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Letter of Map Revision Lower Bee Creek Emerald Forest
Request For Letter Of Map Revision for A Portion Of Lower Bee Creek adjacent to Emerald Forest Subdivision College Station, Brazos County, Texas *July, 1994 * Case No.: 94-06-141P Community: College Station, Texas Community No.: 480083 Prepared For: Mr. Allen R. Swoboda 1607 Em erald Parkway College Station, Texas 77840 Telephone: (409) 693-3223 Prepared By: GARRETT ENGINEERING COllSUL TlllG EtlGlllEERJtlG & LAtlO SURVEVlllG 4444 CARTER CREEK PARKWAY, SUITE 108. BRVAtl, TEXAS 77802 -(409) 84'-2688 · (409) 846-J094 Application I Certification Forms Revision Requester and Community Official Form -Form 1 Certification by Registered Professional Engineer & Land Surveyor -Form 2 Channelization Fann -Form 6 Bridge I Culvert Fann -Form 7 FEDERAL EMERGENCY MANAGEMENT AGENCY 0 .M.8. Burden No 3067-0148 FEMA USE ONLY REVISION REQUESTOR AND COMMUNITY OFFICIAL FORM Expires July 31 , 1994 PUBLIC BUl:UH~N DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 2.13 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the 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, S. W ., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067- 0148) Washington DC 20503. 1. OVERVIEW 1. The basis for this revision request is (are): (check all that apply) 0 Physical change Q9<Ex isling D Proposed D Improved methodology l]I Improved data []I Floodway revision D Other Explain ___________________________________ _ 2. Flooding Source: ~B~e~e~C~r~e~e~k~-------------------------------- 3. Project N ame/ldentifier: __ --"-9"""4_-""'"0"""6_-_1_4_1_P_(,_C_a_s_e_N_u_m_b_e_r""") ____________________ _ 4. FEMAzonedesignationsa~cted:~x~-~A,~F---------------------------~ (example: A, AH, AO, Al-A30, A99, AE, V, Vl-30, VE, B, C, D, X) 5. The NFIP map panel(s) affected for all impacted communities is (are): Community Community Map Panel Effective No. Name County Slate No. No. Date gx: 480301 Katy,City I larris, Fort Bend TX 480301 00050 02/08/83 480287 Harris County Harris TX 48201C 02200 09/28/90 480083 College Brazos TX 4804Hl 0163C 07 /02/92 St:iltioo (Ci t;)l) 6. The area of revision encompasses the fol lowing types of flooding, structures, and associated disciplines: (check all that apply) Types of Flooding Structures Disciplines* D Riverine [] Channelization D Water Resources D Coastal D Levee/Flood wal I ~ Hydrology D Alluvial Fan [] Bridge/Culvert 0 Ilydraul ics l]I Shallow Flooding (e.g. Zones AO and AHJ D Dam 0 Sediment Transport D Lakes D Coastal D Interior Drainage 0 Fill Kl Structural Affected by D Pump Station D Geotechnical wind/wave action D None ~ Land Surveying D Yes ~ Channel Relocation D Other (describe) ~ No ~ Excavation D Other (describe) D Other(describe) _____ _ * Attach completed "Certification by Registered Professional Engineer and/or Land Surveyor" Form for each discipline checked. (l<'orm 2) 2. FLOODWA Y INFORMATION 7. Docs the affected flooding source have a flood way designated on the effective FIJ{M or FBFM? 8. Does the revised floodway delineation differ from that shown on the effective FIRM or F'BFM If yes, give reason: Massive channel improvements alter floodway dimensions fEMA Form 81 -89, AUG 93 Revision Requestor and Community Otticial Form Kl Yes D No Kl Yes D No &. water surface . Form 1 Page 1of4 J\Ltach copy of either a public notice distributed by the community stating the community's intent to revise the flood way or a statement by the community that it has notified all affected property owners and affected adjacent jurisdictions. 9. Docs the State have jurisdiction over the flood way or its adoption by communities participating in the N FIP? D Yes []] No l f yes, attach a copy of a letter notifying the appropriate State agency of the flood way rev is ion and documentation of the approval of the revised floodway by the appropriate State agency. 3. PROPOSED ENCROACHMENTS 10. With nuodways: 1 A. Does the revision r~uest involve fill, new construction, substantial improvement, or other development in the floodway? [3 Yes 0 No IB. lf yes, does the development cause the 100-year water surface elevation to increase at any location by more than 0.000 feet? Qi Yes D No 11. Without flood ways: 2A. Does the revision request involve fill, new construction, substantial improvement, or other development in the 100-year floodplain? DJ: Yes D No 2B. If yes, docs the cumulative effect of all development that has occurred since the effective SFII J\ was originally identified cause the l 00-year waler surface elevation to increase at any location by more than one fool (or other surcharge limit if community or state has adopted more slri ngent criteria)? 0 Yes []No 1 f the answer to either Items 1 R or 213 is yes, please provide documentation that al I requirements of Section 65.12 of the NF! P regulations have been met, regarding evaluation of alternatives, notice to individual legal property owners, concurrence of CEO, and certification that no insurable structures are impacted. 4. REVISION RE QUESTOR ACKNOWLEDGMENT 12. !laving read N l<'l P Regulations, 44 CFR Ch. I, parts 59, 60, 61, and 72, I believe that the proposed revision KJ is D is not in compliance with the requirements of the aforementioned NFlP Regulations. 5. COMMUNITY OFFICIAL ACKNOWLEDGMENT 13. Was this revision request reviewed by the community for compliance with the community's adopted floodplain management ordinances? 0 Yes D No 14. Does this revision request have the endorsement of the community? lXI Yes D No If no to either of the above questions, please explain: __________ N_/_A ______________ _ Please note that community acknowledgment and /or notification is required for all requests as outlined in Section 65.4 (b) of the NFIP Regulations. · 6. OPERATION AND MAINTENANCE 15. Does the physical change involve a flood control structure (e.g., levees, floodwalb, channelization, basins, dams)? 0Yes D No If yes, please provide the following information for each of the new flood control structures: J\. Inspection of the flood control project will be conducted periodically by _____ o_w_n_,e~r,---_______ _ en 1 y _________ with a maximum interval of ___ s_i_x ___ months between inspections. B. Based on the results of scheduled periodic inspections, appropriate maintenance of the flood control facilities will be conducted by _________ o_w_n_e_r_'_s_f_o_r_c_e_s ___________________ _ (entityl to ensure the integrity and degree of flood protection of the structure. C. A formal plan of operation, including documentation of the flood warning system, specific actions and assignments of responsibility by individual name or title, and provisions 1·or testing the plan al intervals not le::;s than one year, D has l&l has not been prepared for the flood control structure. Revision Requester and Community OH1Cial form Form 1 Page 2 of 4 D. The community is willing to assume responsibility for 0 performing Kl overseeing compliance with the maintenance and operation plans of the Bee Creek Bridge and channelization !Name) flood control structure. If not performed promptly by an owner other than the community, the community will provide the necessary services without cost Lo the Federal government.. Attach operation and maintenance plans 7. REQUESTED RESPONSE FROM FEMA 16. After examining the pertinent N Fl P regulations and reviewing the document entitled "Appeals, Revisions, and Amendments to Flood Insurance Maps: J\ guide for Community Officials," dated January 1990, this request is for a: ___ a. CLO MR A letter from FI•:MA commenting on whether a proposed project, if built as proposed, would justify a map revision (LOMR or PMR), or proposed hydrology changes (see 44 CFR Ch. I, Parts 60, 65, and 72). _X_b. LOMR A letter from I<'l~MA officially revising the current NFIP map Lo show changes to floodplains, flood ways, or flood elevations. OOMRs typically depict decreased flood hazards. (See 44 CFR Ch. I Parts 60 and 65.) ___ c. PMR A reprinted NPIP map incorporating changes to floodplains, floodways, or flood elevations. Because of the time and cost involved to change, reprint, and redistribute an NFIP map, a PM R is usually processed when a revision reflects increased flood hazards or large-scope changes. (See 44 Cf?R Ch. I, Parts 60 and 65.) __ d. Other: l)cscribc _________________________________ ~ 8. FORMS INCLUDED 17. I•'orm 2 entitled, "Certification By Registered Professional Engineer and/or Land Surveyor" must be submitted. The following forms should be included with this request if(check the included forms): • • • • • • • • • • Hydrologic analysis for flooding source differs from that used to develop FIRM Hydraulic analysis for riverine flooding differs from that used to develop FIRM The request is based on updated topographic information or a revised floodplain or flood way delineation is requested The request involves any type of channel modification The request involves new bridge or culvert or revised analysis of an existing bridge or culvert The request involves a new revised levee/flood wall system The request involves analysis of coastal flooding The request involves coastal structures credited as providing protection from the 100-year flood The request involves an existing, proposed, or modified dam The request involves structures credited as providing protection from the I 00-year flood on an alluvial fan 0 Hydrologic Analysis Form (Form 3) 0 Riverine Hydraulic Analysis Form (Form 4) 0 Riverine /Coastal Mapping Form (Form 5) Iii Cflannelization Form (Form 6) !Xl Bridge/Culvert Form (Form 7) 0 Lcvee/Floodwall System Analysis Form (Form 8) 0 Coastal Analysis Form Worm 9) O Coastal Structures (Form 10) D Dam Form (Form 11) 0 Alluvial Fan Flooding Form Worm 12) Revision Requestor and Community Ottic1al form Form 1 Page 3 of 4 9. INITIAL REVIEW FEE 18. The minimum initial review fee for the appropriate request category has been included. D Yes 5i No Initial fee amount: $ METI 100 OF PAYMENT (Check one box) CARD NUMBER 0 PAYMENT 0 VISA 0 MASTERCARD c~:~~~!:n~yorderonly. DDDDDD DDDDDDDDDD Make payable to 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 National Flood Insurance Program EXP. Dale Signature DODD or 19. This request is for a project that is for public benefit and is intended to reduce lhe flood hazard to existing development in identified flood hazard areas as opposed to planned floodplain development. l!J Yes D No or 20. This request is to correct an error or to include the effects of natural changes within the areas of special flood hazards. 0 Yes ~ No Note: I understand that my signature indicates that all information submitted in support of this request is coccect. ~ riL,w~ Signature of Revision Requester Note: Signature indicates lhal lhe community understands, from lhe revision requester, lhe impacts of lhe revision on flooding conditions in the community. Signature of Community Official Printed Name and Title of Community Official Community Name Date Does this request impact any other communities? D Yes []! No If yes, attach letters from all affected jurisdictions acknowledging revision request and approving changes to flood way, if applicable. Note: Although a photograph of physical changes is nol required, it may be helpful for FEM A's review. (See photos enclosed) Revision Requestor and Community Official Form Form 1 Page4of4 FEDERAL EMERGENCY MANAGEMENT AGENCY CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR FORM O.M.8. Burden No. 3067-0148 Expires July 3 7, 7 994 PUBLIC BURDEN DISCLOSURE NOTICE FEMA USE ONLY Public reporting burden for this form is estimated to average . 23 hour per response. The burden estimate includes the Lime for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the 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, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067-0148), Washington, DC 20503. 1. This certification is in accordance with 44 CFR Ch. I, Section 65.2 2. I am licensed with an expertise in Civil Engineer & Surveying Lexample: water resources (hydrology, hydraulics, sediment transport, interior drainage)* structural, geotechnical, land surveying.] 3. I have ___ 2_2 ____ years experience in the expertise listed above. 4. I have []:prepared 0 reviewed the attached supporting data and analyses related to my expertise. 5. I G have D have not visited and physically viewed the project. 6. In my opinion, the following analyses and /or designs, is/are being certified: Bridge Structures and Channelization 7. Base upon the following review, the modifications in place have been constructed in general accordance with plans and specifications. Basis for above statement: (check all that apply) a. 0 Viewed all phases of actual construction. b. ~ Compared plans and specifications with as-built survey information. c. Ga Examined plans and specifications and compared with completed projects. d. 0 Other _____________________________ _ 8. All information submitted in support of this request is 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 U niled Slates Code, Section 1001. Name: Donald D. Garrett ---------------------------------------------(please print or type) Tille: Owner of Garrett Engineering ------------------~---~~---------------------- (Surveyors) 2972 (please print or type) Registration N o. ___ (_E_n_g_i_n_e_e_r_i_· n_g_) _2_2_7_9_0 ____ _ State Texas Land Surveyor Ty~r7Y'--- 1gnature f --1--9?! Date *Specify Subdiscipline Note: Insert not applicable (N/ A) when statement does not apply. FE MA Form 81-89A, AUG 93 Expiration Date: ____ N_l _A _________ _ Cert1t1cat1on by Registered Professional Engineer and/or Land Surveyor Form Form 2 FEDERAL EMERGENCY MANAGEMENT AGENCY O.M.8. Burden No. 3067-0148 FEMA USE ONLY CHANNELIZATION FORM Expires July 3 7, 7 994 PUBLIC BU ROEN OISCLOSURE NOTICE Public reporting burden for this form is estimated to average 1.75 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the 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, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067- 0148), Washington, DC 20503. Community Name: __ c_o_l_l_e-=g'-e_s_t_a_t_i_o_n_,_r_e_x_a_s __________________________ _ Flooding Source: Bee Creek Project Na me/Identifier: Case Number 94-06-141P 1. EXTENT OF CHANNELIZATION Downstream limit: ___ s_E_c_r_r_o_N_0_._8_6_0_(_R_i_v_e_r_M_1_· 1_e_) _____________________ _ Upstream limit: SECTION 1.930 (River Mile) 2. CHANNEL DESCRIPTION I. Describe the inlet to the channel channel emerges from existing creek channel (Bee Creek) and transition horizontally and vertically in to the channelized sectio Rock rubble has been .placed to minimize erosion (See Photo "A") 2. Briefly describe the shape of the channel (both cross sectional and planimetric configuration) and its lining (channel bottom and sides) channel istrapezoidal in shape with a top width of approximately 120 feet, 4:1 side slopes and a 82 foot wide bottom, a 6 foot wide pilot channel lies in the bottom 6or low flows 3. Describe the outlet from the channel ___ c_h_a_n_n_e_l_i_z_a_t_i_o_n_t_i_· _e_s_i_n_t_o_e_x_i_· _s_t_i_n.;;:g:__c_r_e_e_k _______ _ (See Photo "B"). Rock rubble is provided to minimize erosion. 4. The channelization includes: 0 Levees (Attach Levee Form) D Drop structures 0 Superelevated sections £] Transitions in cross sectional geometry O Debris basin/detention basin D Energy dissipater 0 Other N/A 5. Attach the following: a. Certified engineering drawings showing channel alignment and locations of inlet, outlet, and items checked in item 4 b. Typical cross sections and profiles of channel banks and invert FEMA Form 81-89F, AUG 93 Channelization Form Form6 Page 1of3 3. HYDRAULIC CONSIDERATIONS I. What is the 100-year discharge? 12 390 cfs 2. Do the cross sections in the hydraulic model match the typical cross sections in the plans? 129 Yes 0 No 3. Are the channel banks higher than the 100-year flood elevations everywhere? ........ . O Yes (]I No 4. Are the channel banks higher than the 100-year flood energy grade lines everywhere? 0 Yes [ii No 5. Is the land on both sides of the channel above the adjacent 100-year flood elevation at all points along the channel? ................................................... . 89 Yes 0 No What is the range offreeboard? ......................................... . 0 1 feet What is the range of the 100-year flood velocities? 3 12 fUsec 6. 7. 8. What is the lining type? (both bottom and sides) ______ G_r_a_s_s_L_i_· n_ed ___________ _ Explain how the channel lining prevents erosion and maintains channel stability (attach documentation) Sideslopes are gentle (4:1) velocities are low to moderate 9. What is the design elevation in the channel based on? Kl Subcritical flow O Critical flow D Supercritical flow D Energy grade line Is 100-year flood profile based on the above type of flow? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5a Yes D No If no, explain: _____________________________________ _ I 0. ls there the potential for a hydraulic jump at the following locations? Inlet to channel . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . O Yes []I No Outlet of channel ................................................................. 0 Yes []I No At Drop Structures ............................................................... D Yes GI No At Transitions ................................................................... 0 Yes 0 No Other locations. Explain: Downstream from bridge structure (see note below) If the answer to any of the above is yes, please explain how the hydraulic jump is controlled and the effects of the hydraulic jump on the stability of the channel. Explain: _____________ ~ ------------------------~ A hydraulic .jump occurs just downstream from bridge s tructure. The jump i s situated on a concrete appron where the turbulence is disapated with no erosion problems. Channelization Form Form 6 Page 2 of 3 4. SEDIMENT TRANSPORT CONSIDERATIONS I . A. Is there any indication from historical records that sediment transport (including scour and deposition) can affect the 100-year water surface elevations and/or the capacity of the channel? 0 Yes Kl No B. Based on the conditions of the watershed and stream bed, is there a potential for sediment transport (including scour and deposition) lo affect the 100-year waler surface elevations and /or the capacity of the channel? ..................................................................... D Yes KJ No 2. If the answer to either I A or 1 B is yes: A. What is the estimated sediment (bed) load? N/ A cfs (attach gradation curve) Explain method used to estimate load ________ N_/_A __________ _ B. Is the 100-year flood velocity anywhere within the channel less than the 100-year flood velocity of the inlet? 0 Yes 0 No C. Will sediment accumulate anywhere within the channel? 0 Yes 0 No D. Will deposition or scour occur at or near the inlet? 0 Yes 0 No E. Will deposition or scour occur at or near the outlet? D Yes. 0 No Attach documentation showing affects on the Hydrologic and Hydraulic analyses Channelization Form Form 6 Page 3 of 3 FEDERAL EMERGENCY MANAGEMENT AGENCY 0 .M.8. Burden No. 3067-0148 FEMA USE ONLY BRIDGE/CULVERT FORM Expires July 31 . 1994 PUBLIC BURDEN DISCLOSURE NOTICE Public reporting burden for this form is estimated to average 2 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden, to: Information Collections Management, Federal Eme1·gency Management Agency, 500 C Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067- 0148), Washington, DC 20503. Community Name: ___ C_O_L_L_E_G_E_S_T_A_T_I_O_N ....... _B_R_A_z_o_s_c_o_U_N_T_Y ....... ~T_E""X._A._S _______________ _ Flooding Source: BEE CREEK I. PrajectNamendentifier:C_A_S_E_N_~ __ E_R_9_4_-_0_6_-_1_4_1_P _______________________ _ 1. IDENTIFIER Name ofroadway, railroad, etc.: __ ""'A""-P"'-P....;;O.;;..;M=A;;..;:T"--=T;....;O;..:;.X~D;;..;:R""I"'"V.;....;E;:;...._ ___________________ _ 2. Location of bridge/culvert along flooding source (in terms of stream distance or cross-section identifier): __ _ BEE CREEK RIVER MILE 1.573 3. 'I' his revision reflects (check one of the following): ~ New bridge/culvert not modeled in the FIS 0 Modified bridge/culvert previously modeled in the FIS O New analysis of bridge/culvert previously modeled in the FIS (Explain why new analysis was performed) ________________________ _ 2. BACKGROUND Provide the following information about the structure: I Dimension, material, and shape (e.g. two 10 x 5 feet reinforced concrete box culvert; three 30-foot span bridge with 2 rows of two 3-foot diameter circular piers; 40-foot wide ogee shape spillway) ___________ _ 3-40' SPAN BRIDGE WITH 2 ROWS OF 24" DIAMETER PIERS 2. Entrance geometry of culverUtype of bridge opening (e.g. 30 " -75 ° wing walls with square top edge, sloping embankments and vertical abutments) ---------------------------- SLOPING EMBANKMENTS 3. Hydraulic model used to analyze the structure (e.g., l/fa;c-2 wilh special bridge routine, WSPH.O, IIY8) ___ _ HEC-2 WITH SPECIAL BRIDGE ROUTINE If different than hydraulic analysis for the flooding source,justify why the hydraulic analysis used for the flooding source could not analyze the structure(s). (Attachjustifi.cation) Note: If any items do not apply to submitted hydraulic analysis, indicate by N/A * One form per new/revised bridge/culvert FEMA Form 81-89E, AUG 93 Bridge/Culvert Form Form 7 Page 1of6 3.ANALYSIS Sketch the downstream face oflhe structure together with the road profile. Show, al a minimum, the maximum low chord elevation, invert elevation, minimum lop of road elevation, and ineffecli ve flow widths. ~ t2e ~ tel...E\J. :z "'2. '-t'1 . e:>c.::> ~\l-J Sketch the upstream face of the structure together with the road profile. Show, at a minimum, the maximum low chord elevation, invert elevation, and minimum top ofroad elevation. Bridge/Culvert Form Form 7 Page 2 of 6 I 3. ANALYSIS (Cont'd) Sketch the plan view of the structure(s) Show, at a minimum, the skew angle, cross-section locations, distances between cross sections, and length of structure (s). flow Attach plans of the structure (s) certified by a registered Professional Engineer. Culvert length or bridge width (ft) Calculated culvertlbridge area (ft 2) by the hydraulic model, if applicable • , I Total culverUbridge area (ft 2) Bridge/Culvert Form '5,1 '-8Yi" ( 51, 70 I ) 1692.24 ( ~6 9 2 .24 (FT2 ) 1692 .24 (FT2 ) Form 7 Page 3 of6 3. ANALYSIS (Cont'd) Elevations Above Which Flow is Effective for Overbanks Upstream face Downstream face Minimum Top of Road Elevation Upstream face Downstream face 100-Y car Elevations Upstream face Downstream face Discharge Amount of flow through/over the structure (s) (cfs) The maximum depth of Left, Overbank 243.59 243.59 Left Overbank 243.37 243.37 Water Surface Elevations 240.20 238.51 Low Flow 7450 (cfs) Pressure Flow NIA '· ,, flow over the roadway/railroad (fl.) .................................... . Weir length (ft.) ....................................................... . Top Widths Floodplain Upstream face 876.60 Downstream face 114.69 Top Widths Effective Flow Upstream face 266.50 Downstream face 118.45 Bridge/Culvert Form Right Overbank 243.76 243.76 Right Overbank 241.27 241.04 I~nergy Gradient Elevations 240.77 240.54 Weir Flow N/A N/A N/A Flood way 266.50 118.45 Effective and Ineffective F'low 876.60 118.45 Form 7 Total Flow 7450 cfs Page4 of 6 I I I I I I 3. ANALYSIS (Cont'd) Loss Coefficients Entrance loss coefficient Manning's "n" value assigned to the structure(s) Friction loss coefficient through structure (s) Other loss coefficients (e .g., bend manhole, etc.) Total loss coefficient Weir coefficient Pier coefficient Contraction loss coefficient Expansion loss coefficient 4. SEDIMENT TRANSPORT CONSIDERATIONS 0.50 0.013 1.60 N/A 1.60 N/A 1.050 0.10 0.30 1. A. Is there any indication from historical records that sediment transport (including scour and deposition) can affect the 100-year water surface elevations? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 Yes ~o 2. B Based on the conditions (such as geomorphology, uegetatiue couer and deuelopment of the watershed and stream bed, and bank conditions), is there a potential for debris and sediment transport (including scour and deposition) to affect the 100-year water surface elevations and/or conveyance capacity through the bridge/culvert? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0 Yes ~o If the answer to either IA or 18 is yes: A. What is the estimated sediment (bed material) load? NI A cfs (attach gradation curue) Explain method used to estimate the sediment transport and the depth of scour and/or deposition N A B. Will sediment accumulate anywhere through the bridge/culvert?O Yes O No If yes, explain the impact on the conveyance capacity through the bridge/culvert? __ N_/_A _____________________________ _ 5. FLOODWA Y ANALYSIS Explain method of bridge encroachment {noodway run) METHOD 4 WAS IlTTT TZED TO CAI cm ATE THE FI OODWAY THROUGH THE BRIDGE SECTION. Bridge/Culvert Form Form 7 Page 5 of 6 5. FLOODWAY ANALYSIS (Cont'd) Comments (explain any unusual situations): N/A Attach analysis. Bridge/Culvert Form Form 7 Page 6 of 6 I REQUEST FOR LETTER OF MAP REVISION This letter is to request that a deteimination be made as to whether or not a certain land area or structure is within a Special Flood Hazard Area. All documents submitted in support of this appeal are correct to the best of my knowledge. I understand that any false statement may be punishable by fi ne or im prisonm ent under Title 18 of the United States Code, Section 1001. J-1 -c;c/ Date General: Request For Letter Of Map Revision For A Portion Of Lower Bee Creek Adjacent To Emerald Forest Subdivision College Station, Brazos County, Texas This Report submits for review and approval, the technical data required for the issuance of a Letter Of Map Revision. A bridge structure and roadway embankment have been constructed at Bee Creek River Mile 1.573. Channel transitions upstream and downstream from the bridge were also constructed to manage the flow of major storm events. Before the construction of the bridge and chan nelization , the flood plain was approximately 1300 feet wide at th e location of the proposed bridge structure. Channelization accomplished containment of the fl ood plain within the banks of the main channel at the location of the bLidge structure. This channelization is able to convey storm water runoff within the banks of the channel at the bridge and immediately upstream and downstream. the Bridge spans approximately 120 feet; the channel at the bridge is fully lined with reinforced concrete Lip-ra p with a 97 foot wide bottom and 1: 1 sideslopes. The vertical distance from the flow line of the channel to the bottom of th e beam of th e bridge (low chord) is 12.1 feet (avera ge). The transition channel is earthen with a 6 foo t wide reinforced concrete "pilot" channel running longitudinally along the centerline of the channelization. The channelization consists of a section with 4: 1 sideslopes, with a bottom th at slopes at a 1 % grade to the center of th e channel. The bottom of th e channel is 82 feet wide with the average top width of the channel being 120 feet wide. The construction of the ch anneli zation accomplished within this project, has a "draw-down" effect on the flow within th e channel. This effect has greatly reduced the width of the fl ood plain within the limits of the channel improvements. Due to the sparse spacing of the Ori ginal FEMA cross sections and the more strategically located cross sections as presented in this study, water surface elevations which represent more realistic estimations have been deri ved . Straight line interpolation may be utilized between th e given cross sections and coLTesponding Live r mile stations may be directly compared on the Ori ginal FIS water surface profiles and th e Revised FIS water surface profiles as established by this report. It is our expectation th at with your review and sub sequent approval of this report that a Letter Of Map Revision will be issued by your agency co nsistent with the limits of the revised 100-year and 500-year flood plain limits as depicted on the enclosed revised Floodway map as included in the Aprendix of thi s report. Analysis of the improvements was perfo rmed usin g the HEC-2 computer program developed by the U.S. Almy Corps Of Engineers fo r the analysis of water surface profiles and channels. The data used to substantiate the base flood elevation was the hydrologic and hydraulic analyses condu cted for the Brazos County flood plain and floodway study incorporation as performed and accepted in July,1992. The data used fo r analysis for the improved channel and bridge structure was taken from an "as -built" survey performed on the ground fo r the purpose of this report. Care was taken to make sure the new data relied on th e same datum as that utilized in th e aforementioned 1992 study. All "as-built" and curre nt cross-sectional data is based on the top of the north end of the bridge structure at the center line of sam e bridge structure located at Bee Creek River Mile 1.573. The elevation of the aforesaid bench mark is 247.00. Basin Description: The reach of Bee Creek that is of major interest in this report is th at section located in the lower limits of the Bee Creek basin beginning at Bee Creek River Mile 0.860 and extends upstream to Bee Creek River Mile 1.930 . Please note that all 01i ginal river miles refeITed to herein are ac tual miles measured from th e confluence of Bee Creek with Carter's Creek (This confluence point is designated as Bee Creek River Mile 0.000 by FEMA). Consistent liver mile stationing allows fo r direct comparin g of co1Tesponding sections within th e 01iginal FIS water surface profiles and the proposed Revised FIS water surface profiles established by this report. It is estimated that the total area contributing to the storm water runoff fo r the study area is 8.69 square miles. This drainage area includes a large portion of the Texas A & M University campus and numerous major comm ercial and residenti al developments. Elevations within the total basin tributary to th e subj ect project range from 225 to 350 feet above mean sea level (ft-msl). The Bee Creek water shed lies in a region of temperate mean climatological conditions experiencing occasional extremes of temperature and ra infall of relatively short duration. Climatological data record ed at the local airport (Easterwood Airport -FAA designator CLL) and at Texas A & M University are considered indicative of conditions likely to prevail over the watershed. The annual precipitatio n at College Station , Texas is 39. l inches. The mean annual temperature is 68 degrees F. with a mean maximum temperature of 95 degrees F. in July and a mean minimum temperature of 45 degrees in January. Recorded temperature extremes ran ge fro m a maximum of 110 degrees F. to a minimum of -3 degrees F. Conclusion The data presented herein establishes modifications to the 01iginal FIS that represent changes that are associated with "As-Built" conditions as acquired from on the ground surveys. Cross sections were "taken" at less distant intervals than the 01iginal FIS. This filling in of blank areas provides for a more minute study that highlights some areas that were previously interpolated in the Original FIS. Due to the massive modifications of the basin in the area of study a "draw-down" effect in the flood elevations is realized. This "draw-down" effect is subsequent to improved hydraulic characteristics as produced by the installation of the bridge and channel improvements. A table listing Original FIS water surface elevations, Revised FIS water surface elevations, 01iginal FIS floodway and Revised FIS tloodway elevations for the 100-year storm event is as follows: River Mile Current FIS Revised FIS Original Revised (Station) 100-Yr 100-Yr Flood way Floodway Flood Flood Plain Plain 0.860 238.40 238.40 239.40 239.40 1.01 2 none 238.67 none 239.52 1.369 none 238.74 none 239.50 1.481 none 239.12 none 239.64 1.500 241.51 none 242.47 none 1.573 none 238.30 none 239.60 1.5 80 none 238.51 none 239.61 1.599 none 240.20 none 241.21 1.610 none 240.28 none 241.39 1.640 none 240.65 none 241.89 1.698 none 241.54 none 241.89 1.855 none 244.09 none 243.01 1.930 246.14 246.26 246.57 245.67 Brazos County Map U.S.G.S. Topographic Map Original FIS Cross-Sections Original Fis Section 0.860 255 ~ I I , J, I 250 I I \ I 245 ' , ' j ,... v; -E ....... ._ --I ' I \. I c 240 .Q 0 > ~ ' ,, , ~ \ , \ ~ w \ ... ~,,, 235 ~J ,_ ,/ ......... -~ 230 225 0 500 1000 1500 2000 2500 3000 3500 Offset (feet -from left edge) -- Original Fis Section 1.500 255 J I '-I \. I ' J 250 ' I \.. I '" I 245 "' , " I --v; 'E .._, " f ... ... , ""'" I c 240 0 +: 0 > ~ 1'.. , ""'111111-.. .... ---, ~ "'" 17 ' ---~ --I w ~ ~ 235 v 230 225 1000 1500 2000 2500 3000 3500 Offset (feet -from left edge) -- Original Fis Section 1. 930 260 --.......... ,"""-255 ~~ • ......... , ......... J 250 ....._...._ I """1111111.. , ....... v; 'E ........ """1111...._ J "'Iii ,..._ I i"""iii.. I c 245 0 :;:: ....... """"'-I !"""Iii.~ I 0 > ~ ........ ~ w , 1 240 235 ~ 230 1000 1200 1400 1600 1800 2000 2200 2400 Offset (feet - from left edge) Revised Cross-Sections Revised Fis Section 0.860 255 ' I I , J I 250 I I ~ I 245 ' , ' j " Vi E ........ I ......... I \. I c 240 0 :;::: 0 > Q) '\. ' 'I ~ \ / \ ~ w \ __, ..... 235 ,, """ -~ ---- 230 225 400 900 1400 1900 2400 2900 3400 Offset (feet -from left edge) Revised Fis Section 1.012 255.00 ' 250.00 '\. , ll '\. '\. ' 245.00 \ ' ....... Vi E ....... \ ' 1'-, c 240.00 0 :;::: ~ I " ~ 0 > ~ ""11... ,_ .,,., ' l'lliii ... ....... .._. ,JI' w ~ .. l,;j ~ -~ 1 ~ 235.00 230.00 ' I/ 225.00 0.00 500.00 1000.00 1500.00 2000.00 2500.00 Offset (feet -from left edge) - - Revised Fis Section 1.369 255.00 ' 250.00 .. , : i... ' ., "~ / ~ If-\ I \ ' .. ' ' ""'" . . 245.00 r-...:' -< • . I _...,. !Ill.... .. . 'K.". y . \ ....... ......_ .. ....... Vi E ........ "r-...:..-. ' -,, K.'. ... '-....::._. ~ • c 240.00 0 ~ 'K' ~ ~ ........ , 0 > "' ~ _, Q) ......... -~ w "'\ J ~ .......,,,,,,.. 235.00 ,, !/"//, I v m'./ / ,. -..._ '/// /,,, V// L _,.-u" l \l 1 E ::'\ 230.00 ~ r //'A '"-' lrJt I 225.00 0.00 500.00 1000.00 1500.00 2000.00 2500.00 Offset (feet -from left edge) 250 245 ~ 240 'E ......, c 0 ~ 0 > Cl> w 235 230 225 I~ '!Iii.. .. 1 . . ' . ' . . . . . -t-. -I ( . .. -... ti.: : . . . ·. ' . . ' . . . .. . ---r-::.. ... i-...' \ \ ~ .... ,-, ~ )",, """ "" I ~ ~/ '.% ~/ /,; /..,.., I;/ ~ ~ ..... ~ ,~ 0.00 200.00 400.00 Revised Fis Section 1.481 ., J ·' , I J A,. ~ """' """" .... _ ,,, """' • ,, 'j ....,., ' ''J I I / I -/ \-k.i "' 1t: t:l ~ ~ -.... !\\ '~ :T l/ bf-, 600.00 800.00 1000.00 1200.00 1400.00 1600.00 1800.00 2000.00 Offset (feet -from left edge) 248.00 246.00 244.00 242.00 ,...,, iii 1 240.00 c 0 g 238.00 Q) w 236.00 234.00 232.00 230.00 .... 0.00 -.... .... .... --I -" ,_ I ....... - 200.00 400.00 Revised Fis Section 1.573 -.I .... ..... I " .... , .... .-.... .. ... ....... .... ... ... .. -. ... ... -.. .... -- I I I I -- 600.00 800.00 1000.00 1200.00 1400.00 1600.00 1800.00 2000.00 Offset (feet -from left edge) - Revised Fis Section 1.599 248.00 ' 246.00 .,1 ' , ,.~ , 244.00 ' ,, , ~ ' ... \. ..Ill ., ~ ......... 242.00 "iii -I~ i\. ...... ,,,,,.... ........ j E ...... , I I~ .Jill I c 240.00 0 ' ... , ,__ ---:;::: 0 > '-, / ., ~~ ..... .._ ,. ,,,, '// ~ Q) ,_ ~ v_,, '7 /I w 238.00 -II // // / // I/ / I/ /~ // 236.00 / / /,, '/ ,,,_,, " / ... } / I . I/ T K:i ' A -1 234.00 / '/ . /,, '/ '--"" II I I If" ...... J\ ,,,,, '/ ~ j/ / '/' 232.00 ""-......... 0.00 200.00 400.00 600.00 800.00 1000.00 1200.00 1400.00 1600.00 1800.00 2000.00 Offset (feet -from left edge) 252.00 250.00 248.00 246.00 ~ 244.00 'E ....... 5 242.00 +: 0 > Q) w 240.00 238.00 236.00 234.00 232.00 , ' , 0.00 ..... • I ' . ...... '-. . r -T~IWI.. ' -..Jt ~ ,/ _.-lr1r M 200.00 400.00 - Revised Fis Section 1.61 O I l\..i..-A.. , I I • I 600.00 800.00 1000.00 1200.00 1400.00 1600.00 1800.00 Offset (feet -from left edge) Revised Fis Section 1.640 246.00 -' \ ,~ .. 244.00 . ' '""'" . -' . '"., ~ r1 I ~ \ \ ~/ "-............ ,.. ~ ~ '' '-............ .. ' ,,, ~ 242.00 ........._,... ' ~ """' " .~ ............ ' .. ""'" " .. ,.., ... .... ......... ii; 'E 240.00 " ·"'-, ' ......,.. ~ ' ""-~;v '-' c .Q 0 ~ 238.00 ------...-;V /,,.V ' '/. v; /./ / v; ,,.,./ /; v / / / "/ /',/ w ,,., ..... / /:.- / '/ I/; ,,,.,.. /. v,,... 236.00 ' l ~ ~Ip.. l "l:::?'I V/ --_ .... v,,... ..... ;V '\.I , I ~ ~ ~ ,..,,,.,. / [/ .... "/ V/ IV/ ";V 234.00 ,,,.,./ [....--""' .... y V I " r,. , 232.00 0.00 200.00 400.00 600.00 800.00 1000.00 1200.00 Offset (feet -from left edge) --- Revised Fis Section 1.698 248.00 ll \ A. 246.00 \ , . .. W1• ·.~ r-...· ,_ ·:"" /~ +-I l '\.' ~ ·; x '\ : ' .. , .. 244.00 '\.::-" ;1 I ' . '• ' :\. -. " ........ Vi 'E 242.00 .. j ' I ' I ........ ' .... ~~ c 0 ' I-~ ........... -~-- :;::: 0 > 240.00 Q) ' I ~ , ,,./ ;;.<..,,. ' I ,, // /"". w '' ~V/ / l v ,.v/ /,,, \ j I • // // \ I I 238.00 ""/ // \ I L~ "/ , I I LL >..\. \\ 1\-.____ ~,,,, / •• -, . -~ I / "'/ '/ v ~ ' ....... ·-'/ / - 236.00 / /,,,- /,,, "'/I '// / -'/ A ~ ~ ,,, 234.00 ',, 0.00 200.00 400.00 600.00 800.00 1000.00 1200.00 Offset (feet -from left edge) Revised Fis Section 1.855 252.00 250.00 , ..... ' ' 248.00 ' """ ...... .. ..__ 246.00 .~ ... ..__ • ......... ;;; E 244 .00 ........ .._ • ~.-• ---• -' c 0 :;:: .. ........ --,-.... • I 0 242.00 > -I I • ;;--,-.. ~ ~ CV , ./ ~ ~ I w _,, ,.., ,.., ~ ,/' ./ ~ F J 240.00 ~ ~ ~ .... ./ ,.., j _,, ,.., ,.., r _,, ./ ./ r JI\. 11\J ..-1 ,,. ~ .,,.,.. 238.00 ,.,,._~ -... ,, Ill I lo I L _..II'.., ,.,,.. _,, ,,, ./ ,,, ./ _,, ~' ./ ...-1 - 236.00 ./ ..... ~ .... .._ I 234.00 I I 0.00 200.00 400.00 600.00 800.00 1000.00 1200.00 Offset (feet -from left edge) ---- Revised Fis Section 1. 930 260 --i""""'oi --255 "'~ ~ """'-, .......... ' 250 ........... I """"" , ...... iii 'E ....., """"" J ....._ ..... I ......... I c 245 0 +: -..... """""-I .......... , 0 ~~ > Q) w 1 240 235 w 230 1000 1200 1400 1600 1800 2000 2200 2400 Ottset (feet - from left edge) I I I I I I Original FIS Water Surface Profiles I I I I Revised Water Surface Profiles -------- Revised Water Surface Profiles For 10, 50, 100 & 500-Year Storm Events 248.00 246.00 244.00 f\• u --, • • ,, n 242.00 I / -,_ -----u ,-"" IJ ---Flow Line Channel ........ 240.00 v; g c 238.00 .Q I I I I I • • ·I..· ,..... i'"LJ • ..,. I r I I :: - -• ..,. - --I~ -1 '"' I • • • • i_!• r " . " " " " " "r " j • -=! --1 ~ .:._, r L/ --o--Revised 10-Yr. Water Surface -----Revised 50-Yr. Water Surface 0 > ~ 236.00 w · - -o- - -Revised 100-Yr. Water Surface -a • Revised 500-Yr. Water Surface I_ 234.00 ,_ 232.00 230.00 --' I 228.00 0.8 1.2 1.4 1.6 1.8 Station (River Miles Relative To Bee Creek Main Channel) \\ Original FIS Floodway Map Revised Floodway Map 1 I I I I I I I I I Photographs Of Bridge & Channel Structure I I I Output Data Description OUTPUT !in ••. ..J.t'TION I This appendh contains a descripUon of all output variables that apply to any cross section. Many of these var1ables can be selected for summary prlntout display. I varlab l e Descriot1on - I AC H AEX I ALOB I ALPHA AREA I AROB BANK ELEV LEFT /RIGHT BARE A I 8-S N Cross section area of the channel. Area of channel improve ment excavat1on 1n square feet at cross sect1on. Cross section area of the left overbank Ve l ocity head coefficient. Cross section area. Cross section area of the right overbank. Left and right bank elevations. Net area of the bridge opening below the low chord. Entered on SB car~. I BW Value of composHe Mann i ng's n for ice covered stream computed by Belokon-Sabaneev formula. The bottom width of the trapezoidal excavation. I I I I I I c CASE CC HV CE HV CH SLOP CLASS. Chezy's roughness coefficient, used in ice stability equation. A variable indicaUng how the water surface elevation was computed. Values of -1, -2, -3, and 0 indicate assumptions of critical depth, minimum difference, a fixed change (XS card), or a balance between the computed and assumed water surface elevations, respectively. Contraction coefficient. Expansion coefficient. Channel slope . Identifkation number for following types of bridge flow. CLASS 1 2 3 10 11, 12 13 30 59 67 TYPE Of FLOW Low Flow -C l'ass A Low flow -Class B Low flow -Class C Pressure Flow Alone 15 Weir and Low flow -Class A Weir and Low flow -Class B Weir and Low Flow -Class C Pressure Flow and Weir Flow Special Bridge Reverts to Normal Bridge Method For Encroachment Methods 3 through 6 I/ I-1 I I I I I Var4able CL STA CORAR CRniS CitSEL DEPTH DIFEG DIFKWS 0 IFWSP D IFWSX EG EGL ~K EG?RS ELENCL E:..ENCR ELLC ELM IN ELTRD EN DST H H3 HL Descriotion The centerline station of the trapezoidal excavation. Area of the bridge deck subtracted from the total cross sect4onal area in the normal br1dge method. Critical water surface elevation. Computed water surface elevation. Depth of flow. Difference in energy elevation for each profile. DHference in water surface elevation bet'n'een known and computed. Difference in water surface elevation for each profile. Difference in water surface elevat4o~ between sections. Energy gradient elevation for a cross section which is equal to the computed water surface elevation C..JSEL plus the velocity head HV. The energy grade line elevation computed assuming low flew. The energy grade line elevation computed assuming pressure flow. Elevation of left encroachment. Elevation of right encroachment. Elevation of the bridge low chord. Equals ELLC entered on the X2 card if used, otherwise it equals maximum low chord in the BT table. Minimum elevation in the cross section. Elevation of the top of roadway. Equals ELTRD entered on the X2 card H used, otherwise H equals the minimum top of the road in the BT table. Ending station where the water surface intersects the ground on the right side. Hydraulic radius: Jsed in ice stability equation. Drop in water surface elevation from upstream to downstream sides of the bridge computed using Yarnell's equation assuming Class A low flow. Energy loss due to f;iction. l/I -2 I I I I I HV roe ICE N I CONT IHLEQ ITRI AL KRATIO OLOSS PERE NC Q QCH QCHP QLOB QLOBP QPR QROB QROBP QWEIR RBEL SEC~O SLOPE SPGR SSTA STEN CL STEN CR Discharge-weighted velocity head for a cross section. Number of trials required to determine critical depth. Manning's n value for floating ice entered on IC card. Number of trails to determine the water surface elevaUon by the s 1 ope area method, or the number of trials to balance the energy gradient by the special bridge method, or the number of trials required to calculate encroachment stations by encroachment methods 5 and 6. Friction loss equation index. Number of trials required to balance the assumed and computed water surface elevations. Ratio of the upstream to downstream conveyance. Energy loss due to minor losses such as transition losses. The target of encroachment requested on the ET card. Total flow in the cross section. Amount of flow in channel. Percent of flow in the channel. Amount of flow in theleft overbank. Percent of flow in the left overbank. Total pressure of low flow at the bridge. Amount of flow in the right oberbank. Percent of flow in the right overbank. Total weir flow at the bridge. Right bank elevation. Identifying cross section number. Equal to the number in the first field of the Xl card. Slope of the energy grade line for the current section. Specific gravity of floating ice. Entered on IC card. StarUng staUon where the water surface intersects the ground. The station of the left encroachment. The station of the right encroachment. 1 ~ - I Var~able STCHL STCHR TELHX T/H TIME TO PW ID Descr~otion Station of the left bank. Station of the r~ght bank. Elevation of the lo.,.er of the end points of the cross sect1on. Rat1o of channel ice thickness and hydraulic radius, used in ice stability equation . Travel time from the f1rst cross section to the current cross section in hours. Width at the calculated water surface elevation. TRAPEZOID AREA Net area of the bridge opening up to the low chord as ·defined by SS, BWP and BWC on the SS card. Should be close to BAREA on the SB card. TWA Cumulative surface area (acres of 1000 square meters) of the stream from the first cross section. VCH Mean velocity in the channel. VE XR VEXT VLOB VOL VRO B WSC:LK WTN X*K XLBEL XLCH XLOBL XLOBR Volume of channel cubic yards in a sections). improvement excavation in l000 1 s of reach (between two adjacent cross Cummulative volume of channel improvement excavation in 1000 1 s of cubic yards up to the current cross section. Mean velocity in the left overbank Cumulative volume (acre-feet or 1000 cubic meters) of water in the stream frcm the first cross section . Mean velocity in the right overbank. Known water surface elevation; for example, a high water mark. Length weighted value of Manning's 1 n1 for the channel. Used when computing Manning's 1 n1 from high water marks. Pariset's ice stability indicator (times 1000). Left bank elevation. Distance in the c~pnnel between the previous cross section and the current cross section. Distance in the left overbank bet;,ween the previous cross section and the current cross section. Distance in the right overbank between the previous cross section and the current cross section. VI-4 ______ , _ __,_..,_,..,~··---.. ----------.. ·-~ ·~·------- I Var~able XNCH Manning's In I for the channel area. I XNL Manning's In I for the left overbank area . I XNR .OlK Hann1ng's In I for the r~ght overbank area. The total d~scharge (~ndex Q) carried wHh s l /2 = . 0 l (equ1valent to . 01 times conveyance). I I I I I I I .. I I I I Original FIS Floodway Data Sheet - - ----------· ·----·-' I I BASE FLOOD FLOODING SOURCE FLOODWAY WATER SUR FACE ELEVATION SECTION ME/\N REr.lJ LATORYI WlTllOlJT. I WITll I CROSS SECTION OISTANCE WTOTll /\HE/\ VELOC ITY FLOODW/\ Y FI.000\-11\ Y INCREASE (FEET) (SVl l/\RE (FEET FER FEET ) S ECOND) (FEET NGV()I Carters Creek A 8. 82 1 1 ,695 10' 913 2.1 239 .6 239 .6 240 .2 0.6 B 9 . 58 1 1,490 9' 296 2.4 242 .6 242.6 243.4 0 .8 c 10. 111 1,450 9,082 2.5 245.6 245 .6 246.4 0.8 D 10.931 1,170 7,524 2.9 251.1 251.1 251. 9 0 .8 E 11.461 1, l100 9,336 2 .3 254.7 254.7 255.7 1.0 F 11. 881 1,535 9,964 2.2 256.9 256 .9 257.9 1.0 G 12 .251 1,320 3,652 6 .0 259 .2 259 .2 260.0 0 .8 H 12.391 1,482 9,266 2.4 261. 3 261. 3 261. 7 0 .4 I 12 .75 1 1,895 8,037 2 .2 263 .4 263.4 264.2 0.8 J 13. 501 980 4,608 2 .6 268.6 268.6 269.5 0.9 K 14 .20 1 940 4,586 2 .0 274.0 274.0 274.8 0 .8 .. L 14. 81 1 643 3,800 2 .0 277. 5 277. 5 278.3 0 .8 M 15. 7()1 138 844 9 .1 280.9 280 .9 281. 8 0.9 N· 19.591 170 764 2 .8 311 . 7 311. 7 312.6 0.9 -Bee Creek •· A 0 . 862 702 3,337 2 .2 238.4 238 .4 239.4 1.0 B l .5o:t 850 4' 343 1. 7 241. 5 241.5 242.5 1.0 c 1 . 93 2 730 2,537 2 .9 246.1 246 .1 246 .5 0 .4 D 2 . 29£ 200 977 7.6 249 .4 249 .4 250.1 0 .7 E 2. 66 2 825 4,295 1. 7 254.8 254.8 255.4 0.6 F 3. 26 2 62 535 7.9 259.4 259 .4 259.9 0.5 G 3. 602 204 1,242 3 .4 266.0 266 .0 266.6 0 .6 H 3.872 200 770 3 .7 270.6 270.6 271. 2 0.6 I 4.172 85 635 4 .5 280 .0 280 .0 280.8 0 .8 J 4 .462 85 510 5.6 289.1 289 .l 289.3 0.2 1Hiles above confluence with Navasota River 2Mil~s above confluenc e wi t h Cart e r s Creek -i FEDERAL EMERGE NCY MANAGEMENT AGENCY FLOODWAY DATA )> OJ BRAZOS COUNTY I TX r-m ~ AND INCORPORATED AREAS CARTERS CREEi< -BEE CREEK .. , .... ,, ~ ...... I I I I I I I I I I I I I I Original FIS Floodway HEC-2 Output 1****************************************************** * WATER SURFACE PROFILES * * VERSION OF NOVEMBER 1976 * * UPDATED MAY 1984 * * IBM-PC-XT VERSION * * RUN DATE 07/26/94 TIME 11 :03 :31 * ****************************************************** x x x x x x xxxxxxx x x x 07/26/94 11 :03:31 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** TI COLLEGE STATION FLOOD INSURANCE STUDY x x x xxxxxxx x x xx xx x x xxxxxxx T2 FLOODWAY DETERMINATION -METHOD 1 -FLOOD PLAIN RUN T3 BEE CREEK J1 !CHECK INQ NINV !DIR STRT METRIC *************************************** * U.S. ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET, SUITED * * DAVIS, CALIFORNIA 95616 * * (916) 440-2105 CFTS) 448-2105 * *************************************** xxxxx xxxxx x x x x x x x xxxxx xxxxx x x x x x xxxxx xxxxxxx PAGE THIS RUN EXECUTED 07/26/94 11:03:32 HVINS Q WSEL FQ -0. 4. 0. 0. .000000 .00 .o 0. 238.400 .000 J2 NPROF !PLOT PRFVS XSECV XSECH FN AL LDC IB\.J CHNIM I TRACE 1.000 .000 -1. 000 .000 .000 .000 .000 .000 .000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 38.000 1.000 34.000 2.000 43.000 13.000 14.000 15.000 47.000 46.000 26.000 40.000 .000 38.000 39.000 51.000 10.000 11.000 12.000 4.000 53.000 54.000 .000 .000 .000 .000 .000 .000 .000 .000 200.000 .000 .000 .000 .000 .000 .000 .000 .000 .000 NC .085 .085 .065 .000 .000 .000 .000 .000 .000 .000 NC .000 .000 .000 . 100 .300 .000 .000 .000 .000 .000 QT 7.000 4800.000 6630.000 7450.000 12390.000 7450.000 7450.000 7450.000 .000 .000 ET .000 .000 .000 .000 .000 9. 100 .000 .000 1728.000 2430.000 X1 .860 34.000 1728.000 1754. 000 .000 .000 .000 .000 .000 .000 GR 247.500 400.000 24 7. 100 1000.000 243.800 1100.000 243.600 1200.000 243.100 1300.000 GR 243.300 1400.000 242.100 1500.000 239.400 1600.000 235.000 1700.000 234.300 1708.000 GR 236.000 1717.000 236.200 1728.000 229. 500 1730.000 228.400 1738.000 229.000 1742.000 GR 229.500 1746.000 232.300 1752.000 235.800 1754 .000 236.100 1800.000 235.200 1900.000 GR 234.900 2000.000 234.100 2100.000 234.800 2200.000 234.200 2300.000 234.500 2400.000 GR 234.700 2500.000 234.800 2600.000 235.900 2700.000 236.600 2800.000 237.800 2900.000 GR 240.100 3000.000 244.700 3100.000 251 .000 3200.000 254.900 3300.000 .000 .000 ET .000 .000 .000 .000 .000 9. 100 .000 .000 1690.000 2540.000 X1 1.500 34.000 2462.000 2500.000 2000.000 2160.000 3380.000 .000 .000 .000 GR 252.000 1000.000 247.800 1100.000 245.400 1200.000 242.300 1300.000 240.800 1400.000 GR 239.400 1500.000 237.800 1600.000 236.900 1700.000 236.700 1706.000 235.000 1732. 000 GR 236.700 1758.000 236.400 1800.000 236.400 1900.000 236.900 2000.000 237.100 2100.000 GR 237.300 2200.000 237.900 2300.000 239.500 2400.000 239.800 2462.000 233.100 2465.000 GR 228.600 2473. 000 231.800 2478.000 238.900 2484.000 240.100 2500 .000 239.700 2600.000 1 07/26/94 11 :03:31 PAGE 2 GR 238.200 2695.000 236.000 2700.000 238.300 2706.000 238.700 2800.000 240.200 2900.000 GR 242.200 3000.000 245.300 3100.000 249.600 3200.000 254.200 3300.000 .000 .000 ET .000 .000 .000 .000 .000 9.100 .000 .000 1485.000 2215.000 X1 1.930 21.000 2139.000 2185.000 2400.000 1600.000 2270.000 .000 .000 .000 GR 255.400 1000.000 254.100 1100.000 252.000 1200.000 250.000 1300.000 247 .400 1400.000 GR 245.900 1500.000 244.200 1600.000 243.000 1700.000 243.400 1800.000 243.200 1900.000 GR 242.500 2000.000 242.500 2139.000 241.500 2148.000 238.800 2158.000 235.300 2161.000 GR 234.700 2169.000 235.300 2176.000 240.900 2185.000 243.600 2200 .000 249. 100 2240.000 GR 253.300 2300.000 .000 .000 .000 .000 .000 .000 .000 .000 EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 07/26/94 11 :03:31 PAGE 3 SEC NO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPWID END ST *PROF CCHV= .100 CEHV= .300 2 -- 0 0 0 *SECNO .860 .86 10.00 238.40 .00 238.40 238.46 7450. 281. 745. 6423. 216. 216. .00 1.30 3.45 1. 74 .085 .065 . 001926 0. 0 . 0. 0 0 *SECNO 1.500 1.50 12.91 241.51 .00 .00 241.55 7450. 5973. 476. 1000. 4056. 226. .42 1.47 2.11 1.02 .085 .065 .001071 2000. 3380. 2160. 0 *SECNO 1.930 1.93 11.44 246.14 .00 .00 246.43 7450. 4861. 2365. 224. 1780. 364. .58 2. 73 6.50 2.74 .085 . 065 . 005671 2400 . 2270. 1600. 3 0 07/26/94 11 :03:31 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** T1 COLLEGE STATION FLOOD INSURANCE STUDY .06 .00 3696. 0. .085 .000 0 .00 .03 3.08 982. 231. .085 .000 0 .00 .29 4.81 82 . 427. .085 .000 0 .00 T2 FLOODWAY DETERMINATION -METHOD 1 -FLOOD PLAIN RUN T3 BEE CREEK J1 I CHECK INQ NINV !DIR STRT METRIC HVINS 0. 6. 0. 0. .000000 .00 . 0 J2 NPROF !PLOT PRFVS XSECV XSECH FN AL LDC 15.000 .000 -1.000 .000 .000 .000 .000 --.00 236.20 0. 235.80 228.40 1622. 73 1303.36 2926.09 .00 239.80 71. 240.10 228.60 1353.01 1612.24 2965.24 .08 242.50 131. 240.90 234.70 1483.82 734.67 2218.49 PAGE 4 THIS RUN EXECUTED 07/26/94 11:03:36 Q WSEL FQ 0 . 239.400 .000 IBW CHNIM I TRACE .000 .000 .000 0 0 07/26/94 11 :03:31 SECNO Q TIME SLOPE *PROF 2 CCHV= *SEC NO DEPTH QLOB VLOB XLOBL .100 CEHV= .860 CIJSEL QCH VCH XLCH 3 .300 3470 ENCROACHME NT STATIONS= .86 11.00 239.40 7450. 0. 852. .00 .00 3.52 . 001945 0. 0. *SECNO 1.500 3470 ENCROACHMENT STATIONS= 1.50 13.87 242.47 7450. 6758. 596. .35 1. 70 2.27 • 001019 2000 . 3380. *SECNO 1.930 3470 ENCROACHMENT STATIONS= 1.93 11.87 246.57 7450. 5071. 2146. CRllJS QROB VROB XLOBR 1728.0 .00 6598. 2.13 0 . 1690.0 .00 95. .97 2160. 1485.0 .00 233. IJSELK EG ALOB ACH XNL XNCH !TRIAL !DC 2430.0 TYPE= 238.40 239.48 0. 242. .085 .065 0 0 2540.0 TYPE= 241.51 242.51 3982. 263. . 085 .065 3 0 2215.0 TYPE= 246. 14 246.78 2059. 384. HV AROB XNR !CONT HL VOL IJTN CORAR 1 TARGET= .08 .00 3095 . 0. . 085 .000 0 .00 1 TARGET= .05 3.02 98 . 190. .085 .000 0 .00 1 TARGET= .21 4.22 94. 377. OLOSS BANK ELEV TIJA LEFT/RIGHT ELM IN SSTA TOPIJID END ST 702.000 .00 236.20 0. 235.80 228.40 1728.00 702.00 2430.00 850.000 .00 239.80 38. 240.10 228.60 1690.00 850.00 2540.00 730.000 .05 242.50 81. 240 .90 PAGE 5 - 0 -.55 .003919 07/26/94 - 2.46 2400. - 5.59 2270. 11:03:31 2.49 1600. .085 2 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** .065 0 .085 0 --' .000 234.70 1485.00 .00 730.00 2215.00 PAGE 6 THIS RUN EXECUTED 07/26/94 11:03:38 NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST REEK SUMMARY PRINTOUT SECNO .860 .860 1.500 1.500 CWSEL 238.40 239.40 .01K 1697.68 1689.44 4 241 . 51 2276. 17 242.47 2334.40 CRIWS Q .00 7450.00 .00 7450.00 QLOB 281.36 .00 .00 7450.00 5973.44 .00 7450.00 6758.45 QCH QROB 745.21 6423.43 852.20 6597.80 476.20 1000.37 596.30 95.25 QPR .00 .00 .00 .00 QWEIR .00 .00 .00 .00 VCH 3.45 3.52 2. 11 2.27 ELTRD .00 .00 .00 .00 .860 702. 3337. 2.2 239.4 1.500 850. 4343. 1. 7 242.5 1.930 730. 2537. 2.9 246.5 07/26/94 11:03:38 5 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR · 01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM·PC·XT VERSION ************************************************** -- 238.4 1.0 241.5 1.0 246.1 .4 PAGE THIS RUN EXECUTED 07/26/94 11:03:38 I Revised Floodway HEC-2 Output - 6 1****************************************************** *************************************** * ~ATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS * * VERSION OF NOVEMBER 1976 * * THE HYDROLOGIC ENGINEERING CENTER * * UPDATED MAY 1984 * * 609 SECOND STREET, SUITE D * * IBM-PC-XT VERSION * * DAVIS, CALIFORNIA 95616 * * RUN DATE 07/25/94 TIME 05:15:58 * * (916) 440-2105 (FTS) 448-2105 * ****************************************************** x x x x x x xxxxxxx x x x 07/25/94 05:15:59 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** T1 EMERALD FOREST FLOOD STUDY T2 100 FLOODWAY DETERMINATION METHOD 4 x x x xxxxxxx x x xx xx x x xxxxxxx T3 BEE CREEK 100-YEAR FLOODWAY(REVISED CONDIT ION) J1 !CHECK INQ NINV !DIR STRT METRIC 0. 4. 0. 0. .000000 .00 J2 NPROF !PLOT PRFVS XSECV XSECH FN 1.000 .000 -1.000 .000 .000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 110.000 200.000 53.000 54.000 .000 .000 -*************************************** xxxxx xxxxx x x x x x x x xxxxx xxxxx x x x x x xxxxx xxxxxxx PAGE THIS RUN EXECUTED 07/25/94 05:15:59 HVINS Q WSEL FQ .0 0. 238.400 .000 AL LDC !Bii CHNIM !TRACE .000 .000 .000 .000 .000 .000 .000 .000 1 NC NC QT ET X1 GR GR GR GR GR GR GR NC NC X1 GR GR GR GR GR GR GR GR GR GR GR GR GR .085 .000 4.000 .000 .860 247.500 243.300 236.000 229.500 234.900 234.700 240.100 .045 .000 1.012 252.230 246.010 239.450 236.820 230.290 236.680 236.390 236.030 230.440 236.590 237.650 236.160 238.000 07/25/94 .085 .000 4800.000 10.400 34.000 400.000 1400.000 1717.000 1746.000 2000.000 2500.000 3000.000 .065 .000 64.000 .000 200.340 445.450 612.820 760.670 870.500 1016.360 1096.510 1243.550 1359.580 1624.870 1795.480 1908.320 05:15:59 .065 .000 6630.000 .000 1728.000 247.100 242.100 236.200 232.300 234.100 234.800 244.700 .030 .000 735.540 251. 700 244.590 238.840 236.520 228.860 228.690 236.790 236.520 229.850 236.700 236.990 236.970 238.740 .000 .100 7450.000 .000 1754.000 1000.000 1500.000 1728.000 1752.000 2100.000 2600.000 3100.000 .000 .100 1061.340 37.670 241.010 479.100 644.300 798.060 893.670 1037.570 1131.680 1252.170 1391.120 1628.360 1799.340 1935.700 .000 .300 12390.000 .000 .000 243.800 239.400 229.500 235.800 234.800 235.900 251.000 .000 .300 980.000 250.270 242.510 238.270 236.210 230.030 229.410 230.120 237.000 237.860 236.820 237.840 237.710 238.240 .000 .000 .000 .000 .000 1100.000 1600.000 1730.000 1754.000 2200.000 2700.000 3200.000 .000 .000 160.000 78.340 280.200 513.180 675.780 813.240 935.920 1044.810 1166.860 1260.910 1422.670 1633.580 1864.970 1957.810 .000 .000 .000 .000 .000 243.600 235.000 228.400 236.100 234.200 236.600 254.900 .000 .000 800.000 248.850 241.280 237.700 237.000 228.370 230. 130 229.650 237.090 237.440 236.930 237.640 238.710 242.000 .000 .000 .000 .000 .000 1200.000 1700.000 1738.000 1800.000 2300.000 2800.000 3300.000 .000 .000 .000 119.010 345.500 547.260 702.270 818.420 978. 160 1055.490 1199.490 1293.800 1454.220 1731.690 1879.310 2058.000 .000 .000 .000 .000 .000 243. 100 234.300 229.000 235.200 234.500 237.800 .000 .000 .000 .000 247.430 240.670 237.120 236.820 236.680 236.030 235.550 237.180 237.010 236.540 236.990 238.420 .000 .000 .000 .000 .000 .000 1300.000 1708.000 1742.000 1900.000 2400.000 2900.000 .000 .000 .000 .000 159.680 378. 150 581.340 735.540 835.910 985.780 1061.340 1232.130 1326.690 1527.170 1792.930 1907.500 .000 PAGE -2 X1 GR GR GR GR GR GR GR GR GR GR X1 GR GR GR GR GR GR GR NC NC X1 GR GR GR GR GR X1 1.369 252.070 245.630 239.830 234.060 236.000 237.390 234.510 238.360 232.580 240.030 1.481 247.050 236.630 231.050 239.430 238.780 238.670 239.910 .045 .000 47.000 .000 295.380 570. 560 866.470 1037.530 1347.750 1625.270 1741.690 1881. 770 2145.850 35.000 .000 273.400 447.850 901.140 1136.890 1211.100 1359. 230 .065 .000 1.573 25.000 247.000 .000 244.000 475.000 231.880 644.140 247.000 745.140 241.520 1325.000 1.580 .000 2 826.410 250.500 244.480 238.830 237.490 236.100 237.250 234.080 238.400 238.400 241.220 377.810 245.780 236.040 232.320 239.380 237.550 238.710 240.520 .013 .000 625. 140 243.470 247.000 231.880 245.450 241.920 625.140 1037.530 73.950 399.200 651. 740 900.990 1074. 350 1386.300 1632.200 1780.280 1887.700 2174.230 515.030 100.200 285. 720 491.230 953.510 1143.350 1247.810 1390.470 .000 . 100 920.000 375.000 625 .140 726. 140 910.000 1400.000 865.000 380.110 249.280 244.180 237.830 230.950 236.300 237.710 234.490 238.430 238.420 .000 374.810 238.970 237.710 236.880 233.270 238.710 236.960 240.070 .000 .300 283.150 243.320 243.900 242.400 235.360 242.750 31.000 380.110 110.930 434.570 732.920 936.050 1147.980 1465.570 1637.380 1818.850 1945.290 .000 374.810 131.290 311.440 515.030 976.120 1149.720 1292.190 1391.100 .000 .000 283.150 400.000 625 .141 744.139 910.001 1500.000 31.000 380.110 248.090 243.880 236.960 230.050 236.750 238.230 238.710 238.470 240.940 .000 374.810 236.410 237.930 237.830 232.890 238.920 238.710 240.590 .000 .000 283.150 243.370 243.900 243.900 235.360 243.500 31. 000 .000 167.750 469.950 795.240 971.090 1188 .870 1543.360 1645.000 1857.430 2115.860 .000 .000 191.540 377.810 622.420 990.560 1193 .670 1309.150 1404.730 .000 .000 .000 425.000 626.140 744.140 919.999 1575.000 .000 .000 247.280 241. 180 236.530 230.920 237.670 238.810 238.600 231.890 240.570 .000 .000 237.450 232.800 237.850 239.740 237.800 233.890 246.590 .000 .000 .000 243.590 242.400 243.900 245.360 245.100 .000 .000 196.160 537.020 826.410 1006.130 1270.660 1619.670 1677.230 1868.540 2145.050 .000 .000 234.740 407.900 788.230 1002.790 1200.130 1322.920 1585.000 .000 .000 .000 450.000 626. 141 745.139 920.000 1700.000 .000 1 SB 1.050 1.600 X2 .000 .000 BT 17.000 .000 BT 425.000 243.370 BT 247.000 243.900 BT 243.760 1275.000 BT 1400.000 241.900 BT 245.100 .000 NC .065 .065 X1 1.599 27.000 GR 247.110 .000 GR 239.360 300.000 GR 239.600 755.900 GR 240.270 882.480 GR 239.640 1225.000 GR 243.610 1575.000 07/25/94 NC X1 GR GR GR GR GR GR GR GR GR NC NC X1 GR GR GR GR X1 GR GR GR .085 1.610 250.280 238.030 238.280 232.240 235.800 240.380 240.180 240.080 243. 180 .045 .000 1.640 245.050 239.080 234.120 240.970 1.698 246.340 246.650 240.510 05: 15 :59 .085 43.000 .000 557.000 662.000 760.000 880.000 950.000 1098.000 1350.000 1600.000 .065 .000 20.000 .000 483.910 680.080 782.160 29.000 .000 100.940 316.370 2.800 1.000 247.000 .000 745. 140 241.980 .000 .000 .030 615.980 244.110 238.010 240.780 240.170 239.890 245.210 .039 697.540 246.280 236.780 238.030 233.240 235.800 240.380 239.780 241. 780 243.930 .030 .000 565.250 245.070 239. 110 240.130 239.870 333.320 246.420 244.520 239.900 .000 243.900 .000 450.000 247. 000 .000 1500.000 .000 .100 882.480 100.000 520.000 825.000 1025.000 1275.000 1700.000 .100 826.240 100.000 572.000 675.000 763.000 885.000 993.000 1150.000 1400.000 1700.000 .000 .100 710.880 23.810 550.900 710.880 880.080 608.860 19.330 192.950 333.320 275 .859 241.520 375.000 243.590 243.900 1300.000 242.750 .000 .300 51. 700 243.610 239.200 240.270 239.650 241.630 .000 .300 31.000 244.280 238.030 238.990 233.620 235.800 232.780 239.980 242.080 245.280 .000 .300 168.970 245.150 238.610 241.050 239.730 400.000 246.400 242.600 234.800 178.360 .000 243.470 .000 855.000 241.780 .000 .000 .000 51. 700 125.000 615.980 837.520 1075.000 1325.000 .000 .000 31.000 175. 000 596.000 697. 540 801. 000 890.000 1068.000 1192.000 1450.000 1750. 000 .000 .000 168.970 48.100 565.250 750.230 976.900 150.000 39.050 203. 730 359.220 1692.240 .000 .000 475.000 245.980 .000 1575 .000 .000 .000 51.700 241.610 232.160 235.900 239.750 242.010 .000 .000 31.000 244.280 235.280 233.620 239.930 240.490 232.690 239.280 242 .380 .000 .000 .000 168.970 239.740 234.370 234.760 239.740 339.380 247.140 240.010 234.000 2.000 1.330 400.000 244.000 243.760 1325 .000 243.500 .000 .000 .000 175.000 644. 140 855.000 1120.000 1400.000 .000 .000 .000 510.000 635.000 719.000 826.240 903.000 1073.000 1250.000 1500.000 .000 .000 .000 .000 344.710 593.770 754.830 1078.030 .000 47.690 280.830 396.010 232.060 .000 243.320 .000 865.000 241.520 .000 .000 .000 .000 241.210 232.160 235.900 239.150 242.860 .000 .000 .000 238.480 239.030 233.240 240.490 240.680 239.780 239.780 242.780 .000 .000 .000 .000 239.060 233.070 234.220 239.820 .000 245.690 238.600 235.230 231.880 .000 .000 625 .140 245.890 .000 1700.000 .000 .000 .000 225.000 726.140 865.000 1175. 000 1500.000 .000 PAGE .000 .000 535.000 650.000 757.000 870.000 918.000 1092.000 1300.000 1550.000 .000 .000 .000 .000 450.410 635.920 772.340 1179.990 .000 69.560 295 .190 433.330 3 -- GR 239.720 449.720 236. 720 492.150 241. 160 534.580 241.070 577.420 235.010 587.360 3 GR 234.780 600.170 241.370 608.860 240.600 701. 240 241. 190 826.410 241.290 886.270 GR 241.180 947.270 241.120 977.760 241.590 1022.080 244.500 1053.550 .000 .000 NC .085 .085 .065 .000 .000 .000 .000 .000 .000 .000 NC .000 .000 .000 .100 .300 .000 .000 .000 .000 .000 X1 1.855 26.000 526.250 1107.580 570.000 300.000 524.580 .000 .000 .000 GR 250.100 .000 248.440 97.170 245.800 256.110 244.810 419.060 242.880 526.250 GR 237.080 544.960 236.400 582.310 237.240 618.720 241.410 642.310 242.340 662.490 GR 242 .01 0 723.440 241.950 786.970 242.160 853.070 244.100 940.770 243.760 992.870 GR 235.880 1005 .210 235 .110 1010.970 240.020 1017.440 241.520 1047.720 243.640 1059.530 GR 242.680 1068.770 235.330 1079.710 234.390 1090.360 241.890 1094.580 242.890 1107.580 GR 246.590 1143.000 .000 .000 .000 .000 .000 .000 .000 .000 X1 1.930 21.000 2139.000 2185.000 350.000 150.000 250.000 .000 .000 .000 GR 255.400 1000.000 254.100 1100.000 252.000 1200 .000 250.000 1300.000 24 7 .400 1400.000 GR 245.900 1500.000 244.200 1600.000 243.000 1700.000 243.400 1800.000 243.200 1900.000 GR 243.100 2000.000 243.630 2139.000 242.630 2148.000 239. 730 2158.000 236.150 2161 .000 GR 234.700 2169.000 236.150 2176.000 241.530 2185.000 244.250 2200.000 249.100 2240.000 GR 253.300 2300.000 .000 .000 .000 .000 .000 .000 .000 .000 EJ .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 07/25/94 05:15:59 PAGE 4 SECNO DEPTH C\JSEL CR I \JS \JSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\JA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR \JTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\JID END ST *PROF CCHV= .100 CEHV= .300 *SECNO .860 .86 10.00 238.40 .00 238.40 238.46 .06 .00 .00 236.20 7450. 281. 745. 6423. 216. 216. 3696. 0. 0. 235.80 .00 1.30 3.45 1. 74 .085 .065 .085 .000 228.40 1622. 73 . 001926 0 . 0. 0. 0 0 0 .00 1303.36 2926.09 0 CCHV= . 100 CEHV= .300 *SECNO 1 .012 3265 DIVIDED FLO\J 1.01 10.30 238.67 .00 .00 238.79 . 11 .31 .02 236.82 7450. 321. 6161. 968. 374 . 2086. 1460. 37. 11. 235.55 . 05 .86 2.95 .66 .045 .030 .065 .000 228.37 489.00 . 000313 980. 800 . 160. 3 0 0 .00 1471.09 1969.39 0 *SECNO 1.369 3265 DIVIDED FLO\J 1.37 8.69 238.74 .00 .00 239.05 .32 .20 .06 236.53 7450. 243. 5798. 1409. 179. 1142. 1132. 65. 23. 236.00 4 .08 1.35 5.08 1 .24 .045 .030 .065 .000 230.05 659. 11 . 001114 380 . 380. 380. 2 0 0 .00 1298.37 1966.89 0 *SECNO 1.481 3265 DIVIDED FLO\J 1.48 8.07 239. 12 .00 .00 239.58 .47 .49 .05 237 .93 7450. 863. 5321. 1266. 439. 830. 907. 85. 33. 236.88 .10 1.97 6.41 1.40 .045 .030 .065 .000 231.05 130.62 . 001532 375 . 375. 375. 2 0 0 .00 1060.01 1354.45 0 -CCHV= .100 CEHV= .300 1 07/25/94 05: 15: 59 PAGE 5 SECNO DEPTH C\.ISEL CRl\.IS \./SELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR \.JTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\.llD END ST *SECNO 1. 573 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAN HVINS 1.57 6.42 238.30 .00 .00 240.49 2.19 .39 .52 247.00 7450. 0. 7450. 0. 0. 627. 0 . 94. 37. 245.36 .11 . 00 11.88 .00 .045 .013 .065 .000 231.88 633.15 . 001237 283 . 283. 283. 3 0 0 .00 113.98 920.00 0 *SECNO 1.580 3265 DIVIDED FLOW 1.58 6.63 238.51 .00 .00 240.54 2.04 .04 .02 247.00 7450. 0. 7450. 0. 0. 650. 0. 95. 37. 245.36 .11 .00 11.45 .00 .045 .013 .065 .000 231.88 632.80 .001108 31. 31. 31. 2 0 0 .00 114.69 920.00 0 SPECIAL BRIDGE 5227 DOWNSTREAM ELEV IS 233.29 ,NOT 238.51 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS) SB XK XKOR COFQ RD LEN B\.IC B\.IP BAREA SS EL CHU ELCHO 1.05 1.60 2.80 .00 275.86 178.36 1692.24 2.00 232.06 231.88 CCHV= .100 CEHV= .300 *SECNO 1.599 ---- 5 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAN HVINS 1.60 8.04 240.20 .00 .00 240 .77 .57 .08 . 15 239.20 7450. 692. 6649. 108. 502. 1043. 143. 96. 38. 240.27 .11 1.38 6.37 . 76 .065 .030 .065 .000 232.16 265 .80 . 002109 52. 52. 52 . 5 0 0 .00 876.60 1284.01 0 07/25/94 05:15:59 PAGE 6 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPWID END ST CCHV= .100 CEHV= .300 *SEC NO 1.610 3265 DIVIDED FLOW 1.61 8.04 240.28 .00 .00 240.85 .57 .08 .00 238.99 7450 . 887. 5246. 1318. 439 . 740. 618. 97. 38. 239.93 .11 2.02 7.09 2.13 .085 .039 .085 .000 232.24 527.24 .003428 31. 31. 31. 2 0 0 .00 720. 18 1355.87 0 CCHV= .100 CEHV= .300 *SECNO 1.640 3265 DIVIDED FLOW 3280 CROSS SECTION 1.64 EXTENDED .83 FEET -- 1.64 7.58 240.65 .00 .00 241.34 .68 .45 .03 238.61 7450. 639. 6071. 740. 338. 831. 448. 104. 41. 240.13 .12 1.89 7.30 1.65 .045 .030 .065 .000 233 .07 294.66 . 002148 169 . 169. 169. 2 0 0 .00 839.38 1179.99 0 *SECNO 1.698 1. 70 7.54 241.54 .00 .00 242.12 .58 .78 .01 239.90 7450. 297. 7012. 141. 132. 1117. 190. 115. 46. 241.37 .13 2.25 6.28 . 74 .045 .030 .065 .000 234.00 235.19 . 002553 400 . 339. 150. 2 0 0 .00 782 .47 1017.66 0 CCHV= .100 CEHV= .300 *SECNO 1.855 3265 DIVIDED FLO\./ 1.86 9.70 244.09 .00 .00 244.38 .28 2.23 .03 242.88 7450. 47. 7395. 8. 41. 1726. 7. 134. 54. 242.89 6 .17 1. 15 4.28 1.14 .085 .065 .085 .000 234.39 458.83 .008443 570. 525 . 300. 3 0 0 .00 659 .07 1119.11 0 07/25/94 05: 15 :59 PAGE 7 SECNO DEPTH C\.ISEL CRl\.IS \./SELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\.IA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR \./TN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\.IID END ST *SECNO 1.930 1.93 11.56 246.26 .00 .00 246.57 .31 2.19 .01 243.63 0 7450. 4983. 2278. 190. 1705. 333. .19 2.92 6.84 2.83 .085 .065 .007117 350. 250. 150. 2 07/25/94 05:15:59 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** T1 BEE CREEK T2 FLOODWAY ANALYSIS REVISED CONDITION -METHOD 4 T3 FLOODWAY ANALYSIS REVISED CONDIT ION J 1 !CHECK INQ NINV IDIR STRT 0. 2. 0. 0. .000000 J2 NPROF !PLOT PRFVS XSECV XSECH 15.000 .000 -1.000 .000 .000 07/25/94 05:15:59 SEC NO DEPTH CWSEL CRIWS WSELK EG Q QLOB QCH QROB ALOB ACH TIME VLOB VCH VROB XNL XNCH SLOPE XLOBL XLCH XLOBR !TRIAL !DC 7 0 --67. 147. 59. 241.53 .085 .000 234.70 1476.21 0 .00 740.35 2216.55 PAGE 8 THIS RUN EXECUTED 07/25/94 05:16:13 METRIC HVINS Q WSEL FQ .00 . 0 0 . 239.400 .000 FN AL LDC IBW CHNIM !TRACE .000 .000 .000 .000 .000 PAGE 9 HV HL OLOSS BANK ELEV AROB VOL TWA LEFT/RIGHT XNR WTN ELM IN SSTA !CONT CORAR TOPWID END ST 0 0 0 *PROF 2 CCHV= . 100 CEHV= . 300 *SECNO .860 2800 NAT Q1= 1697.68 WSEL= 238.40 ENC Q1= 1697.68 WSEL= NAT Q1= 2587. RATIOS LOB,CH,ROB= .0445 .0793 .8761 WSEL= 239.40 RATIO= 239.40 .0000 3470 ENCROACHMENT STATIONS= 1728.0 2427.6 TYPE= 4 TARGET= .344 .86 11.00 239.40 .00 238.40 239.44 .04 4800. 0. 551. 4249. 0. 242. 3083. .00 .00 2.28 1.38 .085 .065 .085 . 000813 0. 0 . 0. 0 0 0 CCHV= .100 CEHV= .300 *SECNO 1.012 2800 NAT Q1= 4208.17 WSEL= 238.67 ENC Q1= 4432.77 WSEL= NAT Q1= 5933. RATIOS LOB,CH,ROB= .0676 .7472 .1853 WSEL= .00 .00 236.20 0. 0. 235.80 .000 228.40 1728.00 .00 699.57 2427.57 239.67 RATIO= -.0534 239.67 3470 ENCROACHMENT STATIONS= 735.5 1061.3 TYPE= 4 TARGET= .253 1.01 11.15 239.52 .00 238.67 239. 58 .06 4800. 0. 4800. 0. 0. 2360. 0. .07 .00 2.03 .00 .045 .030 .065 . 000129 980 . 800. 160. 2 0 0 *SECNO 1.369 2800 NAT Q1= 2232.10 WSEL= 238.74 ENC Q1= 2302.45 WSEL= NAT Q1= 3410. RATIOS LOB,CH,ROB= .0594 .6753 .2653 WSEL= . 14 .01 236.82 30. 4. 235.55 .000 228.37 735 .54 .00 325.80 1061.34 239.74 RATIO= -.0315 239.74 3470 ENCROACHMENT STATIONS= 826.4 1037 .5 TYPE= 4 TARGET= .325 1.37 9.45 239.50 4800. .10 . 000512 *SECNO 1.481 0. .00 380 . 4800. 3.68 380 . .00 0. .00 380 . 238.74 239.71 0. 1303. . 045 .030 2 0 .21 .09 .04 236.53 0. 46 . 7. 236.00 .065 .000 230.05 826.41 0 .00 211.12 1037.53 2800 NAT Q1= 1903.10 WSEL= 239.12 ENC Q1= 1903.10 WSEL= 240.12 RATIO= .0000 NAT Q1= 2918. RATIOS LOB,CH,ROB= .1557 .6010 .2433 WSEL= 240.12 ---- 0 1 0 3470 ENCROACHMENT STATIONS= 377.8 640.5 TYPE= 4 TARGET= .348 1.48 8.59 239.64 .00 239. 12 240.00 .36 .24 .04 237.93 4800. 0. 4486. 314. 0. 903. 279. 56. 9. 236.88 .12 .00 4.97 1.12 .045 .030 .065 .000 231.05 377.81 .000837 375. 375. 375. 0 0 0 .00 262.70 640.51 07/25/94 05:15:59 SECNO DEPTH C\.ISEL CRl\.IS \./SELK EG HV HL OLOSS BANK ELEV 0 OLOB OCH OROB ALOB ACH AROB VOL T\.IA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR \.ITN ELMIN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\.IID END ST 8 CCHV= .100 CEHV= .300 *SECNO 1.573 2800 NAT 01= 2118.57 \.ISEL= 238.30 ENC 01= 2717.65 \.ISEL= 239.30 RATIO= ·.2828 239.30 NAT 01= 2718. RATIOS LOB,CH,ROB= .0000 1.0000 .0000 \.ISEL= 3265 DIVIDED FLO\./ 3470 ENCROACHMENT STATIONS= 625. 1 920.0 TYPE= 4 TARGET= .000 1.57 7.72 239.60 4800. 0. 4800. .13 . 000272 *SECNO 1.580 .00 283. 6.17 283. 2800 NAT 01= 2237.82 \.ISEL= .00 238.30 240. 19 .59 0. 0. 778. 0. .00 .045 .013 .065 283 . 2 0 0 238.51 ENC 01= 2850.29 \.ISEL= NAT 01= 2850. RATIOS LOB,CH,ROB= .0000 1.0000 .0000 \.ISEL= . 12 .07 247.00 63. 10. 245.36 .000 231.88 630.93 .00 118.42 920.00 239.51 RATIO= ·.2737 239.51 ---- PAGE 10 0 0 3265 DIVIDED FLOW 3470 ENCROACHMENT STATIONS= 625.1 920.0 TYPE= 4 TARGET= .000 1.58 7.73 239.61 .00 238.51 240.20 .59 .01 .00 247.00 4800. 0. 4800. 0. 0. 779. 0. 63. 10. 245.36 .14 .00 6.17 .00 .045 .013 .065 .000 231.88 630.92 .000271 31. 31. 31. 0 0 0 .00 118.45 920.00 SPECIAL BRIDGE SB XK XKOR COFQ RD LEN BWC BWP BAREA SS EL CHU 1.05 1.60 2.80 .00 275.86 178.36 1692.24 2.00 232.06 CCHV= . 100 CEHV= .300 *SECNO 1.599 2800 NAT Q1= 1622.21 WSEL= 240.20 ENC Q1= 1828.01 WSEL= NAT Q1= 2341. RATIOS LOB,CH,ROB= .1522 .7807 .0670 WSEL= WATER EL=CHANGE FROM NATURAL PROFILES BRIDGE 241.20 RATIO= -.1269 241.20 3470 ENCROACHMENT STATIONS= 616.0 882.5 TYPE= 4 TARGET= .219 1.60 9. 15 241.31 .00 240.20 241.51 .20 .02 .04 239.20 4800. 0. 4800. 0. 0 • 1324. 0. 64 . 10. 240.27 .14 .00 3.63 .00 . 065 .030 .065 .000 232.16 615. 98 • 000652 52 . 52. 52. 0 0 0 .00 266.50 882.48 07/25/94 05: 15: 59 SEC NO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR ITRI AL IDC !CONT CORAR TOPWID END ST 9 --- ELCHO 231.88 PAGE 11 0 0 0 CCHV= . 100 CEHV= .300 *SECNO 1.610 2800 NAT Q1= 1272.47 WSEL= 240.28 ENC Q1= 1272.47 WSEL= NAT 01= 1842. RATIOS LOB,CH,ROB= .1383 .6353 .2263 WSEL= 241 . 28 RAT IO= 241.28 .0000 3470 ENCROACHMENT STATIONS= 697.5 1027. 1 TYPE= 4 TARGET= .309 1.61 8.97 241.21 4800. .14 . 001508 0. .00 31 . 4421 . 5 .14 31. CCHV= .100 CEHV= .300 *SECNO 1.640 .00 379. 1.17 31. 240.28 241. 59 .38 0. 860. 323. . 085 .039 .085 2 0 0 2800 NAT Q1= 1607.33 WSEL= 240.65 ENC 01= 1713.82 WSEL= NAT 01= 2438. RAT!OS LOB,CH,ROB= . 1448 .7030 .1522 WSEL= 3280 CROSS SECTION 1.64 EXTENDED 1.56 FEET .03 .05 238.99 65 . 11. 239.93 .000 232.24 697.54 .00 329.56 1027.10 241.65 RATIO= -.0663 241.65 3470 ENCROACHMENT STATIONS= 565.3 710.9 TYPE= 4 TARGET= .297 1.64 8.32 241.39 .00 240.65 241 .80 .41 4800. 0. 4800. o. o. 937 . 0. .15 .00 5. 12 .00 .045 .030 .065 . 000933 169 . 169. 169. 0 0 *SECNO 1.698 2800 NAT 01= 1474.43 WSEL= 241.54 ENC 01= 2004.15 WSEL= NAT 01= 2320. RATIOS LOB,CH,ROB= .0589 .8638 .0773 WSEL= .20 .01 238. 61 69. 12. 240. 13 .000 233.07 565.25 .00 145.63 710.88 242.54 RATIO= -.3593 242.54 3470 ENCROACHMENT STATIONS= 333.3 608.9 TYPE= 4 TARGET= .136 1.70 7.89 241.89 4800. 0. 4800. .17 .000923 .00 400. 3.96 339. CCHV= .100 CEHV= .300 *SECNO 1.855 .00 0. .00 150. 24 1. 54 242. 13 .24 0. 1211. 0 . . 045 .030 .065 2 0 0 2800 NAT 01= 810.81 WSEL= 244.09 ENC 01= 1304.02 WSEL= NAT a1= 1336. RATIOS LOB,CH,ROB= .0206 .9762 .0032 WSEL= 07/25/94 05:15:59 .31 .02 239.90 78. 13. 241.37 .000 234.00 333.32 .00 275.54 608.86 245.09 RATIO= -.6083 245.09 ---- PAGE 12 0 0 SECNO DEPTH CllSEL Q QLOB QCH TIME VLOB VCH SLOPE XLOBL XLCH 3265 DIVIDED FLOll 3470 ENCROACHMENT STATIONS= 1.86 8.62 243.01 4800. . 21 . 009777 0. .00 570 . 4800. 10 4.09 525. CRlllS QROB VROB XLOBR 526.3 .00 0. .00 300. llSELK EG ALOB ACH XNL XNCH !TRIAL !DC 1107.6 TYPE= 244.09 243.27 0. 1173. .085 3 .065 0 HV HL AROB VOL XNR llTN !CONT CORAR 4 TARGET= .26 1.13 0. 92. OLOSS TllA ELM IN TOPllID .024 .00 18. BANK ELEV LEFT/RIGHT SSTA END ST 242.88 242 .89 .085 0 .000 234.39 526.25 .00 469.03 1107.58 *SECNO 1.930 2800 NAT Q1= NAT Q1= 1371. 883.11 llSEL= 246.26 ENC Q1= RATIOS LOB,CH,ROB= .7274 .2443 883.11 llSEL= .0283 llSEL= 247.26 RATIO= 247.26 .0000 3470 ENCROACHMENT STATIONS= 1822.9 2185.0 TYPE= 4 TARGET= .356 1. 93 10.97 245.67 .00 246.26 246. 19 .52 2.85 .08 243.63 4800. 2473. 2327. 0. 758. 306. 0. 99. 20. 241.53 .22 3.26 7.60 .00 .085 .065 .085 .000 234.70 1822.95 .010926 350. 250. 150. 3 0 0 .00 362.05 2185.00 07/25/94 05:15:59 PAGE 13 THIS RUN EXECUTED 07/25/94 05:16:22 ************************************************** --- HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION - ************************************************** - NOTE-ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST BEE CREEK 100-YEAR FLOOD SUMMARY PRINTOUT SSTA ENDST 1622.727 2926.09 1728.000 2427.57 488.999 1969.39 735.540 1061.34 659.113 1966.89 826.410 1037.53 130.618 1354.45 377.810 640.51 633. 147 920.00 630.930 920.00 632.795 920.00 630.915 920.00 11 -------- ----- * 265.805 1284.01 615.980 882.48 527.243 1355.87 697.540 1027 .10 294.656 1179.99 565.250 710.88 235.191 1017.66 333.320 608.86 458.830 1119. 11 526.250 1107 .58 07/25/94 05:15:59 PAGE 14 SSTA END ST 1476.206 2216.55 1822.948 2185.00 07/25/94 05:15:59 PAGE 15 BEE CREEK 100-YEAR FLOOD SUMMARY PRINTOUT TABLE 110 SEC NO CWSEL DIFKWS EG TOPWID QLOB QCH QROB PERENC ST ENCL STCHL STCHR STE NCR .860 238.40 .00 238.46 1303.36 281.36 745.21 6423.43 .00 .00 1728.00 1754.00 .00 .860 239.40 1.00 239.44 699.57 .00 550.96 4249.04 .34 1728.00 1728.00 1754. 00 2427.58 1.012 238.67 .00 238.79 1471.09 320.96 6161.42 967.62 .00 .00 735.54 1061.34 .00 1. 012 239. 52 .84 239.58 325.80 .00 4800.00 .00 .25 735.54 735.54 1061.34 1061.34 1.369 238.74 .00 239.05 1298.37 242.84 5798.44 1408.72 .00 .00 826.41 1037. 53 .00 1.369 239.50 .77 239.71 211. 12 .00 4800.00 .00 .32 826.41 826.41 1037.53 1037.53 ------ 1.481 239.12 .00 239.58 1060.01 863.03 5320.87 1266.10 .00 .00 377.81 515.03 .00 1.481 239.64 .52 240.00 262 .70 .00 4486.50 313.50 .35 377.81 377.81 515.03 640.51 1.573 238.30 .00 240.49 113. 98 .00 7450.00 .00 .00 .00 625. 14 920.00 .00 1.573 239.60 1.30 240. 19 118.42 .00 4800.00 .00 .00 625. 14 625. 14 920.00 920.00 1.580 238.51 .00 240.54 114.69 .00 7450.00 .00 .00 .00 625.14 920.00 .00 1.580 239.61 1 . 11 240.20 118.45 .00 4800.00 .00 .00 625. 14 625.14 920.00 920.00 * 1.599 240.20 .00 240.77 876.60 692 .10 6649.41 108.49 .00 .00 615.98 882.48 .00 12 1.599 241.31 1. 11 241.51 266.50 .00 4800.00 .00 .22 615.98 615.98 882.48 882.48 1.610 240.28 .00 240.85 720.18 886.51 5245.52 1317.96 .00 .00 697.54 826.24 .00 1.610 241.21 .93 241.59 329.56 .00 4420.85 379.15 .31 697.54 697.54 826.24 1027.10 1.640 240.65 .00 241. 34 839.38 639.34 6070.52 740.14 .00 .00 565. 25 710.88 .00 1.640 241.39 . 74 241.80 145.63 .00 4800.00 .00 .30 565.25 565.25 710.88 710.88 1.698 241.54 .00 242.12 782.47 297.07 7012.11 140.81 .00 .00 333.32 608.86 .00 1.698 241.89 .34 242. 13 275.54 .00 4800.00 .00 .14 333.32 333.32 608.86 608.86 1.855 244.09 .00 244.38 659.07 47.12 7394.97 7.92 .00 .00 526.25 1107.58 .00 1.855 243.01 -1.09 243.27 469.03 .00 4800.00 .00 .02 526.25 526.25 1107.58 1107.58 1.930 246.26 .00 246.57 740.35 4982.50 2277.53 189.96 .00 .00 2139.00 2185.00 .00 1.930 245.67 -.58 246.19 362.05 2473.15 2326.85 .00 .36 1822.95 2139.00 2185.00 2185.00 07/25/94 05:15:59 PAGE 16 SUMMARY OF ERRORS AND SPECIAL NOTES ----- CAUTION SECNO= 1.599 PROFILE= 1 HYDRAULIC JUMP D.S. 07/25/94 05:15:59 PAGE 17 FLOODWAY DATA, BEE CREEK 100-YEAR FLOOD PROFILE NO. 2 FLOODWAY WATER SURFACE ELEVATION STATION WIDTH SECT ION MEAN WITH WITHOUT DIFFERENCE AREA VELOCITY FLOODWAY FLOODWAY . 860 700 . 3325. 1.4 239.4 238.4 1.0 1.012 326. 2360. 2.0 239.5 238.7 .8 1.369 211. 1303. 3.7 239.5 238.7 .8 1.481 263. 1182. 4.1 239.6 239.1 .5 1.573 289. 778. 6.2 239.6 238.3 1.3 1.580 289. 779. 6.2 239.6 238.5 1 . 1 1.599 267. 1324. 3.6 241.3 240.2 1 . 1 1.610 330 . 1183. 4.1 241.2 240.3 .9 1.640 146. 937. 5. 1 241.4 240.7 .7 1.698 276. 1211. 4.0 241.8 241.5 .3 1.855 581. 1173. 4. 1 243.1 244.1 -1.0 1.930 362. 1065. 4.5 245.8 246.3 -.5 13 07/25/94 05:16:24 PAGE ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM -PC-XT VERSION ************************************************** THIS RUN EXECUTED 07/25/94 05:16:24 I I I I I I Origianl FIS HEC-2 Output JO-Year Storm Event SO-Year Storm Event 100-Year Storm Event 500-Year Storm Event ------- 14 1****************************************************** *************************************** * WATER SURFACE PROFILES * * U.S. ARMY CORPS OF ENGINEERS * * VERSION OF NOVEMBER 1976 * * THE HYDROLOGIC ENGINEERING CENTER * * UPDATED MAY 1984 * * 609 SECOND STREET, SUITE D * * IBM-PC-XT VERSION * * DAVIS, CALIFORNIA 95616 * * RUN DATE 07/27/94 TIME 13:28:38 * * (916) 440-2105 (FTS) 448-2105 * ****************************************************** *************************************** x x xxxxxxx xxxxx xxxxx x x x x x x x x x x x x xxxxxxx xx xx x xxxxx xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxxxxxx 07/27/94 13 :28:38 PAGE ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** Tl COLLEGE STAT ION FLOOO INSURANCE STUDY 10,50, 100 & T2 FLOODPLAIN 10-YEAR STORM EVENT ORIGINAL FIS T3 BEE CREEK J 1 !CHECK INQ NINV !DIR STRT 0. 2. 0. 0. .000000 J2 NPROF !PLOT PRFVS XSECV XSECH 1.000 .000 -1.000 .000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 150.000 .000 .000 .000 .000 NC .085 .085 .065 .000 NC .000 .000 .000 .100 THIS RUN EXECUTED D7/27/94 13:28:38 500-YEAR STORM EVENTS METRIC HVINS Q llSEL FQ . 00 .0 0 . 236.800 .000 FN AL LDC !Bii CHNIM !TRACE .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .300 .000 .000 .000 .000 .000 QT 4.000 4800.000 6630.000 7450.000 12390.000 .000 .000 .000 .000 .000 X1 .860 34.000 1728.000 1754.000 .000 .000 .000 .000 .000 .000 GR 247.500 400.000 247.100 1000.000 243.800 1100.000 243.600 1200.000 243.100 1300.000 GR 243.300 1400.000 242. 100 1500.000 239.400 1600.000 235.000 1700.000 234.300 1708.000 GR 236.000 1717.000 236.200 1728.000 229.500 1730.000 228.400 1738.000 229.000 1742.000 GR 229.500 1746.000 232.300 1752.000 235.800 1754 .000 236.100 1800.000 235.200 1900.000 --- 0 0 GR GR GR X1 GR GR GR GR GR GR GR X1 GR GR GR GR GR 234.900 2000.000 234.700 2500.000 240.100 3000.000 1.500 34.000 252.000 1000.000 239.400 1500.000 236.700 1758.000 237.300 2200.000 228.600 2473.000 238.200 2695.000 242.200 3000.000 1.930 21.000 255.400 1000.000 245.900 1500.000 242.500 2000.000 234.700 2169.000 253.300 2300.000 EJ *PROF .000 .000 07/27/94 SEC NO Q TIME SLOPE 13:28:38 DEPTH QLOB VLOB XLOBL C\.ISEL QCH VCH XLCH CCHV= .100 CEHV= .300 *SECNO .860 .86 4800. .00 .005296 *SECNO 1.500 8.40 236.80 114. 865. 1.49 0. 4.96 0. 1.50 12.22 240.82 4800. 3940. 347. .53 . 000857 1.19 2000 . 1. 74 3380. 234.100 234.800 244.700 2462.000 247.800 237.800 236.400 237.900 231.800 236.000 245.300 2139.000 254.100 244.200 242.500 235.300 .000 .000 CRl\.IS QROB VROB XLOBR 2100.000 2600.000 3100.000 2500.000 1100 .000 1600.000 1800.000 2300.000 2478.000 2700.000 3100.000 2185.000 1100.000 1600.000 2139.000 2176.000 .000 .000 \./SELK EG ALOB ACH 234.800 235.900 251.000 2000.000 245.400 236.900 236.400 239.500 238.900 238.300 249.600 2400.000 252.000 243.000 241.500 240.900 .000 .000 XNL XNCH HV AROB XNR !CONT !TRIAL JDC .00 236.80 236.92 .12 1896. .085 0 3821. 77. 174. 2.02 0. .00 513. .76 2160. .085 0 .065 0 .00 240.84 3311. 200. .085 8 .065 0 .02 674. .085 0 2200.000 2700.000 3200.000 2160.000 1200.000 1700.000 1900.000 2400.000 2484.000 2706.000 3200.000 1600.000 1200.000 1700.000 2148.000 2185.000 .000 .000 HL VOL \./TN CORAR .00 0. 234.200 236.600 254.900 3380.000 242.300 236.700 236.900 239.800 240.100 238.700 254.200 2270.000 250.000 243.400 238.800 243.600 .000 .000 2300.000 2800.000 3300.000 .000 1300.000 1706.000 2000.000 2462.000 2500.000 2800.000 3300.000 .000 1300.000 1800.000 2158.000 2200.000 .000 .000 OLOSS BANK ELEV T\.IA LEFT/RIGHT ELM IN SSTA TOP\.IID END ST .00 236.20 0. 235.80 .000 228.40 1659.09 .00 1157.58 2816.67 3.91 156. .01 239.80 66. 240.10 .000 228.60 1398.77 .00 1532.15 2930.92 234.500 237.800 .000 .000 240.800 235.000 237.100 233.100 239.700 240.200 .000 .000 247 .400 243.200 235.300 249.100 .000 .000 2400.000 2900.000 .000 .000 1400.000 1732.000 2100.000 2465.000 2600.000 2900.000 .000 .000 1400.000 1900.000 2161.000 2240.000 .000 .000 PAGE - 2 0 *SECNO 1. 930 1. 93 10.31 245.01 .00 .00 245.37 .36 4.42 .10 242.50 4800. 2573. 2097 . 130. 1075. 312. 49. 303. 122. 240.90 .68 2.39 6. 73 2.68 .085 .065 .085 .000 234.70 1552.53 2 . 007475 2400 . 2270. 1600. 2 0 0 .00 657.70 2210.23 07/27/94 13:28:38 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** T1 COLLEGE STATION FLOOD INSURANCE STUDY 10,50, 100 & 500 -YEAR T2 FLOODPLAIN 50-YEAR STORM EVENT ORIGINAL FIS T3 BEE CREEK J1 I CHECK INQ NINV IDIR STRT METRIC 0. 3. 0. 0. . 000000 .00 J2 NPROF IPLOT PRFVS XSECV XSECH FN 2.000 .000 -1.000 .000 .000 .000 PAGE 3 THIS RUN EXECUTED 07/27/94 13:28:42 STORM EVENTS HVINS Q llSEL FQ .0 0 . 238.000 .000 AL LDC IBll CHNIM !TRACE .000 .000 .000 .000 --- --- 07/27/94 13:28:38 PAGE 4 SEC NO DEPTH Cl./SEL CRil./S l./SELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL Tl./A LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR l./TN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPI./ ID END ST *PROF 2 CCHV= . 100 CEHV= .300 *SECNO .860 .86 9.60 238.00 .00 238.00 238.06 .06 .00 .00 236.20 6630. 230. 745. 5655. 176. 205. 3230. 0. 0. 235.80 .00 1.31 3.63 1. 75 .085 .065 .085 .000 228.40 1631.82 . 002268 0. 0. 0 . 0 0 0 .00 1276.88 2908.70 0 *SECNO 1.500 1. 50 12.68 241.28 .00 .00 241.31 .03 3.25 .00 239.80 6630. 5354. 440. 837. 3814. 218. 881. 210. 70. 240.10 .44 1.40 2.02 .95 .085 .065 .085 .000 228.60 1367 .67 . 001035 2000 . 3380. 2160. 3 0 0 .00 1586.58 2954.25 0 *SECNO 1.930 3 1. 93 11.15 245.85 .00 .00 246. 14 .29 4. 75 .08 242.50 6630. 4172. 2263. 195. 1592. 351. 72 . 391. 128. 240.90 . 60 2.62 6.45 2.69 .085 .065 .085 .000 234.70 1502.79 .005882 2400. 2270. 1600. 2 0 0 .00 713.59 2216.38 0 07/27/94 13:28:38 PAGE 5 0 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** ---- THIS RUN EXECUTED D7/27/94 13:28:44 T1 COLLEGE STATION FLOOD INSURANCE STUDY 10,50,100 & 500-YEAR STORM EVENTS T2 FLOODPLAIN 100-YEAR STORM EVENT ORIGINAL FIS T3 BEE CREEK J1 !CHECK INQ NINV IDIR STRT METRIC HVINS Q WSEL FQ 0. 4. 0. 0. .000000 .00 .0 0. 238.400 .000 J2 NPROF !PLOT PRFVS XSECV XSECH FN AL LDC IBW CHNIM !TRACE 3.000 .000 -1.000 .000 .000 .000 .000 .000 .ODO .000 07/27/94 13:28:38 PAGE 6 SEC NO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL IDC !CONT CORAR TOPWID END ST *PROF 3 CCHV= .100 CEHV= .300 *SECNO .860 .86 10.00 238.40 .00 238.40 238.46 .06 .00 .00 236.20 7450. 281. 745. 6423. 216. 216. 3696. 0. 0. 235.80 .00 1.30 3.45 1. 74 .085 .065 .085 .000 228.40 1622.73 .001926 0. 0. 0. 0 0 0 .00 1303.36 2926.09 *SECNO 1.500 1.50 12.91 241.51 .00 .00 241.55 .03 3.08 .00 239.80 7450. 5973. 476 . 1000. 4056. 226. 982. 231. 71. 240.10 ---- 0 0 1 ----.42 1.47 2.11 1.02 .085 .065 .085 .000 228.60 1353.01 4 . 001071 2000 . 3380. 2160. 0 *SECNO 1. 930 1. 93 11 .44 246.14 .00 .00 246.43 7450. 4861. 2365. 224. 1780. .58 2. 73 6.50 2.74 .085 .005671 2400. 2270. 1600. 3 07/27/94 13:28:38 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** 364. .065 0 0 .00 1612.24 .29 4.81 .08 82. 427. 131. .085 .000 234.70 0 .00 734.67 T1 COLLEGE STAT ION FLOOD INSURANCE STUDY 10,50,100 & 500-YEAR STORM EVENTS T2 FLOODPLAIN 100-YEAR STORM EVENT ORIGINAL FIS T3 BEE CREEK J1 !CHECK INQ NINV !DIR STRT METRIC HVINS Q 0. 5. 0. 0. .000000 .00 .0 0. J2 NPROF !PLOT PRFVS XSECV XSECH FN AL LDC 181./ 2965.24 242.50 240.90 1483.82 2218.49 PAGE 7 THIS RUN EXECUTED 07/27/94 13:28:46 \.ISEL FQ 240.400 .000 CHNIM !TRACE ----- --------- 15.000 .000 -1. 000 .000 .000 .000 .000 .000 .000 .000 07/27/94 13:28:38 PAGE 8 SECNO DEPTH C\./SEL CRl\./S \./SELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\./A LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR \./TN ELM IN SSTA SLOPE XLOBL XLCH XLOBR ITRI AL JDC !CONT CORAR TOP\./ID END ST *PROF 4 CCHV= . 100 CEHV= .300 *SECNO .860 .86 12.00 240.40 .00 240.40 240.45 .05 .00 .00 236.20 12390. 662. 823. 10906. 479. 268. 6126. 0. o . 235.80 .00 1.38 3.07 1. 78 .085 . 065 .085 .000 228.40 1562.96 . 001143 0 . 0. 0. 0 0 0 .00 1443.56 3006.52 0 *SECNO 1. 500 5 1.50 14.21 242.81 .00 .00 242.85 .05 2.40 .00 239.80 12390. 9592. 663. 2135. 5551. 275. 1626. 352. 77. 240.10 .36 1. 73 2.41 1.31 .085 .065 .085 .000 228.60 1283.68 . 001073 2000 . 3380. 2160. 2 0 0 .00 1735.86 3019.55 0 *SECNO 1.930 1.93 12.71 247.41 .00 .00 247.74 .33 4.80 .08 242.50 12390. 8949. 3034. 408. 2662. 422. 130. 628. 143. 240.90 .50 3.36 7 .18 3.13 .085 .065 .085 .000 234.70 1399.68 .005692 2400. 2270. 1600. 3 0 0 .00 828.02 2227.70 0 07/27/94 13:28:38 ************************************************** HEC2 RELEASE DATEO NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 !BM-PC-XT VERSION ************************************************** -----PAGE 9 THIS RUN EXECUTED D7/27/94 13:28:48 NOTE -ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST REEK SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELM IN Q C\.ISEL CRl\.JS EG 10K*S VCH AREA .860 .00 .00 .00 228.40 4800.00 236.80 .00 236.92 52.96 4.96 2146.54 .860 .00 .00 .00 228.40 6630.00 238.00 .00 238.06 22.68 3.63 3611.19 .860 .00 .00 .00 228.40 7450.00 238.40 .00 238.46 19.26 3.45 4127.23 .860 .00 .00 .00 228.40 12390.00 240.40 .00 240.45 11.43 3.07 6872.54 1.500 3380.00 .00 .00 228.60 4800.00 240.82 .00 240.84 8.57 1. 74 4184.93 1.500 3380.00 .00 .00 228.60 6630.00 241.28 .00 241.31 10.35 2.02 4912.41 1.500 3380.00 .00 .00 228.60 7450.00 241.51 .00 241.55 10. 71 2. 11 5264.16 1.500 3380.00 .00 .00 228.60 12390.00 242.81 .00 242.85 10. 73 2.41 7452.80 1. 930 2270.00 .00 .00 234.70 4800.00 245.01 .00 245.37 74 . 75 6.73 1435.77 1. 930 2270.00 .00 .00 234.70 6630.00 245.85 .00 246.14 58.82 6.45 2015.47 1.930 2270.00 .00 .00 234.70 7450.00 246.14 .00 246.43 56.71 6.50 2225.59 1.930 2270.00 .00 .00 234.70 12390.00 247.41 .00 247. 74 56.92 7.18 3214.69 07/27/94 13:28:38 PAGE 10 ----- .01K 659.59 1392.22 1697.68 3664.98 1640.10 2060.60 2276.17 3781.83 555 .19 864.46 989.32 1642.23 ------ 6 REEK SUMMARY PRINTOUT TABLE 150 SEC NO Q C\./SEL DI F\./SP DI F\./SX DI FK\./S TOP\./ ID XLCH .860 4800.00 236.80 .00 .00 .00 1157.58 .00 .860 6630.00 238.00 1. 20 .00 .00 1276.88 .00 .860 7450.00 238.40 .40 .00 .00 1303 .36 .00 .860 12390.00 240.40 2.00 .00 .00 1443.56 .00 1.500 4800.00 240.82 .00 4.02 .00 1532.15 3380.00 1.500 6630.00 241.28 .46 3.28 .00 1586.58 3380.00 1.500 7450.00 241.51 .23 3. 11 .00 1612.24 3380.00 1.500 12390.00 242.81 1.30 2.41 .00 1735.86 3380.00 1.930 4800.00 245.01 .00 4.19 .00 657.70 2270.00 1.930 6630.00 245.85 .84 4.57 .00 713.59 2270.00 1.930 7450.00 246.14 .29 4.63 .00 734.67 2270.00 1.930 12390.00 247.41 1.27 4.60 .00 828.02 2270.00 07 /27 /94 13:28:38 PAGE 11 SUMMARY OF ERRORS AND SPECIAL NOTES 07/27/94 13:28:49 PAGE I I I I I I I I Revised HEC-2 Output 10-Year Storm Event SO-Year Storm Event 100-Year Storm Event 500-Year Storm Event ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** 7 1****************************************************** * WATER SURFACE PROFILES * * VERSION OF NOVEMBER 1976 * * UPDATED MAY 1984 * * IBM-PC-XT VERSION * * RUN DATE 07/25/94 TIME 04 :39:56 * ****************************************************** x x xxxxxxx - THIS RUN EXECUTED 07/27/94 13:28:49 *************************************** * U.S . ARMY CORPS OF ENGINEERS * * THE HYDROLOGIC ENGINEERING CENTER * * 609 SECOND STREET, SUITED * * DAVIS, CALIFORNIA 95616 * * (916) 440-2105 (FTS) 448-2105 * *************************************** xxxxx xxxxx x x x x xxxxxxx x x x 07/25/94 04:39:57 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** T1 EMERALD FOREST FLOOD STUDY x x x x x xx xx x x xxxxxxx T2 FLOODPLAIN DETERMINATION 10, 50, 100 & 500 YR. STORM EVENTS T3 BEE CREEK 10-Year Storm Event J1 !CHECK INQ NINV IDIR STRT METRIC 0. 2. 0. 0. .000000 . 00 J2 NPROF !PLOT PRFVS XSECV XSECH FN 1.000 .000 .000 .000 .000 .000 J3 VARIABLE CODES FOR SUMMARY PRINTOUT 150.000 53.000 54.000 .000 .000 .000 NC .085 .085 .065 .000 .000 NC .000 .000 .000 .100 .300 ---x x x x x x x xxxxx xxxxx x x x x x xxxxx xxxxxxx PAGE THIS RUN EXECUTED 07/25/94 04:39:57 HVINS Q llSEL FQ .0 0 . 236.800 .000 AL LDC !Bii CHNIM !TRACE .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 1 QT X1 GR GR GR GR GR GR GR NC NC X1 GR GR GR GR GR GR GR GR GR GR GR GR GR 4.000 .860 247.500 243.300 236.000 229.500 234.900 234.700 240.100 .045 .000 1. 012 252.230 246.010 239.450 236.820 230.290 236.680 236.390 236.030 230.440 236.590 237.650 236.160 238.000 07/25/94 X1 GR GR GR GR GR GR GR 1.369 252.070 245.630 239.830 234.060 236.000 237.390 234.510 4800.000 34.000 400.000 1400.000 1717.000 1746.000 2000.000 2500.000 3000.000 .065 .000 64.000 .000 200.340 445.450 612.820 760.670 870.500 1016.360 1096.510 1243.550 1359.580 1624.870 1795 .480 1908.320 04:39:57 47.000 .000 295.380 570.560 866.470 1037.530 1347.750 1625.270 6630.000 1728.000 247.100 242.100 236.200 232.300 234.100 234.800 244.700 .030 .000 735.540 251. 700 244.590 238.840 236.520 228.860 228.690 236.790 236.520 229.850 236.700 236.990 236.970 238.740 826.410 250.500 244.480 238.830 237.490 236. 100 237.250 234.080 7450.000 1754.000 1000.000 1500.000 1728.000 1752.000 2100.000 2600.000 3100.000 .000 .100 1061.340 37.670 241.010 479.100 644.300 798.060 893.670 1037 .570 1131.680 1252.170 1391.120 1628.360 1799.340 1935.700 1037.530 73.950 399.200 651. 740 900.990 1074.350 1386.300 1632.200 12390.000 .000 243.800 239.400 229.500 235.800 234.800 235.900 251.000 .000 .300 980.000 250.270 242.510 238.270 236.210 230.030 229.410 230.120 237.000 237.860 236.820 237.840 237.710 238.240 380.110 249.280 244.180 237.830 230.950 236.300 237.710 234.490 .000 .000 1100.000 1600.000 1730.000 1754.000 2200.000 2700.000 3200.000 .000 .000 160.000 78.340 280.200 513. 180 675.780 813.240 935.920 1044.810 1166.860 1260.910 1422.670 1633.580 1864.970 1957.810 380.110 110.930 434.570 732.920 936.050 1147.980 1465.570 1637.380 .000 .000 243.600 235.000 228.400 236. 100 234.200 236.600 254.900 .000 .000 800.000 248.850 241.280 237.700 237.000 228.370 230.130 229.650 237.090 237.440 236.930 237.640 238.710 242.000 380.110 248.090 243.880 236.960 230.050 236.750 238.230 238.710 .000 .000 1200.000 1700.000 1738.000 1800.000 2300.000 2800.000 3300.000 .000 .000 .000 119.010 345.500 547.260 702.270 818.420 978.160 1055.490 1199.490 1293.800 1454.220 1731.690 1879.310 2058.000 .000 167.750 469.950 795.240 971.090 1188.870 1543.360 1645.000 -.000 .000 243 .100 234.300 229.000 235.200 234.500 237.800 .000 .000 .000 .000 247.430 240.670 237 .120 236.820 236.680 236.030 235.550 237.180 237.010 236.540 236.990 238.420 .000 .000 247.280 241.180 236.530 230.920 237.670 238.810 238.600 .000 .000 1300.000 1708.000 1742. 000 1900.000 2400.000 2900.000 .000 .000 .000 .000 159.680 378.150 581.340 735.540 835.910 985.780 1061.340 1232.130 1326.690 1527.170 1792.930 1907.500 .000 PAGE .000 196.160 537.020 826.410 1006.130 1270.660 1619.670 1677.230 ---2 GR GR GR X1 GR GR GR GR GR GR GR NC NC X1 238.360 232.580 240.030 1.481 247.050 236.630 231.050 239.430 238.780 238.670 239.910 .045 .ODO 1.573 1741.690 1881.770 2145.850 35.000 .ODO 273.400 447.850 901.140 1136.890 1211.100 1359.230 .065 .ODO 25.000 GR 247.000 .ODO GR 244.000 475.000 GR 231.880 644.140 GR 247.000 745.140 GR 241.520 1325.000 X 1 1 . 580 . ODO SB 1.050 1.600 X2 .ODO .ODO BT 17.000 .ODO BT 425.000 243.370 BT 247.000 243.900 BT 243.760 1275.000 BT 1400.000 241.900 BT 245.100 .ODO NC .065 .065 X1 1.599 27.000 2 238.400 238.400 241.220 377.810 245.780 236.040 232.320 239.380 237 .550 238.710 240.520 .013 .ODO 625.140 243 .470 247.000 231.880 245.450 241.920 625. 140 2.800 1.000 247.000 .ODO 745.140 241.980 .ODO .ODO .030 615.980 1780.280 1887.700 2174.230 515.030 100.200 285.720 491.230 953.510 1143.350 1247.810 1390.470 .ODO .100 920.000 375.000 625. 140 726.140 910.000 1400.000 865.000 .000 243.900 .ODO 450.000 247.000 .ODO 1500.000 .ODO .100 882.480 238.430 238.420 .ODO 374.810 238.970 237.710 236.880 233.270 238.710 236.960 240.070 .ODO .300 283.150 243.320 243.900 242.400 235.360 242.750 31.000 275 .859 241.520 375. ODO 243.590 243.900 1300.000 242.750 .ODO .300 51.700 1818.850 1945.290 .ODO 374.810 131.290 311.440 515.030 976.120 1149.720 1292. 190 1391.100 .ODO .ODO 283.150 400.000 625.141 744.139 910.001 1500.000 31.000 178.360 .ODO 243.470 .ODO 855.000 241. 780 .ODO .ODO .ODO 51. 700 238.470 240.940 .ODO 374.810 236.410 237. 930 237.830 232.890 238.920 238.710 240.590 .ODO .ODO 283.150 243.370 243.900 243.900 235.360 243.500 31.000 1692.240 .ODO .ODO 475.000 245.980 .ODO 1575.000 .ODO .ODO 51. 700 1857.430 2115.860 .ODO .ODO 191.540 377.810 622.420 990.560 1193 .670 1309.150 1404.730 .ODO .ODO .000 425.000 626. 140 744. 140 919.999 1575.000 .ODO 2.000 1.330 400.000 244.000 243.760 1325.000 243.500 .ODO .ODO .ODO 231.890 240.570 .ODO .ODO 237.450 232.800 237.850 239. 740 237.800 233.890 246.590 .ODO .ODO .ODO 243.590 242.400 243.900 245.360 245.100 .ODO 232.060 .ODO 243.320 .ODO 865.000 241.520 .ODO .ODO .ODO .ODO 1868.540 2145.050 .ODO .ODO 234. 740 407.900 788.230 1002.790 1200.130 1322.920 1585.000 .ODO .ODO .ODO 450.000 626. 141 745.139 920.000 1700.000 .ODO 231.880 .ODO .ODO 625. 140 245.890 .ODO 1700.000 .ODO .ODO .ODO ---- 1 GR GR GR GR GR GR 247.110 .000 239.360 300.000 239.600 755.900 240.270 882.480 239.640 1225.000 243.610 1575.000 07/25/94 04:39:57 NC X1 GR GR GR GR GR GR GR GR GR NC NC X1 GR GR GR GR X1 GR GR GR GR GR .085 1.610 250.280 238 .030 238.280 232.240 235.800 240 .380 240 .180 240 .080 243 . 180 .045 .000 1.640 245.050 239.080 234.120 240.970 1.698 246.340 246.650 240.510 239.720 234.780 .085 43.000 .000 557.000 662.000 760.000 880.000 950 .000 1098.000 1350 .000 1600.000 .065 .000 20.000 .000 483.910 680.080 782.160 29.000 .000 100.940 316.370 449.720 600.170 3 244.110 238.010 240.780 240.170 239.890 245.210 .039 697.540 246.280 236.780 238.030 233.240 235.800 240.380 239. 780 241. 780 243.930 .030 .000 565.250 245.070 239.110 240.130 239.870 333.320 246.420 244.520 239.900 236.720 241.370 100.000 520.000 825.000 1025.000 1275.000 1700.000 .1 00 826.240 100.000 572.000 675 .000 763.000 885.000 993.000 1150.000 1400.000 1700.000 .000 .100 710.880 23.810 550.900 710.880 880.080 608.860 19.330 192.950 333.320 492. 150 608.860 243.610 239.200 240.270 239.650 241.630 .000 .300 31.000 244.280 238.030 238.990 233.620 235.800 232.780 239.980 242.080 245.280 .000 .300 168.970 245.150 238.610 241.050 239. 730 400.000 246.400 242.600 234.800 241.160 240.600 125.000 615.980 837. 520 1075.000 1325.000 .000 .000 31. 000 175.000 596.000 697.540 801.000 890.000 1068.000 1192.000 1450.000 1750.000 .000 .000 168.970 48.100 565.250 750.230 976.900 150.000 39.050 203. 730 359.220 534.580 701.240 241.610 232.160 235.900 239.750 242.010 .000 .000 31.000 244.280 235.280 233.620 239.930 240.490 232.690 239.280 242.380 .000 .000 .000 168.970 239.740 234.370 234.760 239.740 339.380 247.140 240.010 234.000 241.070 241. 190 175.000 644.140 855.000 1120.000 1400.000 .000 .000 .000 510.000 635.000 719.000 826.240 903.000 1073 .000 1250.000 1500.000 .000 .000 .000 .000 344.710 593.770 754.830 1078. 030 .000 47.690 280.830 396.010 577.420 826.410 241.210 232.160 235.900 239.150 242.860 .000 .000 .000 238.480 239.030 233.240 240.490 240.680 239.780 239.780 242.780 .000 .000 .000 .000 239.060 233.070 234.220 239.820 .000 245.690 238.600 235.230 235.010 241.290 -225.000 726.140 865.000 1175 .000 1500.000 .000 PAGE .000 .000 535.000 650.000 757. 000 870.000 918.000 1092.000 1300.000 1550.000 .000 .000 .000 .000 450.410 635.920 772.340 1179.990 .000 69.560 295. 190 433.330 587.360 886.270 ---- 3 1 GR NC NC X1 GR GR GR GR GR GR X1 GR GR GR GR GR EJ 241.180 .085 .000 1.855 250.100 237.080 242.010 235.880 242.680 246.590 1.930 255.400 245.900 243. 100 234.700 253.300 .000 947.270 .085 .000 26.000 .000 544.960 723.440 1005 .210 1068.770 1143.000 21.000 1000.000 1500.000 2000.000 2169.000 2300.000 .000 07/25/94 04:39:57 SEC NO Q TIME SLOPE *PROF CCHV= DEPTH QLOB VLOB XLOBL . 100 CEHV= *SECNO .860 C\JSEL QCH VCH XLCH .300 .86 8.40 236.80 4800. 114. 865. . 00 1.49 4.96 .005296 0. 0. 0 CCHV= .100 CEHV= .300 *SECNO 1.012 3265 DIVIDED FLO\J 241. 120 .065 .000 526.250 248.440 236.400 241.950 235 . 110 235.330 .000 2139.000 254. 100 244.200 243.630 236 .150 .000 .000 CRI\JS QROB VROB XLOBR 977.760 .000 .100 642.310 97.170 582.310 786.970 1010.970 1079.710 .000 2185.000 1100.000 1600.000 2139.000 2176.000 .000 .000 \JSELK EG ALOB ACH XNL XNCH !TRIAL !DC 241. 590 .000 .300 570.000 245.800 237.240 242. 160 240.020 234.390 .000 350.000 252.000 243.000 242.630 241.530 .000 .000 HV AROB XNR !CONT .00 236.80 236.92 174. .065 0 • 12 1896 . .085 0 3821. 77. 2.02 .085 0. 0 1022.080 .000 .000 300.000 256. 110 618.720 853.070 1017.440 1090.360 .000 150.000 1200.000 1700.000 2148.000 2185.000 .000 .000 HL VOL \JTN CORAR 244.500 .000 .000 524.580 244.810 241.410 244.100 241.520 241 .890 .000 250.000 250.000 243.400 239. 730 244.250 .000 .000 1053.550 .000 .000 .000 419.060 642.310 940.770 1047. 720 1094.580 .000 .000 1300.000 1800.000 2158.000 2200.000 .000 .000 OLOSS BANK ELEV T\JA LEFT/RIGHT ELMIN SSTA TOP\JID END ST .00 .00 236.20 0. 0. 235.80 .000 228.40 1659.09 .00 1157.58 2816.67 - .000 .000 .000 .000 242.880 242.340 243.760 243.640 242 .890 .000 .000 247.400 243.200 236.150 249.100 .000 .000 - .000 .000 .000 .000 526.250 662.490 992.870 1059. 530 1107.580 .000 .000 1400.000 1900.000 2161.000 2240.000 .000 .000 PAGE - 4 1.01 8.93 237 .30 .00 .00 237 .41 . 11 .49 .00 236.82 4800. 45. 4494. 261. 93. 1639. 408. 23. 9. 235.55 .06 .48 2.74 .64 .045 .030 .065 .000 228.37 570.47 . 000372 980. 800. 160 . 4 0 0 .00 1049.62 1829.05 0 *SECNO 1.369 3265 DIVIDED FLOW 1.37 7.34 237.39 .00 .00 237. 74 .35 .25 .07 236.53 4800. 23. 4271. 506. 27. 859. 353. 38. 16. 236.00 .08 .85 4.97 1.44 .045 .030 .065 .000 230.05 764.05 4 . 001550 380. 380. 380 . 3 0 0 .00 594.41 1886.68 0 *SECNO 1.481 3265 DIVIDED FLOW 1.48 6.87 237.92 .00 .00 238.43 .51 .64 .05 237.93 4800. 219. 4108. 473. 157. 666. 296. 48. 22. 236.88 .10 1.39 6.17 1.60 .045 .030 .065 .000 231.05 155.98 .001903 375. 375. 375. 2 0 0 .00 750.92 1347. 23 0 CCHV= .100 CEHV= .300 1 07/25/94 04:39:57 PAGE 5 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR I TRIAL !DC !CONT CORAR TOPWID END ST ------ *SECNO 1.573 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAN HVINS 1.57 5.93 237.81 .00 .00 238.91 1.09 .30 .17 247.00 4800. 0. 4800. 0. 0. 572. 0. 53. 25. 245.36 .11 .00 8.39 .00 .045 .013 .065 .000 231.88 633.97 . 000674 283 . 283. 283. 2 0 0 .00 112.34 920.00 0 *SECNO 1. 580 3265 DIVIDED FLOW 1.58 5.97 237. 85 .00 .00 238.93 1.08 .02 .00 247.00 4800. 0. 4800. 0. 0. 576. 0. 54. 25. 245.36 . 11 .00 8.34 .00 .045 .013 .065 .000 231.88 633.92 . 000662 31 . 31. 31. 0 0 0 .00 112.44 920.00 0 SPECIAL BRIDGE 5227 DOWNSTREAM ELEV IS 232.93 ,NOT 237 .85 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS) SB XK XKOR COFQ ROLEN BWC BWP BAREA SS EL CHU ELCHO 1.05 1.60 2.80 .00 275.86 178.36 1692.24 2.00 232.06 231. 88 CCHV= .100 CEHV= .300 *SECNO 1.599 3265 DIVIDED FLOW 5 - 1.60 6.14 238.30 .00 .DO 239.02 . 73 .06 .04 239.20 4800. 3. 4797. 0. 10. 701. 0. 54. 25. 240.27 • 11 .33 6.84 .00 .065 .030 .065 .000 232. 16 473.21 .002716 52. 52. 52. 3 0 0 .00 230.21 874.59 0 CCHV= . 100 CEHV= .300 *SECNO 1.610 1 07/25/94 04:39:57 PAGE 6 SECNO DEPTH C\.JSEL CRl\.JS \.JSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\.JA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR \.JTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL JDC !CONT CORAR TOP\.JID END ST 3265 DIVIDED FLO\.J 1.61 6.18 238.42 .00 .00 239.15 . 73 .12 .00 238.99 4800. 227. 3824. 748. 137. 505. 272. 55. 25. 239.93 .11 1.66 7.57 2. 75 .085 .039 .085 .000 232.24 538. 15 .005937 31. 31. 31. 2 0 0 .00 352. 75 1088.34 0 CCHV= .100 CEHV= .300 *SECNO 1 .640 3265 DIVIDED FLO\.J 1.64 6.02 239.09 .00 .00 239.88 .80 .72 .02 238.61 4800. 2. 4466. 332. 4. 606. 105. 58. 26. 240. 13 • 12 .62 7.37 3. 18 .045 .030 .065 .000 233.07 446.53 .003174 169. 169. 169. 2 0 0 .00 230. 11 779.42 0 *SECNO 1.698 3265 DIVIDED FLO\.J 1. 70 6.32 240.32 .00 .00 240.84 .52 .93 .03 239.90 4800. 51. 4749. 0. 35. 819. 0. 64. 28. 241.37 .14 1.45 5.80 .00 .045 .030 .065 .000 234.00 271.53 .002478 400. 339. 150. 2 0 0 .00 276.59 607.48 0 CCHV= .100 CEHV= .300 *SECNO 1.855 3265 DIVIDED FLOW 1.86 8. 10 242.49 .00 .00 242.96 .48 2. 12 .00 242.88 4800. 0. 3362. 1438. 0 . 543. 397. 74. 32. 241.41 . 16 .00 6.19 3.62 .085 .065 .085 .000 234.39 527.50 . 009345 570. 525. 300 . 2 0 0 .00 432.23 1102.41 0 6 *SECNO 1.930 1.93 10.42 245 .12 .00 .00 245.56 .43 2.59 .00 243.63 4800 . 2608. 2087. 105. 994. 281. 37. 81. 35. 241.53 .18 2.62 7.43 2.86 .085 .065 .085 .000 234.70 1545.64 . 010532 350 . 250. 150. 4 0 0 .00 661.57 2207.21 0 1 PROFILE FOR STREAM BEE CREEK 10·Year Storm PLOTTED POINTS (BY PRIORITY)·E·ENERGY,W·WATER SURFACE,I·INVERT,C·CRITICAL W.S.,L·LEFT BANK,R·RIGHT BANK,M·LOWER END STA ELEVATION 225. 230. 235. 240. 245. 250. 255. 260. 265. 270. SECNO CUMDIS .86 0. c L E M 50. c L E M 100. c RLE M 150. c RLE M 200. c .R LE M 250. c .R LE M 300. c .R LE .M 350. c 400. c 450. c 500. c 550. c 600. c 650. c 700. c 750. c 1. 01 800. c 850. c 900. c 950. c 1000. c 1050. c 1100. c 1150. c 1.37 1200. c 1250. c 1300. c 1350. c 1400. c 1450. c 1500. c 1550. c 1.48 1600. c 1650. c 1700. c 1750. c 1800. c 1.57 1850. c 1.58 1900. c 1.60 1950. c 1.61 2000. c I. I. I. .I .I .I .I I 7 .R .R .R .R .R .R .R .R .R .R .R .R .R I I LE LE LE LE LllE LllE LllE LllE LE LE LE L E L E RL E RL E RL E RL E RL E RL llE R LllE RLllE R llE R llE R LllE R llE R llE llE L. llE R llE II E II E II E llE . R llE R M M M M M M M M M M M M M M M M M L R L R M M M M M. M .M M M M M M L.M MR L MR L M .M 2050. c llLER M 2100. c llER M 1.64 2150. c Lii E 2200. c LllER 2250. c LllERM 2300. c Lii. E M 2350. c LllER M 2400. c LllER M 2450. c llER M 1. 70 2500 . c LllER M. 2550. c LllER M. 2600. c • llER M 2650. c \.IE M 2700. c \.IE .M 2750. c \.IE .M 2800. c \.IE .M 2850. c I. RllE 2900. c I. RllE 2950 . c I. RllE 1.86 3000. c I. R \.IE 3050. c I. 3100. c I. 3150. c I. 3200. c I. 1 .93 3250. c I. 07/25/94 04:39:57 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM·PC·XT VERSION ************************************************** T1 EMERALD FOREST FLOOD STUDY R \.IE R LllE R LllE. R L \.IE R L \.IE M M M M T2 FLOODPLAIN DETERMINATION 10, 50, 100 & 500 YR. STORM EVENTS T3 BEE CREEK 50-Year Storm Event J1 !CHECK INQ NINV !DIR STRT METRIC M M. .M M M PAGE 7 THIS RUN EXECUTED 07/25/94 04 :40:13 HVINS Q llSEL FQ - 0. 3. 0. 0. .000000 .00 .0 0. 238.000 .000 J2 NPROF !PLOT PRFVS XSECV XSECH FN ALLOC IBW CHNIM !TRACE 2.000 .000 ·1.000 .000 .000 .000 .000 .000 .000 .000 8 07/25/94 04 :39:57 PAGE 8 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TR !AL !DC !CONT CORAR TOPWID END ST *PROF 2 CCHV= .100 CEHV= .300 *SECNO .860 .86 9.60 238.00 .00 238.00 238.06 .06 .00 .00 236.20 6630. 230. 745. 5655. 176. 205. 3230. 0 . 0. 235.80 . 00 1.31 3.63 1. 75 .085 .065 .085 .000 228.40 1631.82 .002268 0. 0. 0. 0 0 0 .00 1276.88 2908.70 0 CCHV= .100 CEHV= .300 *SECNO 1.012 3265 DIVIDED FLOW 1.01 9.94 238.31 .00 .00 238.42 .11 .34 .01 236.82 6630 . 223. 5693. 714. 288. 1966. 1145. 33 . 10. 235.55 . 05 .77 2.90 .62 .045 .030 .065 .000 228.37 510.89 - . 000326 980 . 800. 160. 3 0 0 .00 1379.49 1959.63 0 *SECNO 1.369 3265 DIVIDED FLOW 1.37 8.32 238.37 .00 .00 238.70 .33 .21 .06 236.53 6630. 156. 5396. 1078. 124. 1066. 834. 57. 21. 236.00 .08 1.26 5.06 1 .29 .045 .030 .065 .000 230.05 688.61 . 001216 380 . 380. 380. 2 0 0 .00 947.66 1887.68 0 *SECNO 1.481 3265 DIVIDED FLOW 1.48 7.74 238.79 .00 .00 239.27 .49 .53 .05 237.93 6630. 650. 5004. 976. 358. 785. 699. 73. 29. 236.88 .10 1.82 6.37 1.40 .045 .030 .065 .000 231.05 135.58 .001633 375. 375. 375. 2 0 0 .00 953.27 1352.46 0 CCHV= .100 CEHV= .300 1 07/25/94 04:39:57 PAGE 9 SECNO DEPTH C\JSEL CRl\JS \./SELK EG HV HL OLOSS BANK ELEV Q QLOB OCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR \JTN ELM IN SSTA 9 SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\JID END ST *SECNO 1.573 3265 DIVIDED FLOW --- 3301 HV CHANGED MORE THAN HVINS 1.57 6.36 238.24 .DO .OD 240.02 1.77 .36 .39 247.00 6630. 0. 6630. 0. 0. 620. 0. 81. 32. 245.36 .11 .OD 10.69 .OD .045 .013 .065 .000 231 .88 633.25 • 001011 283 . 283. 283. 3 0 0 .00 113. 78 920.00 0 *SECNO 1.580 3265 DIVIDED FLOW 1.58 6.46 238.34 .00 .00 240.05 1. 71 .03 .01 247.00 6630. 0. 6630. 0. 0. 631. 0 . 82. 32. 245.36 . 11 .00 10.51 .OD .045 .013 .065 .000 231 .88 633.09 .000960 31. 31. 31. 2 0 0 .00 114. 11 920.00 0 SPECIAL BRIDGE 5227 DOWNSTREAM ELEV IS 233. 19 ,NOT 238.34 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS) SB XK XKOR COFQ ROLEN BWC BWP BAREA SS EL CHU ELCHO 1.05 1 .60 2.80 .00 275.86 178.36 1692.24 2.00 232.06 231.88 CCHV= .100 CEHV= .300 *SECNO 1.599 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAN HVINS 1.60 7.32 239.48 .00 .00 240.23 .75 .07 . 10 239.20 6630. 253. 6374. 3. 259 . 901. 10. 83. 33. 240.27 . 11 .98 7.07 .34 .065 .030 .065 .000 232. 16 295.21 .002393 52. 52. 52. 4 0 0 .00 562.37 1208.47 0 07/25/94 04:39:57 PAGE 10 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME SLOPE VLOB XLOBL CCHV= . 10D CEHV= *SECNO 1 .610 3265 DIVIDED FLOW 1 .61 7.46 6630. 663. . 11 1 .94 .004170 31. 0 CCHV= .100 CEHV= *SECNO 1 .640 3265 DIVIDED FLOW 3280 CROSS SECTION 1.64 7.07 6630. 336. . 12 1.62 .002667 169. 0 *SECNO 1.698 3265 DIVIDED FLOW 1. 70 7.29 6630. 229. . 13 2.10 . 002571 400. VCH XLCH 10 .300 239.70 4873 . 7.32 31. .300 VROB XLOBR .00 1094. 2.55 31. 1 .64 EXTENDED 240. 14 238.55 5783. 511. 7.64 2.05 169. 169. 241.29 .00 6348. 52. 6.05 .56 339. 150. XNL XNCH !TRIAL !DC .00 240.33 341. 665. .085 .039 2 0 .32 FEET .00 240.94 207. 757. .045 .030 4 11 .DO 241 .84 109 . 1050. .045 .030 2 0 XNR !CONT .63 430. .085 0 .80 249. .065 0 .55 94. .065 0 WTN CORAR • 10 84 . .000 .00 .56 89. .000 .00 .87 98. .000 .00 ELMIN TOPWID .01 33. 232.24 493.79 .05 36. 233.07 742. 75 .03 40. 234.00 743.83 SSTA END ST 238.99 239.93 529. 74 1292.10 238.61 240. 13 322.72 1179.99 239.90 241 .37 242.43 994.74 -- - 0 CCHV= . 100 CEHV= .300 *SECNO 1 .855 3265 DIVIDED 1.86 6630. . 16 .008316 0 07/25/94 SEC NO Q TIME SLOPE *SECNO 1.930 0 1 1.93 6630. . 17 .009014 07/25/94 FLO\.I 9.03 243.42 5. 4257. .67 6.54 570. 525. 04:39:57 DEPTH C\.ISEL QLOB QCH VLOB VCH XLOBL XLCH 11. 10 245.80 4170. 2300. 2.96 7.37 11 350. 250. 04:39:57 .00 2368. 3.27 300. CRl\.IS QROB VROB XLOBR .00 160. 2.99 150. --- .00 243.90 .49 2.06 .01 242.88 8 . 651. 724. 112. 46. 241 .41 .085 .065 .085 .000 234.39 496.04 2 0 0 .00 530. 18 1112 .69 PAGE 11 \./SELK EG HV HL OLOSS BANK ELEV ALOB ACH AROB VOL T\.IA LEFT/RIGHT XNL XNCH XNR \.ITN ELM IN SSTA !TRIAL !DC !CONT CORAR TOP\.llD END ST .00 246. 18 .38 2.27 .01 243.63 1410. 312. 54 . 122. 50. 241.53 .085 .065 .085 .000 234.70 1505.78 2 0 0 .00 707.01 2212.80 PAGE 12 THIS RUN EXECUTED D7/25/94 04:40:22 5 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** T1 EMERALD FOREST FLOOD STUDY T2 FLOODPLAIN DETERMINATION 10, 50, 100 & 500 YR. STORM EVENTS T3 BEE CREEK 100-Year Storm Event J1 !CHECK INQ NINV ID IR STRT METRIC 0. 4. 0. 0. .000000 .00 J2 NPROF !PLOT PRFVS XSECV XSECH FN 3.000 .000 -1.000 .000 .000 .000 07/25/94 04:39:57 SECNO DEPTH CIJSEL CRllJS \./SELK EG HV Q QLOB QCH QROB ALOB ACH AROB TIME VLOB VCH VROB XNL XNCH XNR SLOPE XLOBL XLCH XLOBR !TR JAL !DC !CONT *PROF 3 CCHV= . 100 CEHV= .300 *SECNO .860 .86 10.00 238.40 .00 238.40 238.46 .06 7450. 281. 745. 6423 . 216. 216 . 3696 . .00 1.30 3.45 1. 74 .085 .065 .085 . 001926 0. o. 0 . 0 0 0 0 CCHV= .100 CEHV= .300 *SECNO 1.012 3265 DIVIDED FLO\./ 1.01 10.30 238.67 .00 .00 238.79 . 11 HVINS Q IJSEL FQ . 0 0 . 238 .400 .000 AL LDC IBIJ CHNIM !TRACE .000 .000 .000 .000 PAGE 13 HL OLOSS BANK ELEV VOL TIJA LEFT/RIGHT IJTN ELM IN SSTA CORAR TOPIJID END ST .00 .00 236.20 0. 0. 235 .80 .000 228.40 1622. 73 .00 1303.36 2926.09 .31 .02 236.82 7450. 321. 6161. 968. 374. 2086. 1460. 37. 11. 235.55 12 .05 .86 2.95 .66 .045 .030 .065 .000 228.37 489.00 . 000313 980 . 800. 160. 3 0 0 .00 1471.09 1969.39 0 *SECNO 1.369 3265 DIVIDED FLOW 1.37 8.69 238.74 .00 .00 239.05 .32 .20 .06 236.53 7450. 243. 5798. 1409. 179. 1142. 1132. 65. 23. 236.00 .08 1.35 5.08 1.24 .045 .030 .065 .000 230.05 659.11 . 001114 380. 380 . 380. 2 0 0 .00 1298.37 1966.89 0 *SECNO 1.481 3265 DIVIDED FLOW 1.48 8.07 239.12 .00 .00 239. 58 .47 .49 .05 237.93 7450. 863. 5321. 1266. 439. 830. 907. 85. 33. 236.88 . 10 1.97 6.41 1.40 .045 .030 .065 .000 231.05 130.62 . 001532 375 . 375. 375. 2 0 0 .00 1060.01 1354.45 0 CCHV= . 100 CEHV= .300 1 07/25/94 04:39:57 PAGE 14 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TR !AL !DC !CONT CORAR TOPWID END ST *SECNO 1. 573 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAN HVINS 1.57 6.42 238.30 .00 7450. 0. 7450. o. .11 .00 11.88 .00 . 001237 283. 283 . 283. 0 *SECNO 1.580 3265 DIVIDED FLOW 1.58 6.63 238.51 .00 7450. 0. 7450. 0. .11 .00 11.45 .00 .001108 31. 31. 31. 0 SPECIAL BRIDGE 13 5227 DOWNSTREAM ELEV IS 233.29 ,NOT SB XK 1.05 XKOR 1.60 COFQ 2.80 CCHV= • 100 CEHV= .300 *SECNO 1.599 3265 DIVIDED FLOW ROLEN .00 .00 240.49 2.19 .39 .52 247.00 0. 627. 0. 94. 37. 245.36 .045 .013 .065 .000 231.88 633.15 3 0 0 .00 113.98 920.00 .00 240.54 2.04 .04 .02 247.00 0. 650. 0. 95. 37. 245.36 .045 .013 .065 .000 231.88 632.80 2 0 0 .00 114.69 920.00 238.51 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LOW FLOW CONTROLS) BWC 275.86 BWP 178.36 BAREA 1692.24 SS 2.00 EL CHU 232.06 ELCHO 231.88 3301 HV CHANGED MORE THAN HVINS 1.60 8.04 240.20 .00 .00 240.77 .57 .08 .15 239.20 7450. 692. 6649. 108. 502. 1043. 143. 96. 38. 240.27 . 11 1.38 6.37 .76 .065 .030 .065 .000 232.16 265.80 . 002109 52. 52 . 52. 5 0 0 .00 876.60 1284.01 0 07/25/94 04:39:57 PAGE 15 SECNO DEPTH CWSEL CRIWS \./SELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TWA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR !TR !AL !DC !CONT CORAR TOPWID END ST CCHV= .100 CEHV= .300 *SECNO 1.610 3265 DIVIDED FLOW 1.61 8.04 240.28 .00 .00 240.85 .57 .08 .00 238.99 7450. 887. 5246. 1318. 439. 740. 618. 97. 38. 239.93 .11 2.02 7.09 2.13 .085 .039 .085 .000 232.24 527.24 .003428 31. 31. 31. 2 0 0 .00 720.18 1355.87 0 CCHV= .100 CEHV= .300 *SEC NO 1.640 3265 DIVIDED FLOW 3280 CROSS SECTION 1.64 EXTENDED .83 FEET 1.64 7.58 240 .65 .00 .00 241.34 .68 .45 .03 238.61 7450. 639. 6071. 740. 338. 831. 448. 104. 41. 240.13 .12 1.89 7.30 1.65 .045 .030 .065 .000 233.07 294.66 . 002148 169. 169. 169 . 2 0 0 .00 839.38 1179.99 0 *SECNO 1.698 1. 70 7.54 241. 54 .00 .00 242.12 .58 .78 .01 239.90 7450. 297. 7012 . 141. 132. 1117. 190. 115. 46. 241.37 . 13 2.25 6.28 .74 .045 .030 .065 .000 234.00 235. 19 14 . 002553 400 . 339. 150. 2 0 0 .00 782.47 1017.66 0 CCHV= .100 CEHV= .300 *SECNO 1.855 3265 DIVIDED FLOIJ 1.86 9.28 243.67 .00 .00 244. 19 .52 2.06 .01 242.88 7450. 15. 4658. 2777. 17. 680. 820. 130. 52. 241.41 .16 .87 6.85 3.38 .085 .065 .085 .000 234.39 482.37 . 008631 570. 525. 300 . 3 0 0 .00 561.01 1115.05 0 07/25/94 04:39:57 PAGE 16 SECNO DEPTH CIJSEL CRIIJS IJSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL TIJA LEFT/RIGHT TIME VLOB VCH VROB XNL XNCH XNR IJTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOPIJID END ST *SECNO 1.930 1.93 11.39 246 .09 .00 .DO 246.45 .37 2.25 .02 243.63 7450. 4878. 2385. 186. 1590. 325. 62. 141. 56. 241.53 .17 3.07 7.34 3.02 .085 .065 .085 .000 234.70 1487.79 . 008466 350 . 250. 150. 2 0 0 .00 727.33 2215 .12 0 07/25/94 04:39:57 PAGE 17 THIS RUN EXECUTED 07/25/94 04:40:30 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** T1 EMERALD FOREST FLOOD STUDY T2 FLOODPLAIN DETERMINATION 10, 50, 100 & 500 YR. STORM EVENTS T3 BEE CREEK 500-Year Storm Event J1 !CHECK INQ NINV !DIR STRT METRIC 0. 5. 0. 0. .000000 .00 J2 NPROF !PLOT PRFVS XSECV XSECH FN 15.000 .000 -1 .000 .000 .000 .000 15 07/25/94 04 :39:57 SECNO DEPTH CllSEL CR I \.IS llSELK EG HV Q QLOB QCH QROB ALOB ACH AROB TIME VLOB VCH VROB XNL XNCH XNR SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT *PROF 4 CCHV= . 100 CEHV= .300 *SECNO .860 .86 12.00 240.40 .00 240.40 240.45 .05 ---- HVINS Q llSEL FQ .0 0. 240.400 .000 AL LDC !Bii CHNIM !TRACE .000 .000 .000 .000 PAGE 18 HL OLOSS BANK ELEV VOL TllA LEFT/RIGHT llTN ELMIN SSTA CORAR TOPlllD END ST .00 .00 236.20 12390. 662. 823. 10906. 479. 268. 6126. 0. 0. 235.80 .00 1.38 3.07 1. 78 .085 .065 .085 .000 228.40 1562.96 . 001143 0 . 0. 0. 0 0 0 .00 1443.56 3006.52 0 CCHV= .100 CEHV= .300 *SECNO 1.012 1. 01 12.21 240.58 .00 .00 240.69 • 11 .21 .02 236.82 12390. 1082. 8525. 2783. 944. 2704. 3233. 60. 13. 235.55 .05 1.15 3. 15 .86 .045 .030 .065 .000 228.37 383.44 .000252 980. 800. 160. 2 0 0 .00 1636.56 2020.00 0 *SECNO 1.369 3265 DIVIDED FLOW 1.37 10.59 240.64 .00 .00 240.87 .23 . 15 .03 236.53 12390. 1028. 7414. 3948. 626. 1544 . 3028. 113. 27. 236.00 . 08 1.64 4.80 1.30 .045 .030 .065 .000 230.05 550.38 .000667 380. 380. 380. 2 0 0 .00 1566.41 2160.45 0 *SECNO 1.481 1.48 9.81 240.86 .00 .00 241. 21 .34 .31 .04 237. 93 12390. 2150. 6621. 3618. 878. 1070 . 2363. 154. 39. 236.88 . 11 2.45 6.19 1.53 .045 .030 .065 .000 231.05 122.64 .001019 375. 375. 375. 2 0 0 .00 1290.32 1412.97 0 CCHV= .100 CEHV= .300 *SECNO 1.573 3265 DIVIDED FLOW 3301 HV CHANGED MORE THAN HVINS 07/25/94 04:39:57 PAGE 19 SECNO DEPTH C\.JSEL CRl\.JS \./SELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB ACH AROB VOL T\.JA LEFT/RIGHT 16 TIME VLOB VCH VROB XNL XNCH XNR \.JTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\.JID END ST 3685 20 TRIALS ATTEMPTED \.JSEL,C\.JSEL 3693 PROBABLE MINIMUM SPECIFIC ENERGY 3720 CRITICAL DEPTH ASSUMED 1.57 8.15 240.03 240.03 .00 243.50 3.47 .35 .94 247.00 12390 . 0. 12390. 0. o. 829. 0. 171. 44. 245.36 .11 .00 14 .95 .00 .045 .013 .065 .000 231.88 630.19 .001501 283. 283. 283. 20 12 0 .00 119.89 920 .00 0 *SECNO 1.580 3265 DIVIDED FLO\.J 3301 HV CHANGED MORE THAN HVI NS 1.58 8.96 240.84 .00 .00 243.61 2.77 .04 .07 247.00 12390. 0. 12390. 0. 0. 927. 0. 171. 44. 245.36 .11 .00 13.37 .00 .045 .013 .065 .000 231.88 628.81 .001084 31. 31. 31. 4 0 0 .00 122.66 920.00 0 SPECIAL BRIDGE 5227 DOWNSTREAM ELEV IS 233.89 ,NOT 240.84 HYDRAULIC JUMP OCCURS DOWNSTREAM (IF LO\.J FLO\.J CONTROLS) SB XK XKOR COFQ ROLEN Bl.JC Bl.JP BAREA SS EL CHU ELCHO 1.05 1.60 2.80 .00 275.86 178 .36 1692.24 2.00 232.06 231.88 CCHV= .100 CEHV= .300 *SECNO 1.599 3301 HV CHANGED MORE THAN HVINS 1.60 11.60 243.76 .00 .00 243.91 .15 .03 .26 239.20 12390. 2650. 7606. 2134. 2045. 1976. 2000. 176. 45. 240.27 .12 1.30 3.85 1.07 .065 .030 .065 .000 232.16 117. 75 . 000424 52 . 52. 52. 4 0 0 .00 1468.58 1586.33 0 CCHV= .100 CEHV= .300 *SECNO 1.610 1.61 11.47 243.71 .00 .00 243.95 .24 .02 .03 238.99 12390. 1913. 6245. 4232. 1049. 1181. 2812. 179. 46. 239.93 . 12 1.82 5.29 1.50 .085 .039 .085 .000 232.24 512.44 .001019 31. 31. 31. 2 0 0 .00 1158.69 1671. 13 0 07/25/94 04:39:57 PAGE 20 SECNO DEPTH C\JSEL CRl\JS \JSELK EG HV HL OLOSS BANK ELEV Q OLOB OCH QROB ALOB ACH AROB VOL T\JA LEFT/RIGHT 17 TIME VLOB VCH VROB XNL XNCH XNR \JTN ELM IN SSTA SLOPE XLOBL XLCH XLOBR !TRIAL !DC !CONT CORAR TOP\JID END ST CCHV= . 100 CEHV= .300 *SECNO 1.640 3280 CROSS SECT ION 1. 64 EXTENDED 4.02 FEET 1.64 10.77 243.84 .00 .00 244.08 .24 .13 .00 238.61 12390. 2869. 6684. 2836. 1477. 1295. 1933. 198. 50. 240.13 . 13 1.94 5.16 1.47 .045 .030 .065 .000 233.07 120.18 . 000595 169. 169. 169 . 0 0 0 .00 1059.81 1179.99 0 *SECNO 1.698 1. 70 10.00 244.00 .00 .00 244.35 .35 .24 .03 239.90 12390. 1038. 9565. 1787. 439. 1793. 1236. 225. 56. 241.37 . 15 2.36 5.33 1.45 .045 .030 .065 .000 234.00 195.88 . 000979 400 . 339. 150. 2 0 0 .00 852.25 1048.12 0 0 0 CCHV= .100 CEHV= .300 *SECNO 1.855 1.86 10.41 244.80 .00 .00 245.50 12390. 176. 6752. 5462. 103 . 811. • 17 1. 71 8.32 4.06 .085 .065 .010051 570. 525. 300. 3 0 *SECNO 1.930 1. 93 12. 71 247.41 .00 .00 247.78 12390. 9093. 2941. 356. 2512. 386. .19 3.62 7.62 3.26 .085 .065 . 007256 350 . 250. 150. 3 0 07/25/94 04 :39:57 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR · 01,02,03,04,05,06 MODIFICATION · 50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** .70 1.05 .10 242.88 1345. 253. 63. 241.41 .085 .000 234.39 419.37 0 .00 706.54 1125 .91 .37 2.24 .03 243.63 109. 269. 68. 241.53 .085 .000 234.70 1399 .67 0 .00 826.38 2226.05 PAGE 21 THIS RUN EXECUTED 07/25/94 04:40:39 NOTE-ASTERISK (*) AT LEFT OF CROSS -SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST BEE CREEK 10-Year Storm SUMMARY PRINTOUT 18 SSTA ENO ST 1659.091 2816.67 1631.818 2908.70 1622.727 2926.09 1562.963 3006.52 570.468 1829.05 510.895 1959 .63 488.999 1969.39 383.444 2020.00 764.047 1886.68 688.613 1887.68 659.113 1966.89 550.383 2160.45 155.978 1347.23 135.579 1352.46 130.618 1354.45 122.643 1412.97 633.971 920.00 633.248 920.00 633.147 920.00 * 630.192 920.00 633.919 920.00 633.085 920.00 632.795 920.00 628.809 920.00 * 473.215 874.59 * 295.215 1208.47 * 265.805 1284.01 * 117.748 1586.33 07/25/94 04:39:57 PAGE 22 SSTA ENO ST 538. 148 1088.34 529. 737 1292.10 527.243 1355.87 512.442 1671. 13 446.530 779.42 322.716 1179.99 294.656 1179.99 120.179 1179.99 271.528 607.48 242.427 994.74 19 235.191 1017.66 195 .879 1048.12 527.501 1102.41 496.041 1112. 69 482.365 1115.05 419.366 1125 .91 1545.636 2207.21 1505.784 2212.80 1487.793 2215.12 1399.670 2226.05 07/25/94 04:39:57 PAGE 23 BEE CREEK 10-Year Storm SUMMARY PRINTOUT TABLE 150 * * SECNO .860 .860 .860 .860 1.012 1.012 1.012 1.012 1.369 1.369 1 .369 1.369 1.481 1.481 1.481 1.481 1.573 1.573 1.573 1.573 1.580 1.580 1.580 1.580 1.599 XLCH .00 .00 .00 .00 800.00 800.00 800.00 800.00 380. 11 380.11 380.11 380.11 374.81 374.81 374.81 374.81 283. 15 283. 15 283 .15 283 .15 31.00 31.00 31.00 31.00 51. 70 ELTRD 20 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELLC .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELM IN 228.40 228.40 228.40 Q 4800.00 6630.00 7450.00 228.40 12390.00 228.37 4800.00 228.37 6630.00 228.37 7450.00 228.37 12390.00 230.05 4800.00 230.05 6630.00 230.05 7450.00 230.05 12390.00 231.05 4800.00 231.05 6630.00 231.05 7450.00 231.05 12390.00 231.88 231.88 231.88 4800.00 6630.00 7450.00 231.88 12390.00 231.88 231.88 231.88 4800.00 6630.00 7450.00 231.88 12390.00 232.16 4800.00 CIJSEL 236.80 238.00 238.40 240.40 237.30 238.31 238.67 240.58 237. 39 238.37 238.74 240.64 237. 92 238. 79 239.12 240.86 237 .81 238.24 238.30 240.03 237. 85 238.34 238.51 240.84 238.30 CRllJS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 240.03 .00 .00 .00 .00 .00 EG 236.92 238.06 238.46 240.45 237.41 238.42 238.79 240.69 237.74 238.70 239.05 240.87 238.43 239.27 239.58 241.21 238.91 240.02 240.49 243.50 238.93 240.05 240.54 243.61 239.02 10K*S 52.96 22.68 19.26 11.43 3.72 3.26 3.13 2.52 15.50 12.16 11 . 14 6.67 19.03 16.33 15.32 10.19 6.74 10.11 12.37 15.01 6.62 9.60 11.08 10.84 27 .16 VCH AREA .01K 4.96 2146.54 659.59 3.63 3611.19 1392.22 3.45 4127.23 1697.68 3.07 6872.54 3664.98 2.74 2140.66 2488.71 2.90 3399.78 3674.33 2.95 3920.38 4208.17 3.15 6881.27 7800.26 4.97 1238.61 1219.16 5.06 2023.36 1901.17 5.08 2454.15 2232.10 4.80 5198.40 4797.32 6.17 1119.10 1100.32 6.37 1841.54 1640.45 6.41 2176.15 1903.10 6.19 4310.51 3881.98 8.39 10.69 11.88 14.95 8.34 10.51 11.45 13.37 6.84 572.42 1849.30 620.24 2084.89 626.94 2118.57 828.89 3198.46 575.88 1866.07 631.06 2139.32 650.45 2237.82 926.98 3763.87 710.89 920.97 * * * 1.599 1.599 1.599 1.610 1.610 1.610 1.610 1.640 1.640 1.640 1.640 07/25/94 SECNO 1.698 1.698 1.698 1.698 1.855 1.855 1.855 1.855 1. 930 1.930 1. 930 1. 930 07/25/94 51.70 51.70 51. 70 31.00 31.00 31.00 31.00 168.97 168.97 168.97 168.97 04:39:57 XLCH 339.38 339.38 339.38 339.38 524.58 524.58 524.58 524.58 250.00 250.00 250.00 250.00 04:39:57 BEE CREEK 10-Year Storm .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELTRD .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 SUMMARY PRINTOUT TABLE 150 SECNO Q C\JSEL .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ELLC .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 DIF\JSP --- 232.16 6630.00 232.16 7450.00 232. 16 12390. 00 232.24 4800.00 232.24 6630.00 232.24 7450.00 232.24 12390.00 233.07 4800.00 233.07 6630.00 233.07 7450.00 233.07 12390.00 ELM IN 234.00 234.00 234.00 Q 4800.00 6630.00 7450.00 234.00 12390.00 234.39 4800.00 234.39 6630.00 234.39 7450.00 234.39 12390.00 234.70 4800.00 234.70 6630.00 234.70 7450.00 234.70 12390.00 DIF\JSX DIFK\JS 239.48 240.20 243.76 238.42 239.70 240.28 243. 71 239.09 240.14 240.65 243.84 C\JSEL 240.32 241.29 241.54 244.00 242.49 243.42 243.67 244.80 245. 12 245.80 246.09 247.41 TOP\JID .00 .00 .00 .00 .00 .00 .00 .00 238.55 .00 .00 CRl\JS .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 XLCH 240.23 240.77 243.91 239. 15 240.33 240.85 243.95 239.88 240.94 241.34 244.08 EG 240.84 241.84 242. 12 244.35 242.96 243.90 244.19 245.50 245.56 246.18 246.45 247. 78 23.93 21.09 4.24 59 .37 41. 70 34.28 10.19 31.74 26.67 21.48 5.95 10K*S 24.78 25. 71 25.53 9.79 93.45 83.16 86.31 100.51 105.32 90.14 84.66 72.56 7.07 1170.10 1355.32 6.37 1688.64 1622.21 3.85 6020.63 6020.35 7.57 913.54 622.95 7.32 1435.83 1026.67 7.09 1796.75 1272.47 5.29 5042.78 3881.01 7.37 714.07 851.93 7.64 1213.11 1283.91 7.30 1617.97 1607.33 5.16 4705.07 5080.53 VCH 5.80 6.05 6.28 PAGE 24 AREA .01K 853.69 964.31 1252.28 1307.68 1438.52 1474.43 5.33 3467.82 3958.89 6.19 940 .46 496.54 6.54 1383.05 727.03 6.85 1517.45 801.91 8.32 2259.29 1235.83 7.43 1311.97 467.73 7.37 1775.57 698.33 7.34 1977.33 809.69 7.62 3007.19 1454.56 PAGE 25 .860 4800.00 236.80 .00 .00 .00 1157.58 .00 .860 6630.00 238.00 1.20 .00 .00 1276.88 .00 .860 7450.00 238.40 .40 .00 .00 1303.36 .00 .860 12390.00 240.40 2.00 .00 .00 1443.56 .00 1.012 4800.00 237.30 .00 .50 .00 1049.62 800.00 1.012 6630.00 238.31 1.00 .31 .00 1379.49 800.00 1.012 7450.00 238.67 .37 .27 .00 1471.09 800.00 1.012 12390.00 240.58 1.90 .18 .00 1636.56 800.00 21 1.369 4800.00 237.39 .00 .09 .00 594.41 380.11 1.369 6630.00 238.37 .98 .06 .00 947.66 380.11 1.369 7450.00 238. 74 .36 .06 .00 1298.37 380. 11 1.369 12390.00 240.64 1.91 .07 .00 1566.41 380. 11 1.481 4800.00 237.92 .00 .53 .00 750.92 374.81 1.481 6630.00 238.79 .87 .42 .00 953.27 374.81 1.481 7450.00 239. 12 .33 .38 .00 1060.01 374.81 1.481 12390.00 240.86 1. 75 .22 .00 1290.32 374.81 1.573 4800.00 237.81 .00 - . 11 .00 112.34 283. 15 1.573 6630.00 238.24 .43 -.54 .00 113. 78 283.15 1.573 7450.00 238.30 .05 -.82 .00 113.98 283. 15 * 1.573 12390.00 240.03 1. 73 -.83 .00 119.89 283. 15 1.580 4800.00 237.85 .00 .04 .00 112.44 31.00 1.580 6630.00 238.34 .49 .10 .00 114.11 31.00 1.580 7450.00 238.51 .16 .21 .00 114.69 31.00 1.580 12390.00 240.84 2.33 .80 .00 122.66 31.00 * 1.599 4800.00 238.30 .00 .45 .00 230.21 51. 70 * 1.599 6630.00 239.48 1. 18 1.14 .00 562.37 51. 70 * 1.599 7450.00 240.20 .72 1. 70 .00 876.60 51.70 * 1.599 12390.00 243. 76 3.56 2.92 .00 1468.58 51. 70 1.610 4800.00 238.42 .OD .12 .OD 352.75 31.00 1.610 6630.00 239. 70 1.28 .22 .OD 493.79 31.00 1.610 7450.00 240.28 .58 .08 .OD 720.18 31.00 1.610 12390.00 243. 71 3.43 -.04 .OD 1158.69 31.00 1.640 4800.00 239.09 .OD .67 .00 230.11 168.97 1.640 6630.00 240.14 1.06 .44 .OD 742. 75 168.97 1.640 7450.00 240.65 .51 .37 .OD 839.38 168.97 1.640 12390.00 243.84 3. 19 .13 .00 1059.81 168.97 07 /25/94 04:39:57 PAGE 26 SECNO Q C\.ISEL DI F\.ISP DI F\.ISX DI FK\.IS TOP\./ ID XLCH 1.698 4800.00 240.32 .OD 1.24 .00 276.59 339.38 1.698 6630.00 241.29 .97 1.15 .00 743.83 339.38 1.698 7450.00 241.54 .25 .89 .00 782.47 339.38 1.698 12390.00 244.00 2.46 .16 .00 852.25 339.38 1.855 4800.00 242.49 .00 2.17 .00 432.23 524.58 1.855 6630.00 243.42 .93 2.12 .00 530. 18 524.58 1.855 7450.00 243.67 .25 2.13 .00 561.01 524.58 1.855 12390.00 244.80 1.14 .81 .00 706.54 524.58 1.930 4800.00 245 .12 .00 2.64 .00 661.57 250.00 1.930 6630.00 245.80 .68 2.39 .00 707.01 250.00 1.930 7450.00 246.09 .29 2.42 .00 727.33 250.00 22 1. 930 12390. 00 247.41 1.32 2.60 .00 826.38 250.00 07/25/94 04:39:57 SUMMARY OF ERRORS AND SPECIAL NOTES CAUTION SECNO= 1.573 PROFILE= 4 CRITICAL DEPTH ASSUMED CAUTION SEC NO= 1.573 PROFILE= 4 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SEC NO= 1.573 PROFILE= 4 20 TRIALS ATTEMPTED TO BALANCE IJSEL CAUTION SECNO= 1.599 PROFILE= HYDRAULIC JUMP D.S. CAUTION SECNO= 1.599 PROFILE= 2 HYDRAULIC JUMP D.S. CAUTION SECNO= 1.599 PROFILE = 3 HYDRAULIC JUMP D.S. CAUTION SECNO= 1.599 PROFILE= 4 HYDRAULIC JUMP D.S. 07/25/94 04:40:41 ************************************************** HEC2 RELEASE DATED NOV 76 UPDATED MAY 1984 ERROR CORR -01,02,03,04,05,06 MODIFICATION -50,51,52,53,54,55,56 IBM-PC-XT VERSION ************************************************** PAGE 27 PAGE THIS RUN EXECUTED 07/25/94 04:40:42