 1 Reach River Sta 1 114 1 112 1 110 1 108 1 107 1 106.5 1 106 1 105.5 1 105 1 104 1 103.5 1 103 1 102 1 100 025 .016 .025 025 .016 .025 025 .016 .025 Left Channel Right 89 89 89 150 150 150 150 150 150 210 210 210 46 46 46 67 67 67 99 99 99 42 42 42 115 115 115 89 89 89 46 46 46 79 79 79 150 150 150 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: 1 Reach River Sta. Contr. Expan. ) 1 114 .1 .3 1 112 .1 .3 1 110 .1 .3 1 108 .1 .3 1 107 .1 .3 1 106.5 .1 .3 1 106 .1 .3 1 105.5 .1 .3 1 105 .1 .3 1 104 .1 .3 1 103.5 .1 .3 ' 1 103 .1 .3 1 102 .1 .3 1 100 .1 .3 Profile output Table - Standard Table 1 Re on River Sta profile 0 Total Min Cb E1 M.S. Elev Crit H.S. E.G. Elev E.G. Slope Val Chnl Flow Area Top Width Fr.:. H Cbl (of (ft) (ft) (ft) (ft) (ft/f t) (ft/3) (sq ft) (ft) 1 114 pF 1 232.01 34.22 35.80 35.80 36.22 0.00463B 5.48 46.79 60.93 1.07 1 112 PF 1 232.00 33.62 35.04 35.04 35.41 0.004718 5.11 49.85 74.10 2.06 1 110 PF 1 232. 00 32.73 34.03 34.03 34.44 0.004606 5.44 47.90 62.95 1.06 1 108 PF 1 232.00 31.24 32.79 32.68 33.09 0,002968 4.75 58.17 77.56 0.87 1 107 PF 1 232.00 30.38 31.89 31.89 32.30 0.004854 5.44 48.11 63.00 1.08 1 106.5 PF 1 232.00 30.00 31.48 31.41 31.84 0.003527 5.08 51.46 63.10 0.95 1 106 PF 1 232.00 29.70 32.16 31.16 31.57 0.004535 5.47 48.41 63.10 1.06 1 105.5 PF 1 232.00 28.82 30.52 30.52 30.79 0.002998 4.61 70.35 139.60 0.87 1 105 PF 1 232.00 28.55 30.43 30.46 0.000275 1.58 205.65 208.07 0.27 1 104 PF 1 232.00 28.36 30.26 30.39 0.000680 3.22 86.83 83.00 0.50 ' 1 103.5 PF 1 232.00 27.70 30.25 30.33 0.000325 2.45 134.44 159.29 0.32 1 103 PF 1 232.00 27.45 30.30 30.31 0.000020 0.65 539.02 305.00 O.OR ' 1 102 PF 1 232.00 27.70 30.14 30.29 0.000666 3.22 80.01 57.34 0.45 1 100 PF 1 232.00 28.49 29.75 29.75 30.09 0.002802 5.00 63.16 117.43 O.R6 ' Profile Output Table - Standard Table 2 Reach River Sta Profile E.G. Elev N.S. Elev Vol Read Frctn Loss C 4 E Loss Q left Q Channel 0 Right Top Width (ft) fft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) 1 114 PF 1 - 36.22 35.80 0:42 0.42 0.02 37.08 193.69 1.23 60.93 1 112 PF 1 35.41 35.04 0.37 0.70 0.00 35.41 194.29 2.30 74.10 ' 1 110 PF 1 34.44 34.03 0.41 0.55 0.03 42.43 185.87 3.69 62.95 1 108 PF 1 33.09 32.79 0.30 0.19 0.01 44.83 176.13 11.05 77.56 1 107 PF 1 32.30 31.89 0.40 0.19 0.01 54.02 170.92 7.06 63.00 1 106.5 PF 1 31.84 31.48 0.35 0.27 0.01 49.40 179.26 3.34 63.10 1 106 PF 1 31.57 31.16 0.41 0.36 0.04 43.06 182.04 6.90 63.10 1 1 305.5 105 PF 1 PF 1 30.79 30.46 30.52 30.43 0.27 0.02 0.03 0.05 0.07 0.01 14.45 150.74 179.47 00.79 38.09 0.47 139.60 208.07 1 104 PF 1 30.39 30.26 0.14 0.04 0.02 49.43 172.18 10.39 83.00 1 1113.5 PF 1 ]0.11 .10. 25 OAR 0.00 0.02 37,74 117.14 ".13 159.29 1 103 PF 1 30.31 30.30 0.00 0.00 0.01 159.61 55.29 17.10 305.00 1 102 PF 1 30.29 30.14 0.15 0.18 0.02 22.60 204.75 4.64 57.34 1 100 PF 1 30.09 29.75 0.34 27.63 199.94 4.43 117.43 I 1 MAP POCKET i 1 1 1 i i 1 f 1 1 1 1 1 1 1 1 1 F THE DISTRICTAT CAMPUS WEST (REC. NO. Ml"32W) PLUM STREET \��__________ (RDWVAmE3I _—_ _ ____� _. DT INf[[[.GmYaO/a' TDTallm rviwsArea J0612 Ti Treatment Percen MNNTruFnArta tD T I1DFrFamwer30AW III SUnd FifM Sand l n FII LanQsra Ru m n 33306 Landscape OWNSer Area Runaf area is lanEsape Buffer Overall Runon Ratio fBr Rain GaNen 561 Maraas I Pemen[Totl Prolttt Areal DEVELOPED RUNOFF SUMMARY TARIE TOFAL 2M Tc LM1K LObK 02 01D lUOD BIWN (aoTesl Q C10 C100 (pyn) (min) (min) Tc (ds) Itb) (dP) I I ® NORTH I ix FEEfI LEGEND: RMWEUBipW BENFR rnpwaEow.m FORPOPEw amaomER RRORERnaolNUwr � — — — «slcNwlrvT Q naxnlRaw w� pUINaDE GeN1IEL �a 0.BOx Y4(Fc) «wxwE S.sx wlxoury ■ � � � • SMVJBEY9WNEafCIpN NOTES f. RESF0.rofxBINRL DRJJNncBEPSRf FORxxmnwxamno.oareBfwla u.xmrFDR aoonaxi II60RNwTIw. BENCHMARK NpICT WNNIVaVY EjEV CIrY�F«nC«wa9ENLNMM.f..a, sourr EnsT rgma «NEm f LIUBErH Fxo axELoa ST.. w n wxcmre TwrFlc sGwa MSE. .5Dx5ya Cm OF FORT C«L NB BENCIkSUK as MMIIMYEaT CORNER OF MULBERRY SO MO SHIELDS Sr. ON n CONCRETE TMF PC RGNK SME. ELEV+5YWA REABENOMTlSR KTISVSNONW FORAVERnWCNNM. 9JPFWNDINDOEYFIKMEIRB NF.VE USED RGI UN+➢JUSTEO FOR THEN LEmCIL DATUM. IF NGVDA fN IDJUSTEO DAI 18 REWIRED FOR MY RIRPOSE, THE FO1CWN3 E«MTCN>✓AlD BE NCVOA IfVDIJBTfD. MVgB. s.fP lMROFBEMNCS TIIE III OF BEMINGS IS ME apIM LME OF THE NORM COMTER OF SECTOR 15, F8 SEVENS SOUTH 1I CRY FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION GLL VfR,T'xOTFORTOfJCEmERUF OIRDO ru YNarsh.iO CellyF ouEalg. city of fort coums, cmaraao UTILITY PLAN APPROVAL IPPROI Cltr 6oBInFeT 0.M CHECKED BY: keW k auSalrslm ututy DRb CHE Mm BY: �e�Ge BI I) M4V CHECKED BY: �� hb CHECKED BY: Ay CHECKED BY: AIE t yi Z 0 z_ O H 00 X W W C7 Q z_ Q Sheet C800 of 18 Sheets