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Flood Plain ReportThomas, Dean & Hoskins, Inc- Engineermig, %onsnIiants j f? April 20, 2004 690 !Vorth 114-EYdclian, Suite .101 Kalispell,- MT. 59901 (406) 752=5246 - F9X (406) 752-5230 FEDERAL EMERGENCY MANAGEMENT AGENCY OVERVIEW & CONCURRENCE FORM OM..B No. 3067-0148 Expires .September 30, 2005 PAPERWORK BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. A. REQUESTED RESPONSE FROM FEMA This request is for a (check one): ❑ CLOMR: A letter from FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72). ® LOMR: A letter from FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or flood elevations. (See Parts 60 & 65 of the NFiP Regulations.) B. OVERVIEW 1. The NFiP map panel(s) affected for all impacted communities is (are): Community No. Community Name State Map No. Panel No. Effective Date Ex: 480301 480287 City of Katy Harris County TX TX 480301 48201C 0005D 0220G 02/08/83 09/28/90 300023 Flathead County (Unincorporated Areas) MT 300023 1805D 09/30/92 12. Flooding Source: Confluence of West Spring Creek and Bowser Creek Systems 3. Project Name/identifier. Purdy Development 14. FEMA zone designations affected: A (choices: A, AH, AO, Al A30, A99, AE, AR, V, V1-V30, VE, B, C, D, X) f 5. Basis for Request and Type of Revision: a. The basis for this revision request is (check all that apply) ❑ Physical Change ❑ Regulatory Fioodway Revision ® Improved Methodology/Data ❑ Other (Attach Description) Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review. b. The area of revision encompasses the following types of flooding and structures (check all that apply) Types of Flooding: ® Riverine ❑ Coastal ❑ Shallow Flooding (e.g., Zones AO and AH) ❑ Alluvial fan ❑ Lakes ❑ Other (Attach Description) Structures: ❑ Channeiization ❑ Levee/Floodwall ❑ Bridge/Culvert ❑ Dam ❑ Fill ❑ Other, Attach Description FEMA Form 81-89, SEP 02 Overview & Concurrence Form MT-2 Form 1 Page 1 of 1 C. REVIEW FEE Has the review fee for the appropriate request category been included? ❑ Yes Fee amount: $ ® No, Attach Explanation Please see the FEMA Web site at http://Www.fema. ov/fhm/frm fees.shtm for Fee Amounts and Exemptions. D. SIGNATURE All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: Russell Purdy Company: N/A Mailing Address: Daytime Telephone No.: Fax No.: 241 Commons Way (406) 253-7877 N/A Kalispell, MT 59901 E-Mail Address: N/A Signature of Request (required): / Date: As the community official responsible for floodplain ma agement, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon.request by FEMA, all analyses and documentation used to make this determination. Community Official's Name and Title: PJ Sorensen, Zoning Administrator Telephone No.: (406) 758-7732 Community Name: Kalispell, MT Community Official's Signature (required): Date: CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name: William D. Boger License No.: 16282PE Expiration Date: 5/30/04 Company Name: Thomas, Dean & Hoskins, Inc. Telephone No.: (406) 752-5246 Fax No.: (406) 752-5230 Signature: Date: t� rEnsure the forms that are appropriate to your revision request are included in your submittal. ame and (Number) Required if ... Q(t Tq/I iverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water -surface elevations q Wi IAM D. ❑ Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, ` G-EF? addition/revision of levee/floodwall, addition/revision of dam y ❑ Coastal Analysis Form (Form 4) New or revised coastal elevations ,o v P� ❑ Coastal Structures Form (Form 5) Addition/revision of coastal structure r� P� ❑ Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans j FEMA Form 81-89, SEP 02 Overview & Concurrence Form MT-2 Form 1 Page 2 of 2 FEDERAL EMERGENCY MANAGEMENT AGENCY RI` ERINE HYDROLOGY & HYDRAULICS FORM PAPERWORK REDUCTION ACT O.M..B No. 3067-0148 Expires September 30, 2005 Public reporting burden for this form is estimated to average 3 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (3067-0148). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: Confluence of West Spring Creek and Bowser Creek Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) ❑ Not revised (skip to section 2) No existing analysis ❑ Improved data ❑ Alternative methodology ❑ Proposed Conditions (CLOMR) ❑ Changed physical condition of watershed 2. Comparison of Representative 1%-Annual-Chance Discharges Location Drainage Area (Sq. Mi.) FIS (cfs) Revised (cfs) 3. Methodology for New Hydrologic Analysis (check all that apply) ❑ Statistical Analysis of Gage Records ® Precipitation/Runoff Model HEC-HMS [TR-20, HEC-1, HEC-HMS etc.] ❑ Regional Regression Equations ❑ Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http:/Iwww.fema.gov/fhm/en_modi.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? ❑ Yes ® No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. B. HYDRAULICS 1. Reach to be Revised Description Cross Section Water -Surface Elevations (ft.) Effective Proposed/Revised Downstream Limit Spring Creek Leaving Site N/A 2981.00 Upstream Limit 3 Mile Drive N/A 2996.67 2. Hydraulic Method Used Hydraulic Analysis HEC-RAS [HEC-2 , HEC-RAS, Other (Attach description)] FEMA Form 81-89A, SEP 02 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Pape 1 of b. NTUKAULIUZi(GUN IINUt 3. Pre -Submittal Review of Hydraulic Models FEMA has developed two review programs, CHECK-2 and CHECK-RAS, to aid in the review of HEC-2 and HEC-RAS hydraulic models, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS. CHECK-2 and CHECK-RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK-2 and CHECK-RAS can be downloaded from http://,nvwww.fema.gov/fhm/frm—soft.shtm. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK 2/CHECK-RAS? 4. Models Submitted ® Yes ❑ No Duplicate Effective Model* Natural File Name: Floodway File Name: Corrected Effective Model* Natural File Name: Floodway File Name: Existing or Pre -Project Conditions Model Natural File Name: purdy.* Floodway File Name: purdy.* Revised or Post -Project Conditions Model Natural File Name: Floodway File Name: Other - (attach description) Natural File Name: Floodway File Name: *Not required for revisions to approximate 1 %-annual-chance floodplains (Zone A) — for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by FEMA. This document can be found at: http://Www.fema.gov/fhm/en—modi.shtm.. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1%-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%-annual-chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FiRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1 %- and 0.2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. D. COMMON REGULATORY REQUIREMENTS 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? ❑ Yes ❑ No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. • The proposed project encroaches upon a SFHA with BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? ❑ Yes ®No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT-2 instructions for more information. 3. For LOMR requests, is the regulatory floodway being revised? If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1 %-annual-chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT-2 Form 2 Instructions.) 4. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? ❑ Yes ® No if Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT-2 Form 2 Instructions. FEMA Form 81-89A, SEP 02 Riverine Hydrology & Hydraulics Form MT-2 Form 2 P2ne 2 of 9 Floodplain Analysis Purdy Development Bowser Creek Estates Kalispell, Montana GENERAL The subject property is located at the confluence of West Spring Creek and a creek identified locally as Bowser Creek. The property is south of Three Mile Drive, west of Stillwater Road. This report is the result of an investigation of the flood plain for the subject property. The flood plain is delineated on the Flood Insurance Rate Map (FIRM) number 300023 panel 1805 D as Zone A. However, base flood elevation had not been determined. The area designated is larger than can be justified. Detailed study of the flood plain is limited to a section of West Spring Creek approximately 2 miles downstream. The elevation shown on the FIRM for the detailed section is 2963, which is below the elevations within the project site. Therefore, runoff establishing a floodplain on site will be coming from the creek system to the north. The drainage area for each of the creek systems was identified and the 100-year storm event was applied to both basin areas to determine the elevations of the floodway. HEC- HMS was used to determine the runoff arriving at the confluence of the two creek systems. The results of the HEC-HMS were used as inputs into a HEC-RAS model to accurately project the effects of the native creek bed and the two culverts that pass flow under Three Mile Drive. HYDROLOGY DTtAR,TAGE AREAS The drainage areas were defined using the USGS topographic maps available for the area. The drainage areas are shown in the Drainage Basin Map found in the Appendix. The basin directly north of the property was labeled Blue Heron because the creek flows through the Blue Heron Estates. The basin to the northwest was labeled Bowser Creek, as that is the local name for the creek system to the west. The soils in the drainage basins are predominantly Kalispell -Tally, Blanchard and Flathead, which are mostly sandy loam and sand with fairly low runoff rates. The drainage areas are relatively flat with an average gradient less than 1%. Using the USSCS table, SCS curve number 55 was used in the drainage basin runoff model with an initial abstraction ratio of 0.183. STORM RUNOFF CALCULATION The statistical 100-year storm event was applied to both drainage basins using the HEC- HMS software. The results of the program are included in the appendix. The HEC-HMS results show that approximately 11.6 cfs and 10.7 cfs flows from the Bowser Creek Basin and the Blue Heron Basin, respectively converging to a total flow 22.4 cfs. CREEK SYSTEM ANALYSIS The results from the HEC-HMS software were applied to a 14EC-RAS model. The topographic and flow information was input into HEC-RAS. River stations were applied to the creeks for analysis purposes. The portion of Spring Creek from the south boundary line to the convergence was stationed from 10 + 00 to 17+00. The west fork of the creek system, labeled Bowser Creek, has stations ranging from 20+00 to 32+00. Finally, the north fork of the creek system, labeled Blue Heron, was stationed from the convergence to just north of the culvert under Three Mile Drive from 40+00 to 50+40. The results of the HEC-RAS model are shown in the Appendix with base flood elevations calculated for cross -sections every 20 feet through the project site. HEC-RAS was also used to allow the accurate modeling of the two upstream culverts. These culverts will attenuate the flows if the runoff exceeds the 100-year storm event. The CHECKRAS software as provided by FEMA was used to verify the HEC-RAS model. The reports are included in the Appendix. The model output suggests that all of the storm runoff will be contained within the limits of the existing banks of the creek system. RECOMMENDATIONS The channel flow analysis indicates that the water of the creek system will be contained with the limits of the existing banks of the creek, at elevations shown in the accompanying HEC-RAS output tables. The elevation for the base flood elevation at the north boundary of the property should be 2996.61 and the elevation at the south boundary of the property should be 2981.00. In conclusion, the limits of the floodplain should be as shown on the topographic map included in the appendix. FIRM MAP 300023 PANEL 1805D BOWSER CREEK ESTATES KALISPELL, MT rq� THOMAS, DEAN & HOSKINS, INC. g D & ENGlNEERLNG CONSULTANTS GREAT FALLS—BOZEMAN—KALISPELL—HELENA MONTMb FLOODPLAIN VICINITY MAP SECTION 11, T28N, R22W DRAWN BY. DJK DATE: 3.30.04 DESIGNED BY. JOB NO. KO"13-001 SHEET Ol1AUTY CHECKS I — I — -- —1- DRAINAGE BASIN MAP SOILS INFORMATION SCS CURVE TABLE N 71 J > O 3 '7 _ T >, c� 3 Q 3 tTj_ C = _ — Q � � N 1 t U � Q ' ..0 U _� C p Q p c� T R �` i 0 CJ ? U U 6 N o C Q m 4h; .::. ITS OV RD •--, I O N T � N1E"1 a� UO V,p 9,G c I 9 .- Tii,=a cu Fe nambers for hd-rolcglio Soi3--cover complexes � Aa tGeceden:Gt moist-ure Cot 4 ' on t T, and =a = 0.2 S) Cover .mod use 2127eatmem4 Hydra? cgic Hydro l og c soil _row are 3Cice Sono? uioxi B F--1 lov Straight rcrw ---- 7� 86 9-1 94 Rov cro-Os Poor t 2 a 88 91 .r Good 67 78 85 89 Gcr-toured Poor 7o 79 84 88 It Goad 65 75 822 86 'rand terraced. Foor 66 7-11 80 8 tr tP to Good 62 71 78 81 �maLt tra rg ror Poor 65 76 f - 88 grain. Good 63 75 83 87 Con-taiwed Poor 63 74 t32 85 Clood 61. 73 81 8 - t,and -terraced Poor 61. 72 79 82 Good 59 70 78 81 Close -seeded Ski ght row Poor 66 77 85 89 1Q es I t: tr Good 58 72 85 or Gvntoured Poor 6 75 83 85 rota Dion `r Good 55 69 78 83 ma--,dov `sand terraced Poor 63 7-3 80 83 Rand te-rraced Good 52- T6 80 Ela+s ture Poor 68 �6'7 .79 86 89 or ramie Fair �-9 69 79 84 Good 39 63 74 80 Contoured Poor )i7 67 81 88 ,t Fair 25 59 75 83 tt Good 6 35 - 70 79 meadow Good 30 58 71 78 woods Poor 45 77 83 Fair 36 60 7- 79 Good 25 55 !0 7E Farmsteads ds - -_- 59 1, 4 82 86 o$cs (tea^-�-,t)��2/ _ - .- {2, 882� 8�77 89 !t t (hard �3 �d1 �a +v i �� 4 84 90 92 9.2a fable 9.1A.--R.urofi` curve numbers for hydrologic sail -cover complexes rcr conservation tillage and residue management C-Auitecedent moisture condition lI, a -ad !a. = 0..2S) Cover Treatment Hydrolo91 Hydrologic sail groin Lard use or practise condstian7t A C Fall.QW Conservation tillage l.age poor 76 85 96 93 Conservation tillage good 74 83 88 a() Row craps Conservation tillage poor 71 8G 87 130 Conservation tillage goad 64 75 82 85 Contoured + conservation poor 69 78 83 87 tillage gaud 64 74 81 8= Contoured + terraces poor 65 73 79 81 + conservation tillage good 5I 70 77 80 Small, grain Conservation tillage poor 64 75 83 86 Conservation tillage good 60 72 80 84 Contoured + conservation poor 62 73 81 84 tillage goad 60 72 80 83 Contoured + terraces poor 60 71 78 81 + conservation tillage goad 58 69 77 80 1f For conservation tillage poor hydrologic condition, 5 to 20 percent of the surface is covered with residue (less than 750 r#/acre row craps or 340 #/acre small grain). For conservation tillage good hydrologic condition, more than 20 percent of the surface is covered with residue (greater than 75€1 # /acre raw crops or 300 "F acre small -rain.). YCTF. Percent cover should be estimated at the time of year storms occur. EEC -HMS MODEL HEC-HMS Project: Purdy Development Basin Model: Basin 1 HMS * Summary of Results Project : Purdy Development Run Name : Run 1 Start of Run : OlJanO4 0600 Basin Model Basin 1 End of Run : 01JunO4 0600 Met. Model : Rainfall Data Execution Time : 16Apr04 1136 Control Specs Control 1 Hydrologic Discharge Time of Volume Drainage Element Peak Peak (ac Area (cfs) ft) (sq mi) Bowser Creek 11.642 02 Jan 04 0115 10.035 2.600 Blue Heron Estates 10.747 02 Jan 04 0115 9.2633 2.400 Junction-1 22.389 02 Jan 04 0115 19.299 5.000 Spring Creek 22.388 02 Jan 04 0115 19.299 5.000 HMS * Lag for Run Run 1 Project : Purdy Development Start of Run 01Jan04 0600 End of Run O1Jun04 0600 Execution Time 16Apr04 1136 Basin Model : Basin 1 Met. Model : Rainfall Data Control Specs : Control 1 NOTE: Initial abstraction ratio for subbasin Blue Heron Estates is 0.183 NOTE: Initial abstraction ratio for subbasin Bowser Creek is 0.183 NOTE: Muskingum-Cunge parameters for reach. Spring Creek delta t = 89 sec, delta x = 250 ft HEC-RAS MODEL v 0 O N M- IL HEC-R4S Plan: Plan 01 Profile: PF 1 f �. �erh.„ __2t`•-. Rfu>rStt. Pr 5(_ � _, _? MRch, S, _ -- - Sp lt< 22.391 S-pruigC m r „ . e5 r CReI< -z,., 680_.�_,_,;f P ,1y,,,, M1 22,39 2983.00 2911-10 -- 298428� Z114.13 2964.34 1 218426 0.0031321 0.004553 206 295 10.91 7-75 1724 11.89 0.45 0.56 SanrgT {1 r 4tia-_fPF,1 Z2.39 2982.00 2984.16 2984.20 0.000845 1.60 1429 15.33 0.25 Sp•4 g;$jee" xr, - C ees�„_, 1 20 ,,, t� p i 2239 298200I 2984-14 2984.18 0.000960 1.69 13.54 15.13 027 13pfL6gCre-u_.,+- 1-2G _�Pr1 - 22.391 2931001 2984.081 1 2984.151 O.GO21 061 2.081 10.80 12-911 028 k.aawn 2982.80 2983.72 2984-03 0.016191 4.43 5.06 8.16 099 ,2239 € s Eie r 4 r e Creep« {1 BO-'� F, PFt „r, =`- 2239 296200 %-.73 2983.71 2993.81 0.004721 262 8.56 11.87 0.54 ESon P,a ,w sC�esir` ,1 0 PF 1_ _1 2239 2932-001 2983.641 1 2983.741 O.GO29691 246 9.09 qmj 0.45 2Z39 298200 2983.S2 2983.57 0.0D2241 1.90 11.80 15.65 0.39 rtgrCtee� _ '.tee gCree ?m }.480 „�,:„. P 1 ...>,_ �Y 2239 298200 2983.451 29M521 0.002660 2-081 12.081 18 96r 0.42 22311 2991001 2983.421 1 2983.471 0.0014061 1.851 14.07 2m? 491 0.32 M391 2981-001 2983.441 1 2983.451 0,0003611 0.911 31.521 40.951 0.16 Sbdag Ciaz `+S n , CY k " ° 20 - 5-,F-Tr,----T-39j 2981.591 M3271 1 2983.421 0.0044241 3.151 8.371 16.511 0.54 2Z391 ,5pnrr of ei` SPnn9 Cic�: _ _F53 ':fp-i 2239 2980.95 2980.41 2983:291 2983.30 1 2983.351 2983,33 0.001180 0.000353 1.96 123 1233 1990 15.70 21,55 029 0.16 S k.x,Ci� p0g _cam_ ,{1360 -"' gF t 22.39 Y 2980.00 2983-31 2983.32 0.000073 0.65 4293 46.66 0.0811 .,p lar,'Cr`eek i P.E Q"C -k -- -340` - ` -._ f- 1 2239 29MOO 298329 2983.31 _ 0.000474 1.34 17.48 17.53 0.19 - 3 Grs� k, i5p m ,Crzak =,732t . 2239 2982.001 29113.231 1 2983.291 0.0020531 2.021 11.99 - 22,621 0.38 �Sprmg Clez4 =inn creaky?-kt;,1306 " PF1 _ 22,39 298200 2982.84 298284 2963.17 0.01MG 4.67 4.79 72110.47 .,G nO G•eQk a Gteek '.1280 ' PF 1 . 22.39 2981.00 298273 2982.79 0.002042 206 10.89 11.61 �Y' na �rs=k' Spn 'ct9ek ':. ,1260 -; Fn " ,,, 22.39 Z981.00 2982.69 298275 0.002241 1.87 1199 16.36 -Svfra Creme - Nz 3 - P`" 1 _ ZZ39 29MG0 2932.60 2982.69 0.003369 239 9.36 11.8222.39 2981.00 2932.49 2982.60 0.005442 269 8.32 12,54 31.cfu - "-1PF 1 22.391 2981.GGI 29B2.47 2982-531 0.0018191 Z031 11.961 20.551 0.36 Spy Creek ' 1SP 3,Grezx {"98-3 22291 2981.001 2982.431 1 29&2 491 0-001750 1.9&1 111 18.36 0.35 { n°r0 exing.Crec= - 060 ':,�F i 22.39 2981.00 298227 29B243 0.004651 320 7.78 14.07 0.57 _{ 22,391 2981.001 29B2.231 1 2982.331 0.0035521 2.611 8.751 12171 0.49 Sp.:n CresF- ' GP;1-'� Ge¢k s "1 `: 22.39 2981.00 2981.85 2981.85 2982.18 0.016513 4.611 4.1151 7.451 1.01 [wnag:trz x .s cor ` ?110? { 22-391 2980.001 2981.881 1 Z981.891 0.00,04361 0.941 26.741 0.17 ptg eck .'=-40w -IPF1 22-391 2980.001 2981.841 1 2981.881 O.M4151 1.70f 17.181 35.151 0.31 Spzr€Crzz �p:r-OC eY. ={F _ 22.391 298O.G01 2981.501 1 2981.761 0.0105491 4.081 5.491 6MI 0.81 Swing Cresk ! prng C. k v 1 2239 2980.00 2931.53 2981-62 0.002436 244 11.07 18.50 0.42 1. mn-51 C.-egk -{Fr1 2239 2980.00 2981,43 2981.12 2981.55 0.004489 2-74 8.88 1891 0.55 j Creek .' esa_, f7.€esk e'00 f. F . 2239 ` 2980.00 2981.00 2981.00 Z981.37 0.016864 4.87 4.60 6.36 .1.01 a eekk'_ �P+ur., rG€cek 3 d = E` _ - 11.641 2984.501 2986.081 1 2986.101 0.0006011 120 _ 9.841 12.531 021 twoez z4eei .zr Grc-e€_:_i ,37 1 - 11.641 2984.501 2.986.011 2985.211 2986.031 O.OD07651 1.291 9.031 9941 023 CuNM :C -M 11.641 2984.001 Z986.011 1 2986.031 0.0004771 tiol 10.55 9-q4l 0.18 Hasse= e F our 's7 > 1 11,. 2914,1111 2985.891 1 2985.921 0.0006301 1,221 9.511 8.791 021 .ax,-wee`s-- 4rr..e: C, r €ESZG vO ?Fi 11.64 2964.00 2gaS-641 1 2985,681 0.0012111 1.571 7.431 7.751 028 `Havizzr k .`ixa rG; ¢efc .'24c000 PF1 ' 11.64 2984.00 2985.63 2985.65 0.001095 1.36 8.59 10.81 027 P rr. r re- k ..Eon.'• _r-v.�: 23raa 0[z - .1piu 1 11.641 2984.00 2985.52 2985.61 1 0.004334 2-4411 4.76 6.521 0.50 m=zeClr••_x. Wreck ''.-2 6G r0- 'PFF _A 11.641 2984.001 2985.471 1 2985.531 0.0027421 1.9911 5.84 7,951 0.41 'iser Leek= Htise. C. zek E2340 00 - 11.64 2984.00 2985.44 2985.48 0.001637 1.61 724 9.51 0.32 w�rE>e.�-k cv. rCre k 2 G00 ffFF1 11.64 2984.00 2985.47 2985.45 0-001645 1.61 725 9,60 0.33 7 11.641 2984.00 2985.311 1 29a5.421 0.0015851 1.541 7.571 IOA91 0.32 �F'a.sx wren e - G e€ 804a i:PFt ii.r4j 2984.00 2985. 361 1. 29M391 0.0013131 1.351 8.611 12.651 029 ras�w€G-k. 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Fiz-S -- = 10,75 2996.00 2996.43 2996.49 0.008857 7.96 5.48 20.02 0.66 t[prerupp e: 8;'ueHrc.. . j4A F1 10.751 2996.001 2996.361 1 2996.391 0.003093 1.15 9.321 34.391 0.39 "peer -Sr `crsa c B n ., , 486U :-., ]F.F 1 10.75 2996.00 2996.31 2996.32 0,002910 1.07 10,03 39.49 0.37 8..p.__„, Flh tiix 0 � if� R {4�4.0 . -[,= 1 10.75 2996.00 2996.16 2996.14, 299622 0.011050 1.55 6.94 42.80 0.68 ..p ung p Eice-i1 sz =8"'� = {PF 7 - 10.751 fJp er Or {n'ue H1480 ` FY 1 10.751 2995.521 2995.001 2995.811 2995.471 2995.811 1 2995.891 2995.521 0.0258111 0.0092111 2.201 1.851 4.881 5,80 33.421 23.791 1.02 0,66 14780 . !P 1 10.751 2995,001 2995.34 1 2995.371 0.0057401 1 A71 7.311 29.811 0.52 rPz; Sv-un vfr"e >`•a'=n-_[47.0 ;FFi --.:{ 10.75 2995.00 299527 2995.29 OA03005 1.01 10.60 46.47 0.37 € 7„ ng _ Mat Ks . :474'j . `:� ��F - 10.75 2,995.001 2995.231 1 299524 0.001676 0.73 14.78 68,83 028 Lpper4�rw,g G€ 1-.e-??Fr . ;4723F.'� 1 10.75 2995.00 2995.19 299520 0.002238 0.75 14.36 7952 0.31 -•-E?'r �P"£9 _ .9f 'z ',- F4i'DD =P<_:`1 10.75 2994.90 2995.03 2995A3 2995.08 0.026803 1.72 623 67.04 7.00 .�,.y aeep� 31a1e!i €0_ _ _ ,Fri 10.75 2994.44 2994.61 2994.59 2994.64 u15806 1.53 7.46 65.99 0.77 iP €-=nng Cr Heron <660 -` 70.75 2944.00 2994.37 2994.41 0.009460 1.59 6.77 35.77 0,64 k�epwr„sir�r�,,, 81oe}`igron .,.{,�`4r40 -Ps"" 10.75 2994.00 299425 2994.27 0.004677 1.12 9.581 50.21 0.45 4.,.pzs �Pn{= •. Bliib+J-1e n (': e0.; pF1 10,75 2994.00 2993.96 2993.96 299kG5 0.042970 4.59 34.35 0.00 ;fie Sack; r IDue'kje'ran =43?'" ` 10.75 2993.00 299.1 2993.44 0,008968 1.691 6.35 2926 0.64 F3p et 9DfiF `_Gr .'=,81U<.-J=lerpn yS$0,-,= 1 _. 10.75 2993201 2993.161 2993.251 00121761 1.64 6.54 39.58 0.71 ygev.5piulg ' �K.(Blue Heron .., =. 45,40f R6 t,. 10.75 _2993.001 299251 2992.831 2992.83 2992.921 0.0-13436 138 4.52 25.70 1.00 ~a.pa75pn.0s,--w4520.g Pq-,p - 10.76 2992-00 299238 2992.42 0.008161 1.66 6.46 28.50I 0.62 LfY, Sp..,n,� _:.., ,, Hlueiferon ... '; 4'500.... 1PE1 10.75 2992.001 2992.311 1 299233 0.002581 1.09 4.91 34.961 0.36 �PPa�Sp'dng=Cr':.4 Btue.ider n _.v �6:;eC _ _;PP-t rt 10.75 2992.001 299227 299 0.002061592469 0.84 12.79 53.64 0.30 1 992 12107 7.76 1.02 10.7 223 9 2992-00 0-0003901 0.571 18.96 42.97 0.15 >� er�.€r�n.fir- ,Hlae'.1'ietor, r 1_c420 '01 Ij 10.75 __2991.001 2991.991 1 2991.991 10001541 0. 31 25,22 43.67 -- .10 HEC-RAS Plan: Pfau 01 Profile PF 1 (Conlin-1 2991.991 0.000095 0.39j 2728 35-991 0.06 2991.301 2991.97 0.02049E 3.3E 324 9.96 1.02 4 �P r"' F 6 -ram -_ 3 _� P 1 PLL¢ 10.75 2990.00 2990.43 2990.35 2990.50 0.009064 212 5.06 16.73 0.68 29-W.141 2990.221 0.0240251 2271 4.741 29.48 1.00 y8Eia9` -}sf[+ r,`€ C = 10.75 2989.00 2989.48 2989.51 0.003391 1.39 7.75 232E 0.4E 1 2989,441 0.003250 1.321 8.161 25.581 0.41 mw He10.75 2989.00 2989.211 2989111 29a9201 0.0230331 2.401 4.471 24.711 t.00 10.751 2988.D91 2988.591 2988.541 2989.681 0,0125501 2.331 4,6E 1694 1.79 2988.001 2988.251 2988251 2988.351 0.0217321 2601 4.14 19.50 0.99 - 10.75 2987,30 2987.75 2987.79 0.006159 1.67 6.44 2287 U5 1 _-- 10.75 Hill 2987.00 2987.45 2967.45 2987.58 0.02059E 2.86 3.75 14.6E tA0 __ 70.75 29160 298694 2986.94� 2987.03 0.023666 244 4.40 2524 1.01 2986.781 2986.821 0.0036571 1.591 6.751 17.33 0.45 10.751 2986.001 2986MI 1 2986.711 0.008903 227 4.73 13.9E 0.69 r °nge'rn�� i73Fe rr �T -420 ___ €"5� _- 10.751 2986.001 2986.321 29a6221 2986,451 0.0204261 2.88 3.73 14.36 0.99 10-751 2gaS.001 29a5.391 2985.39 2985.531 O.019925i 3.031 3.551 12431 1.00 10.75 2984JOI 2985.071 2985.071 29B5.141 0.011090 2-261 6.861 53.35 0.74 10.75 2984.00 2984.63 ' 2984,66 0.005854 1.74 8.58 4233 0.55 . 10.75 10.751 2984.36 2983.001 2984.57 2984.571 1 2984.58 2984.571 0.002325 O.GO01321 0.57 0.47 10.4E 23.47 27.86 45.69 629 0.10 10.751 2983.90 2984.38 2934.381 2984.551 0.0196241 3231 3331 10.391 1.01 .'g'Ca`eek _ _�c %;e�k '..- 1040 _ ri•�=`. 2981.62 2981.53 0.08 0.07 0.00 1.90 20.37 0.12 16.50 ?Sp"^9 " �P^ 1 2981.55 2981.43 0.11 0.15 0.03 0.47 21.91 0.01 18.91 15 k4%.r ek n v:.egk - 0d-- _ - ,PF? 2981.37 2981.00 0.37 22.39 6.36 2986.10 2986.08 0.02 0.07 0.00 0.001 11.62 0.01 12.53 HEGR4S Plan: Plan 01 Pmfile: PF 1 (Continued) 7299417 f _ - 299425 OA2 02t 0.01 1 10.75 5021� r ,P ,- lv FE(1 kv 6• w .P z_ 2994.05 2993.96 HE 0.59 0.01 10.75 34,35 .� ov SpntS 3 f ,€ zieran y" (4-s �F i 2993.441 2993.401 0.04 0-211 0.00 10.75 2926 299325 299320 0.041 0.33 0.00 10.75 39.58 ��Fow�Er't3 C"r s,u i,._ FF �. 299292 299283 0.091 0.261 0.011 10.75 25.70 299242 2992.381 0.041 0.081 0.011 10.751 1 28.50 tip r• `- -u eren 4500T-m ROOM299233 2992-311 0.021 0.041 0.0ol 10,75 34.96 tFaixe apr ..,,,`€j3iu .er t c0 OFF 299229 299227 0-011 0.10 0.011 1 10.75 1 53,64 0 2992,18 2992.111 0.071 0.02 0.021 1015 37.76 2992.00 2991.991 0.00 0.00 0.00 10.75 1 42.97 2991.991 299t991 0.00 0.00 0.00 10.75 1 43.67 2991.991 2991.991 0.001 0.01 0.02 10.75 36,99 p"�r'sg r` T.iEg zf m-�=` §38 F`;1- = 2991,971 2991.801 0.17 026 0.03 10.75 9.96 299022 2990.14 0.08 0.14. 0.02 10,75 29.48 2989.511 2989.481 U31 0.07 0.001 10.75 2322 2989.441 2989.42 0.031 0.14 0.011 10.75 25.58 2989.301 298921 0.091 0.33 O.00l 10.75 24.71 2988.681 2988.59 0.081 0.32 0.001 1 1035 1 16.94 2988.35 2988.25 0.101 021 0.02 10.75 19.50 J{So Sp ��c Cii�e Hem�0 1` 2987.79 2987.75 0.04 021 0.01 10.75 2287 2987.58 2987.45 0.131 0.441 0.011 10.75 1462 , d 4E�S Saec-fin 4-i T P�-.9� 2987.03 2986.94 O.oqj 0.151 0.021 10.75 2424 2986.82 2986.78 0.041 0.11 0001 10.751 17.33 4 ��%SFirCr aWH&€ra=-4-i40 �T�2T - 2986.71 2986.631 OAS 1 0.2611 0.. 1 10.7,51 13.92 2986.45 2986.321 0.131 1 10.751 14.36 2965.53 2985.39 0.14 029 10,75 12,43 IUpPe�SFr�'LYx-r�, fa��Ie� F 08€'r - a 2985,14 2935.07 0.0610.16 0.01 213 6.62 53.35 2984,66 2934.63 0.03 0.07 0.00 4,96 5.79 42.33 2984.58 2984.57 0.02 OA1 0.00 0.53 1022 27.86 It��p y ir€ r all -xf� y �T 0 0..= f'>F, - 2984,57 2984.57 0.00 0.01 0.021 0.06 10.69 45.69 ,T,_2984.55 2984.38 0.16 0.001 1 10.751 10,39 Errors Warnings and Notes for Plan : Plan 01 Location: River: Upper Spring Cr. Reach: Blue Heron RS: 5040 Profile: PF i 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4960. Profile: PF 1 Culv: Culvert #1 Warning: During subcritical analysis, with the exit loss set =1.0, the projected WSEL in culvert has a lower energy than the downstream energy. Most likely, the downstream cross section blocks part of the culvert or the ineffective area is set too far in. Instead of projecting the WSEL, the program did an energy balance to get the WSEL inside the culvert at the downstream end. Note: During subcritical analysis, the culvert direct step method, the solution went to normal depth. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4900. Profile: PF 1 Warning: IThe 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4860. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4840. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4820. Profile: PF 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Location: River: Upper Spring-Cr. Reach: Blue Heron RS: 4720. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4700. Profile: PF 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Location: I River: Upper Spring Cr. Reach: Blue Heron RS: 4680. Profile: PF 1 Warning: Divided flow computed for this cross-section. Warning: The cross-section end points had to be extended vertically for the computed water surface. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4640. Profile: PF 1 Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 j or greater than 1.4. This may indicate the need for additional cross sections. Location: ( River: Upper Spring Cr. Reach: Blue Heron RS: 4620, Profile: PF 1 Warning: Divided flow computed for this cross-section. Warning: IThe 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. Errors Warnings and Notes for Plan : Plan 01 (Continued) Warning: There is no flow in the channel. Check that the channel stations are correctly coded. To force flow into the channel, a levee or ineffective flow may have to be added or the Manning`s n of the overbank could be increased. cation: F River: Upper Spring Cr. Reach: Blue Heron RS: 4540. Profile: PF 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed I values. Warning: I 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4520. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4480. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4460. Profile: PF 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4440. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4400. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4380. Profile: PF 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 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: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4360. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4340. " Profile: PF 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program Errors Warninqs and Notes for Plan : Plan 01 (Continued) i used critical depth for the water surface and continued on with the calculations. 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4300. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4280. Profile: PF 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: 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4240. Profile: PF 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 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 subcriticai answer. The program defaulted to critical depth. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4220. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4200. Profile: PF 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4180. Profile: PF 1 Warning: The energy equation could not be balanced within the specified number. of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. Location: .River: Upper Spring Cr. Reach: Blue Heron. RS: 4160. Profile: PF 1 Warning: IThe 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_ Location: I River: Upper Spring Cr. Reach: Blue Heron RS: 4140, Profile: PF 1 Warning: IThe 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. Errors Warnings and Notes for Plan : Plan 01 (Continued) Location: j River: Upper Spring Cr. Reach: Blue Heron RS: 4120_ Profile: PF 1 Warning: IThe energy equation could not be balanced within the specified number of iterations. The program iused critical depth for the water surface and continued on with the calculations. Warning: I During the standard step iterations, when the assumed water surface was set equal to critical depth; came back below critical depth. This indicates that there is not a valid �helculated�wat.erurface tical anshe program defaulted to critical depth. Location: I River: Upper Spring Cr. Reach: Blue Heron RS: 4100. Profile: PF 1 Warning: I The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. Warning: I 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4080. Profile: PF 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: Divided flow computed for this cross-section. 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4060. Profile: PF 1 Warning: Divided flow computed for this cross-section. 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4040. Profile: PF 1 Warning: Divided flow computed for this cross-section. 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4020. Profile: PF 1 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. Location: River: Upper Spring Cr. Reach: Blue Heron RS: 4000. Profile: PF 1 Warning: The energy equation could not be balanced within the specified number of iterations. The program selected the water surface that had the least amount of error between computed and assumed values. 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. CHECK-RAS REPORTS CHECK-RAS Program: NT Check Manning`s n Value and Transition Loss Coefficient Review Project File: C:\temp\purdy.prj Plan File: C:\temp\purdy.p01 Geometry File: C:\temp\purdy.g01 Flow File: C•\temp\purdy.f01 Report File. C:\temp\purdy.r_t Selected profiles: PF 1 Date: 4/20/2004 Time: 11:12 : 01 AM SECNO STRUCTURE NLOB NCHL NROB CNTR EXP ----------------------------------------------------------------------------- Upper Spring Cr.,Blue Heron 5040 0:04 0.03 0.04 0.3 0.5 5020 0.04 0.03 0.04 0.3 0.5 4960 Culvert -Up 0.04 0.03 0.04 0.3 0.5 4960 Culvert-Dn 0.04 0.03 0.04 0.3 0.5 4925 0.04 0.03 0.04 0.3 0.5 4920 0.04 0.03 0.04 0.1 0.3 4900 0,04 0.03 0.04 0.1 0.3 .4880 0.04 0.03 0.04 0.1 0.3 4860 0.04 0.03 0.04 0.1 0.3 4840 0.04 0.03 0.04 0.1 0.3 4820 0.04 0.03 0.04 0.1 0.3 4800 0.04 0.03 0.04 0.1 0.3 4780 0.04 0.03 0.04 0.1 0.3 4760 0.04 0.03 0.04 0.1 0.3 4740 0.04 0.03 0.04 0.1 0.3 4720 0.04 0.03 0.04 0.1 0.3 4700 0.04 0.03 0.04 0.1 0.3 4680 0.04 0.03 0.04 0.1 0.3 4660 0.04 0.03 0.04 0.1 0.3 4640 0.04 0.03 0.04 0.1 0.3 4620 0.04 0.03 0.04 0.1 0.3 4580 0.04 0.03 0.04 0.1 0.3 4560 0.04 0.03 0.04 0.1 0.3 4540 0.04 0.03 0.04 0.1 0.3 4520 0.04 0.03 0.04 0.1 0.3 4500 0.04 0.03 0.04 0.1 0.3 4480 0.04 0.03 0.04 0.1 0.3 4460 0.04 0.03 0.04 0.1 0.3 4440 0.04 0.03 0.04 0.1 0.3 4420 0.04 0.03 0.04 0.1 0.3 4400 0.04 0.03 0.04 0.1 0.3 4380 0.04 0.03 0.04 0.1 0.3 4360 0.04 0.03 0.04 0.1 0.3 4340 0.04 0.03 0.04 0.1 0.3 4320 0.04 0.03 0.04 0.1 0.3 4300 0.04 0.03 0.04 0.1 0.3 4280 0.04 0.03 0.04 0.1 0.3 4260 0.04 0.03 0.04 0.1 0.3 4240 0.04 0.03 0.04 0.1 0.3 4220 0.04 0.03 0.04 0.1 0.3 4200 0.04 0.03 0.04 0.1 0.3 4180 0.04 0.03 0.04 0.1 0.3 4160 0.04 0.03 0.04 0.1 0.3 4140 0.04 0.03 0.04 0.1 0.3 4120 0.04 0.03 0.04 0.1 0.3 4100 0.04 0.03 0.04 0.1 0.3 4080 0.04 0.03 0.04 0.1 0.3 4060 0.04 0.03 0.04 0.1 0.3 4040 0.04 0.03 0.04 0.1 0.3 4020 0.04 0.03 0.04 0.1 0.3 Bowser Creek,Bowser Creek 4000 0.04 0.03 0.04 0.1 0.3 3200 0.04 0.03 0.04 0.3 0.5 3100 0.04 0.03 0.04 0.3 0.5 3050 Culvert -Up 0.04 0.03 0.04 0.3 0.5 3050 Culvert-Dn 0.04 0.03 0.04 0.3 0.5 2900 0.04 0.03 0.04 0.3 0.5 2700 0.04 0.03 0.04 0.1 0.3 2420 0.04 0.03 0.04 0.1 0.3 2400 0.04 0.03 0.04 0.1 0.3 2380 0.04 0.03 0.04 0.1 0.3 2360 0.04 0.03 0.04 0.1 0.3 2340 0.04 0.03 0.04 0.1 0.3 2320 0.04 0.03 0.04 0.1 0.3 2300 0.04 0.03 0.04 0.1 0.3 2280 0.04 0.03 0.04 0.1 0.3 2260 0.04 0.03 0.04 0.1 0.3 994n n na n n,� 0 nn n- n 2200 0.04 0.03 0.04 0.1 0.3 2180 0.04 0.03 0.04 0.1 0.3 2160 0.04 0.03 0.04 0.1 0.3 2140 0.04 0.03 0.04 _ 0.1 0.3 2120 0.04 0.03 0.04 0.1 0.3 2100 0.04 0.03 0.04 0.1 0.3 2080 0.04 0.03 0.04 0.1 0.3 2060 0.04 0.03 0.04 0.1 0.3 2040 0.04 0.03 0.04 0.1 0.3 2020 0.04 0.03 0.04 0.1 0.3 Spring Creek,Spring Creek 2000 0.04 0.03 0.04 0.1 0.3 1700 0.04 0.03 0.04 0.1 0.3 1660 0.04 0.03 0.04 0.1 0.3 1660 0.04 0.03 0.04 0.1 0.3 1640 0.04 0.03 0.04 0.1 0.3 1620 0.04 0.03 0.04 0.1 0.3 1600 0.04 0.03 0.04 0.1 0.3 1580 0.04 0.03 0.04 0.1 0.3 1560 0.04 0.03 0.04 0.1 0.3 1500 0.04 0.03 0.04 0.1 0.3 1480 0.04 0.03 0.04 0.1 0.3 1460 0.04 0.03 0.04 0.1 0.3 1440 0.04 0.03 0.04 0.1 0.3 1420 0.04 0.03 0.04 0.1 0.3 1400 0.04 0.03 0.04 0.1 0.3 1380 0.04 0.03 0.04 0.1 0.3 1360 0.04 0.03 0.04 0.1 0.3 1340 0.04 0.03 0.04 0.1 0.3 1320 0.04 0.03 0.04 0.1 0.3 1300 0.04 0.03 0.04 0.1 0.3 1280 0.04 0.03 0.04 0.1 0.3 1260 0.04 0.03 0.04 0.1 0.3 1240 0.04 0.03 0.04 0.1 0.3 1220 0.04 0.03 0.04 0.1 0.3 1200. 0.04 0.03 0.04 0.1 0.3 1180 0.04 0.03 0.04 0.1 0.3 1160 0.04 0.03 0.04 0.1 0.3 1140 0.04 0.03 0.04 0.1 0.3 1120 0.04 0.03 0.04 0.1 0.3 1100 0.04 0.03 0.04 0.1 0.3 1080 0.04 0.03 0.04 0.1 0.3 1060 0.04 0.03 0.04 0.1 0.3 1040 0.04 0.03 0.04 0.1 0.3 1020 0.04 0.03 0.04 0.1 0.3 1000 -------------------------------------------- 0.04 0.03 ---------=-------------------- 0.04 0.1 0.3 --- Summary of Statistics --- Minimum Maximum Left Overbank n Value: 0.04 0.04 Right Overbank n Value: 0.04 0.04 Channel n Value: 0.03 0.03 Contraction Coefficient: 0.1 0.3 Expansion Coefficient: 0.3 0.5 ROUGHNESS COEFFICIENT CHECK ------------------------------------ TRANSITION LOSS COEFFICIENT CHECK ---------------------------------- ROUGHNESS COEFFICIENT AT STRUCTURES ------------------------------------ ---END--- CHECK-RAS Program, XS Check - Cross Section Location and Alignment Review Project File: C:\temp\purd_v.prj Plan File: C:\temp\purdy.p01 Geometry File: C:\temp\purdy.g01 Flow File: C:\temp\purdy.f01 Report File: C:\temp\purd_v.xs Selected profiles: PF 1 Date: 4/20/2004 Time: 11:12:18 AM SECNO Len Lob Len Chl Len Rob TooWdthACt Q Total Flow Code Upper Spring Cr.,Blue Heron 5040 40 40 40 27.78 10.75 5020 100 100 100 20.22 10.75 4960 Culvert 171-Up 4960 Culvert 01-Dn 4925 5 5 5 16.08 10.75 4920 21.76 20 18.24 14.35 10.75 4900 20 20 20 20.02 10.75 4880 88.67 20 5 34.39 10.75 4860 20 20 20 39.49 10.75 4840 20 20 20 42.8 10.75 4820 62.16 20 18 33.42 10.75 C 4800 20 20 20 23.79 10.75 4780 20 20 20 29.81 10.75 4760 20 20 20 46.47 10.75 4740 99.99 20 8 68.83 10.75 4720 20 20 20 79.52 10.75 4700 20 20 20 67.04 10.75 C 4680 18 20 68.71 65.99 10.75 D,E 4660 20 20 20 35.77 10.75 4640 20 20 20 50.21 10.75 4620 30 40 124.49 34.35 10.75 D,E,C 4580 20 20 20 29.26 10.75 4560 5 20 99.99 39.58 10.75 4540 20 20 20 25.7 10.75 C 4520 20 20 20 28.5 10.75 4500 20 20 20 34.96 10.75 4480 99.99 20 5 53.64 10.75 4460 20 20 20 37.76 10.75 C 4440 64.43 20 18 42.97 10.75 4420 20 20 20 43.67 10.75 4400 18.07 20 57.26 36.99 10.75 4380 3.08 20 37.09 9.96 10.75 C 4360 20 20 20 16.73 10.75 4340 5 20 87.26 29.48 10.75 C 4320 20 20 20 23.22 10.75 4300 20 20 20 25.58 10.75 4280 20 20 20 24.71 10.75 C 4260 1.77 20 39.57 16.94 10.75 4240 5 20 40 19.5 10.75 C 4220 6.64 20 46.19 22.87 10.75 4200 57.47 20 18.21 14.62 10.75 C 4180 2.73 20 42.47 24.24 10.75 C 4160 51.18 20 11.75 17.33 10.75 4140 20 20 20 13.92 10.75 4120 16.82 20 23.17 14.36 10.75 C 4100 18 20 22 12.43 10.75 C 4080 19.55 20 20.45 53.35 10.75 D,E,C 4060 19 20 21 42.33 10.75 D,E 4040 19 20 22 27.86 10.75 D,E 4020 20 20 20 45.69 10.75 4000 5 5 5 10.39 10.75 C Bowser Creek,Bowser Creek 3200 100 100 100 12.53 11.64 3100 200 200 200 9.94 11.64 3050 Culvert 41-Up 3050 Culvert 71-Dn 2900 200 200 200 9.94 11.64 2700 306.75 280 267..43 8.79 11.64 2420 20 20 20 7.75 11.64 2400 20 20 20 10.81 11.64 2380 31.99 20 7.94 6.52 11.64 2360 12.34 20 51.81 7.95 11.64 2340 20 20 20 9.51 11.64 2320 10.71 20 29.25 9.6 11.64 2300 12.26 20 27.73 10.49 11.64 2280 12 20 92.64 12.65 11.64 nn(zn 11? )n sn In ?F I ti- 2220 32.33 20 7.65 18.27 11.64 2200 20 20 20 16.5 ll-.64 2180 3.11 20 42.02 18.8 11.64 2160 28.76 20 11.2 15.24 11.64 2140 20 20 20 14.62 11.64 2120 2.21 20 41.38 11.68 11.64 2100 20 20 20 6.94 11.64 20800 20 20 20 8.06 11.64 2060 53.23 20 14.08 17.08 11.64 2040 29.79 20 68.41 8.06 11.64 2020 20 20 20 16.45 11.64 2000 0 0 0 11.21 11.64 C Spring Creek,Spring Creek 1700 20 20 20 17.24 22.39 1680 98.77 20 10 11.89 22.39 1660 42.07 20 10 15.33 22.39 1640 20 20 20 15.13 22.39 1620 20 20 20 12.91 22.39 1600 91.13 20 18 8.16 22.39 1580 20 20 20 11.87 22.39 1560 150 60 45 9.58 22.39 1500 71.23 20 15 15.65 22.39 1480 35.04 20 4.88 18.96 22.39 D 1460 15 20 95 22.49 22.39 1440 15 20 59.51 40.95 22.39 D 1420 5 20 50.5 16.51 22.39 1400 20 20 20 15.7 22.39 1380 20 20 20 21.55 22.39 1360 5 20 99 46.68 22.39 D 1340 2 20 37.78 17.53 22.39 1320 20 20 20 22.62 22.39 1300 99 20 2 7.21 22.39 C 1280 2 20 87.51 11.61 22.39 1260 20 20 20 16.36 22.39 1240 20 20 20 11.82 22.39 1220 45.36 20 5.73 12.54 22.39 1200 20 20 20 20.55 22.39 1180 20 20 20 18.36 22.39 1160 3.46 20 42.97 14.07 22.39 1140 5 20 76.69 12.17 22.39 1120 68.4 20 2 7.45 22.39 C 1100 99 20 1 25.66 22.39 D 1080 2 20 99 35.15 22.39 D 1060 10.17 20 49.71 6.98 22.39 1040 38.95 20 6.36 18.5 22.39 1020 3.6 20 43.29 18.91 22.39 1000 0 0 0 6.36 22.39 ----------- C -------------------------------------------------------- B=blocked obstruction XS SC 05 C=critial depth XS SC 03 D=divided flow XS SC 01 E=cross section extended XS SC 02 K=known water -surface XS SC 04 DISTANCE CHECK ---------------- XS JT 01 Junction option is used. For flood insurance study, this option should be used if the tributary and main stream can have coincident peaks, or it may be used for the stream without floodway. It may also be used if the discharges at different time periods are known from the rainfall -runoff model. How to remove the junction is explained under Help. XS JT 03 The name of junction is : junction The reach length at the most downstream cross section for the 'Upper Spring Cr. and Blue Heron' is not equal to zero. Please set the reach length equal to zero if juction can be considered. SPACING CHECK -------------- INEFFECTIVE FLOW CHECK ---------------------- DISCHARGE CHECK --------------- RF - dntin cross section. There is no flow on the right overbank at this section. RS: 4040 XS DC 05 There is no flow on the right overbank at the downstream cross section. There is no flow on the left overbank at this section. XS DC 02 Constant dicharge used for the Upper Spring Cr.,Blue Heron XS DC 02 Constant dicharge used for the Bowser Creek,Bowser Creek XS DC 02 Constant dicharge used for the Spring Creek,Spring Creek LOCATION CHECK RS: 4400 XS LC 01 Lenchl Up/TopwdthAct Dn = 2.01 MaxChlDpth Up/MaxChlDpth Dn = 1.25 TopwdthAct Up/TopwdthAct Dn = 3.71 'This cross section is located too far upstream from the critical depth cross section. RS: 4020 XS LC 01 Lenchl Up/TopwdthAct Dn = 1.92 MaxChlDpth Up/MaxChlDpth Dn = 3.27 TopwdthAct Up/TopwdthAct Dn = 4.40 This cross section is located too far upstream from the critical depth cross section. RS: 2020 XS LC 01 Lenchl Up/TopwdthAct Dn = 1.78 MaxChlDpth Up/MaxChlDpth Dn = 1.65 TopwdthAct Up/TopwdthAct Dn = 1.47 This cross section is located too far upstream from the critical depth cross section. RS: 1320 XS LC 01 Lenchl Up/TopwdthAct Dn = 2.77 MaxChlDpth Up/MaxChlDpth Dn = 1.48 TopwdthAct Up/TopwdthAct Dn = 3.14 This cross section is located too far upstream from the critical depth cross section. RS: 1140 XS LC 01 Lenchl Up/TopwdthAct Dn = 2.68 MaxChlDpth Up/MaxChlDpth Dn = 1.45 TopwdthAct Up/TopwdthAct Dn = 1.63 This cross section is located too far upstream from the critical depth cross section. RS: 1020 XS LC 01 Lenchl Up/TopwdthAct Dn = 3.14 MaxChlDpth Up/MaxChlDpth Dn = 1.43 TopwdthAct Up/TopwdthAct Dn = 2.97 This cross section is located too far upstream from the critical depth cross section. BOUNDARY ------------------------ CONDITION CHECK LATERAL WEIRS CHECK ----------------------- --- END--- C=iECK-RDS Program: Structure Check Project File: C:\temp\purdv_prj Plan File: C:\temp\purdy.pOl Geometry File: C:\temp\purdy.g01 Flow File: C:\temp\purdy.f01 Report File: C:\temp\purdv•br Selected profiles: PF 1 Date: 4/20/2004 Time: 11:12:24 AM RS -------------- MaxLoChord MnTpRd EGEL wSEL MinChEl Structure. Upper 7------------------------------------------------------------- Spring Cr.,Blue Heron 5040 2997.13 2997.11 2996.5 5020 2996.96 2996.89 2996.5 4960 2998.5 2996.5 0 2996.9 2996.6 Culvert #1-Up 4960 2998 2595.73 0 2996.71 2996.1 Culvert #1-Dn 4925 2996.73 2996.67 2995.73 4920 2996.69 2996.61 2995.73 4900 2996.49 2996.43 2996 4880 2996.39 2996.36 2996 4860 2996.32 2996.31 2-996 4840 2996.22 2996.18 2996 4820 2995.89 2995.81 2995.52 4800 2995.52 2995.47 2995 4780 2995.37 2995.34 2995 4760 2995.29 2995.27 2995 4740 2995.24 2995.23 2995 4720 2995.2 2995.19 2995 4700 2995.08 2995.03 2994.9 4680 2994.64 2994.61 2994.44 4660 2994.41 2994.37 2994 4640 2994.27 2994.25 2994 4620 2994.05 2993.96 2994 4580 2993.44 2993.4 2993 4560 2993.25 2993.2 2993 4540 2992.92 2992.83 2992.51 4520 2992.42 2992.38 2992 4500 2992.33 2992.31 2992 4480 2992.29 2992.27 2992 4460 2992.18 2992.11 2991.83 4440 2992 2991.99 2991.23 4420 2991.99 2991.99 2991 4400 2991.99 2991.99 2991 4380 2991.97 2991.8 2991.01 4360 2990.5 2990.43 2990 4340 2990.22 2990.14 2989.8 4320 2989.51 2989.48 2989 4300 2989.44 2989.42 2989 4280 2989.3 2989.21 2989 4260 2988.68 2988.59 2988.09 4240 2988.35 2988.25 2988 4220 2987.79 2987.75 2987.3 4200 2987.58 2987.45 2987 4180 2987.03 2986.94 2986.6 4160 2986.82 2986.78 2986 4140 2986.71 2986.63 2986 4120 2986.45 2986.32 2986 - 4100 2985.53 2985.39 2985 4080 2985.14 2985.07 2984.7 4060 2984.66 2984.63 2984 4040 2984.58 2984.57 2984.36 4020 2984.57 2984.57 2983 4000 2984.55 2984.38 2983.9 Bowser Creek,Bowser Creek 3200 2986.1 2986.08 2984.5 3100 2986.03 2986.01. 2984.5 3050 2986.5 2984.5 0 2986.5 2984.6 Culvert #l-Up 3050 2986 2984 0 2986 2984.1 Culvert Tl-Dn 2900 2986.03 2986.01 2984 2700 2985.92 2985-.89 2984 2420 2985.68 2985.64 2984 2400 2985.65 2985.63 2984 2380 2985.61 2985.52 2984 2360 2985.53 2985.47 2984 2340 2985.48 2985.44 2984 2320 2985.45 2985.4.1 2984 2300 2985.42 2985.38 2984 2280 2985.39 2985.36 2984 2260 2985.36 2985.33 2984 2240 2985.34 2985.32 2984 2220 9gR5-?9 99R5 9R 9QR4 2180 2985.28 2985.26 2984 2160 2985.26 2985.23 2984 2140 2985.23 2985.18 2984 2120 2985.17 2985.1 2984 2100 2985.08 2984.97 2984 2080 2984.99 2984.92 2984 2060 2984.92 2984.89 2984 2040 2984.83 2984.7 2984 2020 2984.71 2984.66 2984 2000 2984.56 2984.4 2984 Spring Creek,Spring Creek 1700 2984.34 2984.28 2983 1680 2984.26 2984.13 2983 1660 2984.2 2984.16 2982 1640 2984.18 2984.14 2982 1620 2984.15 2984.08 2982 1600 2984.03 2983.73 2982.8 1580 2983.81 2983.71 2982 1560 2983.74 2983.64 2982 1500 2983.57 2983.52 2982 1480 2983.52 2983.45 2982 1460 2983.47 2983.42 2982 1440 2983.45 2983.44 2981 1420 2983.4.2 2983.27 2981.59 1400 2983.35 2983.29 2980.95 1380 2983.33 2983.3 2980.41 1360 2983.32 2983.31 2980 1340 2983.31 2983.29 2981 1320 2983.29 2983.23 2982 1300 2983.17 2982.34 2982 1280 2982.79 2982.73 2981 1260 2982.75 2982.69 2981 1240 2982.69 2982.6 2981 1220 2982.6 2982-49 2981 1200 2982.53 2982.47 2981 1180 2982.49 2982.43 2981 1160 2982.43 2982.27 2981 1140 2982.33 2982.23 2981 1120 2982.18 2981.85 2981 1100 2981.89 2981.88 2980 1080 2981.88 2981.84 2980 1060 2981.76 2981.5 2980 1040 2981.62 2981.53 2980 1020 2981.55 2961.43 2980 1000 -------------------------------------------------------------- 2981.37 2981 2980 -------------------------------------------------------------- RIVER/REACH: Upper Spring Cr., Blue Heron RIVER STATION: 4960 TYPE OF STRUCTURE: Culvert -------------------------------------------------------------- Description: 24" Culvert Distance from Upstream XS: 45 Deck/Roadway Width: 40 Weir Coefficient: 2.6 Maximum allowable submergence for weir flow: 0.95 Elevation at which weir flow begins: 0 Weir crest shape: Broad Crested -------------------------------------------------------------- Sec River Length WSEL Surch. EGEL TopWidth Station Channel Actual ----------------------------------------------------------------------------- 4 5040 40.00 2997.11 2997.13 27.78 3 5020 100.00 2996.89 2996.96 20.22 4960 60.00 2996.9 0 0 Culvert #1-Up 4960 0.00 2996.71 0 0 Culvert rl-Dn 2 4925 5.00 2996.67 2996.73 16.08 1 ----------------------------------------------------------------------------- 4920 20.00 2996.61 2996.69 14.35 Ineffective Flow, Section 3 Ineffective Flow, Section 2 ----------------------------------------------------------------------------- ----------------------------------------------------------------------------- Sta L Sta R Elev Sta L Sta R Elev Opening Type ----------------------------------------------------------------------------- StagStaL StagStaR EnCStaL EncStaR LlfStaS RlfStaS Culvert Group U CULVERT: Culvert Name: Culvert #1 Shape: Circular Rise: 1.9 Span: 0 Barrels: 1 FH1r7A Chart #: # 2 - Corrugated Metal Pipe C FHWA Scale It: # 3 - Pipe projecting from fill Solution Crit:inlet control UpstrmDist: 40 Length: 60 n-Value: 0.021 EntLossCoef: 0.9 ExtLossCoef: 1 CulvinvElU 2996.6 CulvinvElD 2996.1 LCntStaU: 101 RCntStaU: 101 LCntStaD 101 RCntStaD 101 Culvert Depth Blocked: 0.1 ------------------------------------------------------------------------------- Culy Area: -9999 CulvQ: 0.87 MinTopRd: 2996.51 ---------------------------------=--------------------------------------------- LAbutSt RAbutSt LMnTpRd RM-*iTpRd MnTpRd MxLoCd ------------------------------------------------------------------------------- Culvert #1 100.05 101.95 2996.5 2996.5 2996.5 2998.5 U 100.05 101.95 2995.73 2995.73 2995.73 2998 D ------------------------------------------------------------------------------- Name Q Total. Q Struc Q Weir Selected Method Flow Type ------------------------------------------------------------------------------- Culvert #1 0.87 9.88 Inlet control Low and Weir Flow ------------------------------------------------------------------------------- GEOMETRIC CHECK ----------------- RS: 4960 ST GD O1 This is Culvert Section The starting station of 4960 from upstream road/weir data is more than the end station of 200 from upstream internal section/section 3. The road and ground profiles are not aligned properly. The road and ground data should be adjusted. RS: 4960 ST GD 03 The starting station of 4960 from upstream road/weir data is greater than the starting station of 0 from upstream internal section/ secion 3. The high chord elevation of 3004 for the starting road/weir station is greater than the ground elevation of 2999.4 for the same ground station. The road/weir profile may need to be extended. RS: 4960 ST GD 01 This is Culvert Section The starting station of 4020 from downstream road/weir data is more than the end station of 200 from downstream internal section. The road and ground profiles are not aligned properly. The road and ground data should be adjusted. RS: 4960 ST GD 03 The starting station of 4020 from downstream road/weir data is greater than the starting station of 0 from downstream internal section. The high chord elevation of 3004 for the starting road/weir station is greater than the ground elevation of 2999.4 for the same ground station. The road/weir profile may need to be extended. TYPE OF FLOW CHECK ------------------ RS: 4960 This is Culvert 41 CV LW 01 Type of flow is low and weir flow because, 1. EGEL 3 of 2996.96 is greater than MinTopRd of 2996.51. 2. EGEL 3 of 2996.96 is less than MxLoCdU of 2998.50. DISTANCE CHECK --------------- RS: 4960 This is Culvert 41 ST DT 02 The channel distance of 0 at Downstream internal Section is less than the height of the culvert opening of 1.9 Section 2 should be placed at the foot of the road embankment or wing walls. Distances at Sections 4, 3 & 2 should be adjusted. ST DT 03 The channel distance at Downstream Internal Section is less than or equal to zero. The channel distance at Downstream Internal Section is computed by subtracting the summation of Culvert Upstrm Dist and Culvert Length from the channel length at Section 3. Culvert Upstrm Dist.is 40, Culvert length is 60, Channel length at section 3 is 100 Lengths at Sections 4, 3 k 2 and 'Culvert Upstream Dist' should be adjusted. CULVERT COEFFICIENT CHECK -------------------------- CULVERT CRITERIA CHECK RS: 4960 This is Culvert #1 CV SC 01 Inlet control is selected. ?lease rerun the plan selecting 'Highest U.S. EG' as the criterion, unless there is a reason not to use this crierion. INEFFECTIVE FLOW CHECK ----------------------- -------------------------------------------------------------------------------- RIV-ER/REACH: Bowser Creek, Bowser Creek RIVER STATION: 3050 TYPE OF STRUCTURE: Culvert ------------------------------------------------------------------------------- Description: Distance from Upstream XS: 45 Deck/Roadway Width: 40 Weir Coefficient: 2.6 Maximum allowable submergence for weir flow: 0.95 Elevation at which weir flow begins: 0 Weir crest shape: ------------------------------------------------------------------------------- Broad Crested Sec River Length WSEL Surch. EGEL TopWidth Station Channel Actual ------------------------------------------------------------------------------- 4 3200 100.00 2986.08 2986.1 12.53 3 3100 200.00 2986.01 2986.03 9.94 3050 50.00 2986.5 0 0 Culvert R-Up 3050 115.00 2986 0 0 Culvert_ur1-Dn 2 2900 200.00 2986.01 2986.03 9.94 1 2700 280.00 2985.89 ------------------------------------------------------------------------------- 2985.92 8.79 Ineffective Flow, Section 3 Ineffective Flow, Section 2 Sta L Sta R Elev ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Sta L Sta R E1ev Opening Type StagStaL StagStaR ------------------------------------------------------------------------------- EncStaL EncStaR LIfStaS RIfStaS Culvert Group U D CULVERT: Culvert Name: Culvert 41 Shape: Circular Rise: 1.9 Span: 0 Barrels: 1 FHWA Chart tt: m 2 - Corrugated Metal Pipe C FHWA Scale Y: # 2 - Mitered to conform to slope Solution Crit:Highest U.S. EG UpstrmDist: 35 Length: 50 n-Value: 0.021 EntLossCoef: 0.7 ExtLossCoef: 1 CulvinvElU 2984.6 CulvInvElD 2984.1 LCntStaU: 100 RCntStaU: 100 LCntStaD 100 RCntStaD 100 Culvert Death Blocked: 0.1 ------------------------------------------------------------------------------- Culy Area: -9999 CulyQ: 1.35. MinTopRd: 2984.51 ------------------------------------------------------------------------------- LAbutSt FAbutSt LNnTpRd RYnToRd MnTpRd MxLoCd ------------------------------------------------------------------------------- Culvert T1 99.05 100.95 2984.3 2984.5 2984.5 2986.5 U Name Q Total. Q Struc Q Weir Selected Method ----------------------------------------------------------- Culvert #1 1.35 10.29 Highest U.S. EG ----------------------------------------------------------- GEOMETRIC CHECK --------------- Flow Type --------------- Pressure and Weir Flow RS: 3050 ST GD 01 This is Culvert Section The starting station of 3050 from upstream road/weir data is more than the end station of 200 from upstream internal section/section 3. The road and ground profiles are not aligned properly. The road and ground data should be adjusted. RS: 3050 ST GD 03 The starting station of 3050 from upstream road/weir data is greater than the starting station of 0 from upstream internal section/ secion 3. The high chord elevation of 2994 for the starting road/weir station is greater than the ground elevation of 2993.63 for the same ground station. The road/weir profile may need to be extended. RS: 3050 ST GD 01 This is Culvert Section The starting station of 3010 from downstream road/weir data is more than the end station of 200 from downstream internal section. The road and ground profiles are not aligned properly. The road and ground data should be adjusted. RS: 3050 ST GD 03 The starting station of 3010 from downstream road/weir data is greater than the starting station of 0 from downstream internal section. The high chord elevation of 2994 for the starting road/weir station is greater than the ground elevation of 2993.63 for the same ground station. The road/weir profile may need to be extended. TYPE OF FLOW CHECK ------------------ RS: 3050 This is Culvert #1 CV LW 01 Type of flow is low and weir flow because, 1. EGEL 3 of 2986.03 is greater than MinTopRd"of 2984.51. 2. EGEL 3 of 2986.03 is less than MxLoCdU of 2986.50. RS: 3050 This is Culvert #1 CV PW 01 Type of flow is pressure and weir flow because, 1. EGEL 3 of 2986.03 is greater than MinTopRd of 2984.51. 2. CulvWSIn of 2986.50 is equal to MxLoCdU of 2986.50. 3. CulvWSOut of 2986.00 is equal to MxLOCdD of 2986.00. DISTANCE CHECK --------------- CULVERT COEFFICIENT CHECK -------------------------- CULVERT CRITERIA CHECK -------------- -------- INEFFECTIVE FLOW CHECK ----------------------- --- END RECOMMENDED FLOOD PLAIN Purdy Floodplain Analysis BY. BY Cn 0 D r M Recommended Flood lain iNa r�+�p� YHOMAS, DEAN & HOSKINS p p _ i 1JOC ENGINEERING CONSULTANTS