The URL can be used to link to this page

Home My WebLink About3907; University Commons in the City of San Marcos; Letter of Map Revision (LOMR); 2007-07-08CHANG (Dec Hydrology«Hydraulics»Sedimentation P.O. Box 9492 (required for regular mail) 6001 Avenida Alteras Rancho Santa Fe, CA 92067-4492 (858) 756-9050, (858) 692-0761, FAX: (858) 756-9460 E-mail: changh@mail.sdsu.edu Web Page: http://chang.sdsu.edu/ July 8,2007 Engineering Department City of Carlsbad 1635 Faraday Avenue Carlsbad, CA 92008 ATTN: John O'Donnell RE: APPLICATION FOR FEMA LETTER OF MAP REVISION (LOMR) FOR SAN MARCOS CREEK AT UNIVERSITY COMMONS IN THE CITY OF SAN MARCOS AND CITY OF CARLSBAD Dear City Engineer: This submittal is a request for a LOMR from the Federal Emergency Management Agency (FEMA). This package includes two copies of the application package for FEMA LOMR by Howard H. Chang dated June 2007. Within this document are a series of FEMA forms that make up the application request. This application for LOMR is to update the floodplain boundaries for San Marcos Creek upstream from Rancho Santa Fe Road. Since the bridge is located in the City of Carlsbad, a community acknowledgement by the City of Carlsbad is therefore required. It should be pointed out that the LOMR application it to change the floodplain boundary delineations east of the Rancho Santa Fe Road Bridge. The proposed floodplain boundaries are tied-in with the effective floodplain boundaries west of the bridge. The tie-in is by lines under the bridge. There are no changes to the effective delineations west of the Rancho Santa Fe Road Bridge in the City of Carlsbad. Note that on FEMA Form 1 page 2 there is a signature block for a Community Official of Carlsbad to complete and sign. Please return a signed copy to me and keep another copy for City's file. A detailed technical review will be made by FEMA. It is our understanding that the City does not need to review and comment on the application at this stage. Thank you for your prompt attention to this submittal. Very truly ropurs, Howard H. Chang Ph.D., P.E. CC. Meg Carroll APPLICATION FOR FEMA LETTER OF MAP REVISION (LOMR) FOR SAN MARCOS CREEK AT UNIVERSITY COMMONS IN THE CITY OF SAN MARCOS SAN DIEGO COUNTY, CALIFORNIA \Q 44O 420 400 380 360 340 32O Water-surface and channel-bed profiles -As-built conditions RIVER-1 Reach-1 3OO Legend W3 PF 1 Ground 6.O 6.2 7.26.4 6.6 6.8 7.O Main Channel Distance (rri) Prepared for Prepared by O'Day Consultants, Inc. Howard H. Chang, Ph.D., P.E. 2710 Loker Avenue West, Suite 100 June 2007 Carlsbad, CA 92010 Chang Consultants Hydraulic and Hydrologic Engineering Erosion and Sedimentation P. O. Box 9492 Rancho Santa Fe, CA 92067 TEL: (858) 756-9050 FAX: (858) 756-9460 TABLE OF CONTENTS FEMA Forms (MT-2 Forms 1, 2, and 3) COPY OF APPROVED CLOMR ISSUED BY FEMA REASONS FOR LOMR APPLICATION HYDRAULIC STUDY FOR FEMA CONDITIONAL LETTER OF MAP REVISION (LOMR) FOR SAN MARCOS CREEK AT UNIVERSITY COMMONS C. REVIEW FEE Has the review fee for the appropriate request category been included? D Yes X No, Attach Ex Please see the DHS-FEMA Web site at http://www.fema.gov/fhm/frm fees.shtm for Fee Amounts and D. Fee amount: $ planation. Please bill us Exemptions. SIGNATURE All documents submitted in support of this request are correct to the best of my knowledge. 1 understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Name: Howard H. Chang Mailing Address: P.O. Box 9492, Rancho Santa Fe, CA 92067 Signature of Requester (required) J K Company: Chang Consultants Daytime Telephone No.: 858 756-9050 Fax No.: 858 756-9460 E-Mail Address: changh@mail.sdsu.edu Date: June 10, 2007 As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision (LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we have available upon request by FEMA, all analyses and documentation used to make this determination. Community Official's Name and Title:, J<3*T.> ^ iLnS lt^*^ ( Community Name: City of Carlsbad Community Official'&'SigYiature (required): Telephone No.: Date: ^7/'"3/£~7 CERTIFICATION BY REGIST/RED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001. Certifier's Name: Howard H. Chang License No.: C 22,609 Company Name: Chang Consultants Telephone No. Signature^ 1 / J\ ) f\v^&\ry/-^f^ 858 756-9050 Ensure the forms that are appropriate to your revision request are included in your submittal. Form Name and (Number) Required if ... Expiration Date: December 31, 2009 Fax No.: 858 756-9460 Date: June 10,2007 X Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water-surface elevations X Riverine Structures Form (Form 3) Channel is modified, addition/revision of bridge/culverts, addition/revision of levee/floodwall, addition/revision of dam D Coastal Analysis Form (Form 4) New or revised coastal elevations D Coastal Structures Form (Form 5) Addition/revision of coastal structure Seal (Optional) D Alluvial Fan Flooding Form (Form 6) Flood control measures on alluvial fans DHS- FEMA Form 81-89, FEB 06 Overview & Concurrence Form MT-2 Form 1 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE HYDROLOGY & HYDRAULICS FORM O.M.BNo. 1660-0016 Expires: August 31, 2007 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 3.25 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: San Marcos Creek Note: Fill out one form for each flooding source studied A. HYDROLOGY 1. Reason for New Hydrologic Analysis (check all that apply) X Not revised (skip to section 2) D No existing analysis D Improved data D Alternative methodology Q Proposed Conditions (CLOMR) D Changed physical condition of watershed 2. Comparison of Representative 1 %-Annual-Chance Discharges Location Drainage Area (Sq. Mi.) FIS (cfs) Revised (cfs) 3. Methodology for New Hydrologic Analysis (check all that apply) Statistical Analysis of Gage Records D Precipitation/Runoff Model [TR-20, HEC-1, HEC-HMS etc.] Regional Regression Equations D Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by DHS-FEMA. This document can be found at: http://www.fema.gov/fhm/en_modl.shtm. 4. Review/Approval of Analysis If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review. 5. Impacts of Sediment Transport on Hydrology Was sediment transport considered? D Yes D No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation for why sediment transport was not considered. B. HYDRAULICS 1. Reach to be Revised Description Cross Section Water-Surface Elevations (ft.) Effective Proposed/Revised Downstream Limit A section below Rancho Santa Fe 6.047 324.5 324.5 Road Upstream Limit Property boundary of University 7.363 436 436.1 Commons 2. Hydraulic Method Used Hydraulic Analysis HEC-RAS [HEC-2 , HEC-RAS, Other (Attach description)] DHS - FEMA Form 81-89A, FEB 06 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 1 of 2 B. HYDRAULICS (CONTINUED) 3. Pre-Submittal Review of Hydraulic Models DHS-FEMA has developed two review programs, CHECK-2 and CHECK-RAS, to aid in the review of HEC-2 and HEC-RAS hydraulic models, respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS. CHECK-2 and CHECK-RAS identify areas of potential error or concern. These tools do not replace engineering judgment. CHECK-2 and CHECK-RAS can be downloaded from http://www.ferna.gov/fhm/frm_soft.shtm. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS. If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and resolution of valid modeling discrepancies will result in reduced review time. HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS? D Yes x No 4. Models Submitted X Diskette Submitted Natural Run Floodwav Run Datum Duplicate Effective Model* File Name: Plan Name: File Name: Plan Name: NGVD29 Corrected Effective Model* File Name: Plan Name: File Name: Plan Name: Existing or Pre-Project Conditions Model File Name: Plan Name: File Name: Plan Name: Revised or Post-Project Conditions Model File Name: Plan Name: File Name: Plan Name: Other - (attach description) File Name: Plan Name: File Name: Plan Name: 'Not required for revisions to approximate 1 %-annual-chance floodplains (Zone A) - for details, refer to the corresponding section of the instructions. The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by DHS-FEMA. This document can be found at: http://www.fema.gov/fhm/en_modl.shtm. C. MAPPING REQUIREMENTS A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1 %-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%-annual-chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.). Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to show the boundaries of the revised 1%- and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1%- and 0.2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision. X Annotated FIRM and/or FBFM Included D Digital Mapping (GIS/CADD) Data Submitted (Recommended) D. COMMON REGULATORY REQUIREMENTS* 1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? D Yes D No For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations: • The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot. • The proposed project encroaches upon a SFHA with or without BFEs established and would result in increases above 1.00 foot. 2. Does the request involve the placement or proposed placement of fill? D Yes X No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT-2 instructions for more information. 3. For LOMR/CLOMR requests, is the regulatory floodway being revised? D Yes X No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1 %-annual-chance floodplains [studied Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be found in the MT-2 Form 2 Instructions.) 4. For LOMR/CLOMR requests, does this request have the potential to impact an endangered species? D Yes X No If Yes, please submit documentation from the community to show that they have complied with Sections 9 and 10 of the Endangered Species Act (ESA). Section 9 of the ESA prohibits anyone from "taking" or harming an endangered species. If an action might harm an endangered species, a permit is required from U.S. Fish and Wildlife Service or National Marine Fisheries Service under Section 10 of the ESA. For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its compliance with Section 7(a)(2) of the ESA. 5. For LOMR requests, does this request require property owner notification and acceptance of BFE increases? D Yes X No If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification can be found in the MT-2 Form 2 Instructions. * Not inclusive of all applicable regulatory requirements. For details, see 44 CFR parts 60 and 65. DHS - FEMA Form 81-89A, FEB 06 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 2 of 2 U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY RIVERINE STRUCTURES FORM O.M.BNo. 1660-0016 Expires: August 31,2007 PAPERWORK REDUCTION ACT Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address. Flooding Source: San Marcos Creek Note: Fill out one form for each flooding source studied A. GENERAL Complete the appropriate section(s) for each Structure listed below: Channelization complete Section B Bridge/Culvert complete Section C Dam complete Section D Levee/Floodwall complete Section E Sediment Transport complete Section F (if required) Description Of Structure 1. Name of Structure: Rancho Santa Fe Road Bridge Type (check one): D Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 2. Name of Structure: Melrose Drive Bridge Type (check one): D Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: 3. Name of Structure: Type (check one) D Channelization Location of Structure: Downstream Limit/Cross Section: Upstream Limit/Cross Section: X Bridge/Culvert D Levee/Floodwall D Dam X Bridge/Culvert D Levee/Floodwall DDam D Bridge/Culvert D Levee/Floodwall D Dam NOTE: For more structures, attach additional pages as needed. DHS - FEMA Form 81-89B, FEE 06 Riverine Structures Form MT-2 Form 3 Page 1 of 2 C. BRIDGE/CULVERT Flooding Source: San Marcos Creek Name of Structure: Rancho Santa Fe Road Bridge 1. This revision reflects (check one): D New bridge/culvert not modeled in the FIS D Modified bridge/culvert previously modeled in the FIS X New analysis of bridge/culvert previously modeled in the FIS 2. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): HEC-RAS If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): X Erosion Protection X Low Chord Elevations - Upstream and Downstream X Top of Road Elevations - Upstream and Downstream X Structure Invert Elevations - Upstream and Downstream X Stream Invert Elevations - Upstream and Downstream X Cross-Section Locations X Dimensions (height, width, span, radius, length) D Shape (culverts only) D Material D Beveling or Rounding D Wing Wall Angle X Skew Angle D Distances Between Cross Sections 4. Sediment Transport Considerations Was sediment transport considered? D Yes X No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. C. BRIDGE/CULVERT Flooding Source: San Marcos Creek Name of Structure: Melrose Drive Bridge 3. This revision reflects (check one): X New bridge/culvert not modeled in the FIS D Modified bridge/culvert previously modeled in the FIS New analysis of bridge/culvert previously modeled in the FIS 4. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): HEC-RAS If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the structures. Attach justification. 3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check the information that has been provided): X Erosion Protection X Low Chord Elevations - Upstream and Downstream X Top of Road Elevations - Upstream and Downstream X Structure Invert Elevations - Upstream and Downstream X Stream Invert Elevations - Upstream and Downstream X Cross-Section Locations X Dimensions (height, width, span, radius, length) D Shape (culverts only) D Material D Beveling or Rounding D Wing Wall Angle X Skew Angle D Distances Between Cross Sections 4. Sediment Transport Considerations Was sediment transport considered? D Yes X No If yes, then fill out Section F (Sediment Transport). If No, then attach your explanation for why sediment transport was not considered. DHS - FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2 Form 3 Page 2 of 2 Federal Emergency Management Agency Washing-on, D.C. 20472 JUl 03 2003 CERTIFIED MAIL RETURN RECEIPT REQUESTED The Honorable Claude A. "Bud" Lewis Mayor, City of Carlsbad 1200 Carlsbad Village Drive Carlsbad, CA 92008 Dear Mayor Lewis: IN REPLY REFER TO: Case No.: 03-09-0424R Community: City of Carlsbad, CA Community No.: 060285 104 This responds to a request that the Federal Emerge ncy Management Agency (FEMA) comment on the effects that a proposed project would have on the < ffective Flood Insurance Rate Map (FIRM) and Flood Insurance Study (FIS) report for San Diego Count;', California and Incorporated Areas (the effective FIRM and FIS report for your community), in accordant with Part 65 of the National Flood Insurance Program (NFIP) regulations. In a letter dated January 16,2 )03, Dr. Howard H. Chang, Ph.D., P.E., Howard H. Chang Consultants, requested that FEMA evaluate the effects that the proposed University Commons development, a replacement bridge for Rancho Sai ita Fe Road Bridge, and updated topographic information along San Marcos Creek, would have an the flood hazard information shown on the effective FIRM and FIS report. The proposed University C >mmons development will include a new bridge for Melrose Drive and re-grading along San Marcos C reek just upstream of Rancho Santa Fe Road to approximately 1,700 feet upstream of a private roa d. The effective Special Flood Hazard Area (SFHA), the area that would be inundated by the flood havi ig a 1 -percent chance of being equaled or exceeded in any given year (base flood), along this reach is des ignated Zone A, an SFHA with no Base Flood Elevations (BFEs) determined. All data required to complete our review of this re luest for a Conditional Letter of Map Revision (CLOMR) were submitted with letters from Dr. Cl tang. Because this revision request also affects the City > >f San Marcos, a separate CLOMR for that community was issued on the same date as this CLOMR. We reviewed the submitted data and the data used to prepare the effective FIRM for your community and determined that the proposed project meets the mil timum floodplain management criteria of the NFIP. The submitted existing conditions HEC-RAS hydraulic computer model dated November 14, 2002, based on updated topographic information, was used as the >ase conditions model in our review of the proposed conditions model. We believe that, if the propose* project is constructed as shown on the submitted undated plans entitled "Rancho Santa Fe Road Bri ige Over San Marcos Creek," prepared by Dokken Engineering; the undated plans entitled "Melrose I >rive Bridge General Plan," prepared by Simon Wong Engineering; the topographic work map entitled "(Conditional Letter Of Map Revision Exhibit For University Commons, San Marcos Creek," prepare d by O'Day Consultants, dated October 2002; and the data listed below are received, a revision to the FIIM would be warranted. * Our comparison of the proposed conditions model to the effective information revealed that, as a result of the proposed bridges, the proposed grading along! .an Marcos Creek, and the updated topographic information, the width of the SFHA will decrease i broughout the revised reach. The maximum decrease in SFHA width, approximately 300 feet, will occur ji st upstream of Rancho Santa Fe Road Bridge. Upon completion of the project, your community r lay submit the data listed below and request that we make a final determination on revising the effectiv: FIRM and FIS report. • Detailed application and certification form s, which were used in processing this request, must be used for requesting final revisions to the rr aps. Therefore, when the map revision request for the area covered by this letter is submitted, Fo m 1, entitled "Overview & Concurrence Form," must be included. (A copy of this form is enclo ied.) • The detailed application and certification 1 arms listed below may be required if as-built conditions differ from the preliminary plans. If requi ed, please submit new forms (copies of which are enclosed) or annotated copies of the previ< >usly submitted forms showing the revised information. Form 2, entitled "Riverine Hydrology & H ydraulics Form" Form 3, entitled "Riverine Structures Fora i" Hydraulic analyses for as-built conditions if the base flood and a topographic work map showing the revised floodplain must be submitted \ dth Form 2. • Effective September 1,2002, FEMA revis 3d the fee schedule for reviewing and processing requests for conditional and final modifies tions to published flood information and maps. In accordance with this schedule, the current fee for this map revision request is $3,800 and must be received before we can begin processing ti ic request. Please note, however, that the fee schedule is subject to change, and requesters are requi red to submit the fee in effect at the time of the submittal. Payment of this fee shall be me de in the form of a check or money order, made payable in U.S. funds to the National Flood Insura ice Program, or by credit card. The payment must be forwarded to the following address: Federal Emergent y Management Agency Fee-Charge S 'stem Administrator P.CXBox3173 Merrifield, VA 22116-3173 • As-built plans, certified by a registered pn fessional engineer, of all proposed project elements • Community acknowledgment of the map r ivision request • The proposed conditions floodplain bound ay delineations do not tie into the floodplain boundary delineations shown on the effective PERM at the upstream limits of the revision. Please extend the study upstream until an adequate tie-in to 1 ae effective floodplain boundary delineations is achieved. Please submit a topographic wo 'k map, certified by a registered professional engineer, and revised hydraulic models for the revis< d study. After receiving appropriate documentation to show that the project has been completed, FEMA will initiate a revision to the FIRM and FIS report The basis of this CLOMR is, in whole or in part, a :ulvert project. NFEP regulations, as cited in Paragraph 60.3(b)(7), require that communities ass ire that the flood-carrying capacity within the altered or relocated portion of any watercourse is maintained. This provision is incorporated into your community's existing floodplain management regulations. Cons iquently, the ultimate responsibility for maintenance of the culvert rests with your community. This CLOMR is based on minimum floodplain mai lagement criteria established under the NFIP. Your community is responsible for approving all floodpl lin development and for ensuring all necessary permits required by Federal or State law have been receivet I. State, county, and community officials, based on knowledge of local conditions and in the interest o! safety, may set higher standards for construction in the SFHA. If the State, county, or community has ado rted more restrictive or comprehensive floodplain management criteria, these criteria take precedence over the minimum NFIP criteria. If you have any questions regarding floodplain mai lagement regulations for your community or the NFIP in general, please contact the Consultation Coordinati on Officer (CCO) for your community. Information on the CCO for your community may be obtained by < ailing the Chief, National Flood Insurance Program Branch, Federal Insurance and Mitigation Division of FEMA in Oakland, California, at (510) 627-7184. If you have any questions regarding this CLOMR, pi ase call our Map Assistance Center, toll free, at 1-877-FEMAMAP (1-877-336-2627). Sincerely, /v Max H. Yuan, P.E., Project Engineer Hazard Study Branch Federal Insurance and Mitigation Administration Enclosures cc: The Honorable F.H. "Corky" Smith Mayor, City of San Marcos Mr. Lloyd Hubbs Public Works Director Department of Public Works City of Carlsbad Mr. Alan Schuler City Engineer Development Services City of San Marcos Mr. David Hulse Chief of Current Planning San Diego County Dr. Howard. H. Chang, Ph.D., P.E. Howard H. Chang Consultants For: Doug Bellomo, P.E., Acting Chief Hazard Study Branch Federal Insurance and Mitigation Administration HYDRAULIC STUDY FOR FEMA LETTER OF MAP REVISION (LOMR) FOR SAN MARCOS CREEK AT UNIVERSITY COMMONS IN THE CITY OF SAN MARCOS SAN DIEGO COUNTY, CALIFORNIA SECTION I SECTION II SECTION III TABLE OF CONTENTS HYDRAULIC STUDY FOR FEMA CONDITIONAL LETTER OF MAP REVISION (LOMR) FOR SAN MARCOS CREEK IN SAN DIEGO COUNTY, CALIFORNIA SAN MARCOS CREEK CROSS-SECTIONAL PROFILES FOR PRE-PROJECT AND AS-BUILT CONDITIONS HEC-RAS REPORT FOR PRE-PROJECT AND AS-BUILT CONDITIONS LIST OF EXHIBITS EXHIBIT A EXHIBIT B EXHIBIT C EXHIBIT D EXHIBIT E TOPOGRAPHIC MAPS OF SAN MARCOS CREEK AT UNIVERSITY COMMONS WITH CROSS SECTION LOCATIONS AND FLOODPLAIN BOUNDARIES FLOOD PROFILES OF SAN MARCOS CREEK NEAR RANCHO SANTA FE ROAD FROM THE CORPS OF ENGINEERS REPORT ENGINEERING PLANS FOR PREVIOUS AND AS-BUILT RANCHO SANTA FE ROAD BRIDGE ENGINEERING PLANS FOR AS-BUILT MELROSE DRIVE BRIDGE EFFECTIVE AND REVISED FLOOD INSURANCE RATE MAP PANEL 1051, 1052 SECTION I HYDRAULIC STUDY FOR FEMA LETTER OF MAP REVISION (LOMR) FOR SAN MARCOS CREEK AT UNIVERSITY COMMONS IN THE CITY OF SAN MARCOS, SAN DIEGO COUNTY, CALIFORNIA REASONS FOR LOMR APPLICATION The hydraulic study was prepared to apply for a Letter of Map Revision (LOMR) for San Marcos Creek at University Commons in the City of San Marcos, San Diego County, California. This application for LOMR covers the channel reach of San Marcos Creek from the Rancho Santa Fe Road Bridge at river mile 6.28 to river mile 7.307. The river miles are measured from the stream mouth. This study was made for the as-built University Commons development project located just east of Rancho Santa Fe Road along the south bank of the main channel. This channel reach was covered in a CLOMR, which was approved by FEMA on July 3, 2003. A copy of the CLOMR is attached in this application. In connection with the development project, a new bridge at Melrose Drive on San Marcos Creek has been completed. Its location is between channel sections 6.896 and 6.913 as shown in Exhibit A; its as-built hydraulic geometry is shown in Exhibit D. The old bridge at Rancho Santa Fe Road (see Exhibit C) did not have the capacity for the 100-yr flood. As a replacement for the existing bridge, a new bridge financed by the City of Carlsbad has been completed; it is located just downstream of and parallel to the old bridge. The new bridge has two separate parts (see Exhibit C). One part is for the southeast bound lanes while the other is for the northwest bound lanes. Each part has a width of 51 feet 9 inches. The bridge has a total span of 368 feet supported by two sets of bridge piers. The bridge alignment is not normal to the stream flow but it has a skew angle. The new bridge low chord is above the 100-yr flood level. The U. S. Army Corps of Engineers computed water-surface profiles for San Marcos Creek in 1971 (see Exhibit B). The hydraulic data for the study is no longer available. The effective Flood Insurance Rate Map (FIRM), panel numbers 1051 and 1052, for San Marcos Creek were published by FEMA in June 1997. The special flood hazard areas inundated by the 100-yr flood in the FIRM map are consistent with the water-surface elevations in the Corps study. Since the 1971 Corps study, there have been changes in San Marcos Creek. Such changes include increased vegetation growth, a new bridge at Rancho Santa Fe Road, and grading on north side of the main channel for the Rancho Santa Fe Industrial Park development. Because of these changes, there exists the need to update the floodplain information. This application for LOMR is to update the floodplain boundaries for San Marcos Creek upstream from Rancho Santa Fe Road. The study channel reach starts from river mile 6.047 downstream of Ranch Santa Fe Road. Updating of floodplain boundaries was only made for San Marcos Creek upstream from Rancho Santa Fe Road. In summary, the application for LOMR is to incorporate the following changes: (1) Replacement of the Rancho Santa Fe Road Bridge, (2) New bridge at Melrose Drive, (3) Improvements of the stream channel in connection with the Melrose bridge project, (4) Grading in connection with the existing Rancho Santa Fe Industrial Park development along the north bank of the main channel, (5) Changes in channel roughness due to increased vegetation growth, and (6) As-built University Commons development along the south channel bank - It should be noted that the University Commons development stays outside the proposed floodplain boundaries of the creek. FLOOD DISCHARGES According to the 1971 Corps of Engineers study, the peak discharge for the intermediate regional flood is 13,000 cfs. This discharge was used as the 100-yr flood in this study. Flood discharges for the 10-, 25-, and 50-yr floods are not available for San Marcos Creek. For subcritical flow, the computation starts from downstream and proceeds toward upstream. For this study, the water-surface elevation at Section 6.047 provides the downstream boundary conditions. Computed water-surface elevations (CWSEL) of 324.5 feet for the 100-yr flood at this section from the Corps study is used. HYDRAULIC ANALYSIS FOR THE LOMR Hydraulic analysis for the LOMR is based on the HEC-RAS computer program developed by the U. S. Army Corps of Engineers. Locations of cross sections used in this study are shown in the topographic map attached to the report as Exhibit A. Cross-sectional data for those sections downstream of Ranch Santa Fe Road are based on the 1998 field survey; those upstream of Rancho Santa Fe Road are from the topographic information of May 1990. The cross-sectional data area updated recently to reflect the as-built conditions of the stream channel and hydraulic structures. Cross-sectional plots are included in Section II of the report. The study covers the two following models: (1) The pre-project model: This model pertains to the physical conditions of San Marcos Creek before the Rancho Santa Fe Road Bridge replacement, the Melrose Drive, and the University Commons development project. (2) The as-built model: This model pertains to the channel conditions with the new Rancho Santa Fe Road Bridge together with the Melrose Drive Bridge and University Commons development. The University Commons development includes grading along the south bank of the main channel outside the proposed floodplain boundary. The Melrose Drive Bridge is within the floodplain boundaries. In order to satisfy the federal and local requirements, the increases in flood level due to the dip crossing will not result in increases in flood level and flow velocity on neighboring properties. Input/output listings of the HEC-RAS runs are included in Sections III and IV of the report. Fig. 1 shows the computed water-surface profile together with the channel bed profile for the pre-project conditions. Fig. 2 shows the computed water-surface profile and the channel bed profile for the as-built conditions. A comparison of the water-surface profiles for the pre-project and as-built conditions is shown in Fig. 3. Computed water-surface elevations for the existing and proposed models are summarized in Table 1. The floodplain boundaries are delineated on the map in Exhibit A. It can be seen that the completed Rancho Santa Fe Road Bridge results in generally lower water-surface elevations for the 100-yr floodplain. The completed Melrose Drive Bridge results in flood level rises on its upstream side. However, such rises are within the property owned by University Commons. Flood plain boundaries are delineated as shown on the topographic map in Exhibit A. The Melrose Drive Bridge causes a larger floodplain area in the upstream vicinity of Melrose Drive. However, the increase in floodplain is totally within the property of University Commons. Water-surface and channel-bed profiles - Pre-project conditions LLJ 440 420 400 380 360 340 320 300 6.0 6.2 RIVER- 1 Reach- 1 Legend WS PF1• Ground 7.26.4 6.6 6.8 7.0 Main Channel Distance (rri) Fig. 1. Water-surface and channel bed profiles for pre-project conditions 8 I UJ 440 420 400 380 360 340 320 300 Water-surface and channel-bed profiles -As-built conditions RIVER-1 Reach-1 Legend,^____1 WS PF1 • Ground 6.0 6.2 7.2 Fig, 6.4 6.6 6.8 7.0 Main Channel Distance (rri) 2. Water-surface and channel bed profiles for as-built conditions 'to$ LU 440 420 400 380 360 340 320 Water-surface and channel-bed profiles - Pre-project conditions RIVER-1 Reach-1 300 Legend WS PF 1 - Pre-project WS PF 1-As-built • Ground 6.0 6.2 7.26.4 6.6 6.8 7.0 Main Channel Distance (rri) Fig. 3. Comparison of water-surface profiles for pre-project and as-built conditions Table 1. Summary of hydraulic parameters for the pre-project and as-built conditions River Sta Profile Plan Q MinChEl (cfs) (ft) 7.363 Pre-project 13000 423.20 7.363 As-built 13000 423.20 W.S. Elev Vel Chnl Top Width Froude # (ft) (ft/s) (ft) 436.20 8.20 174.11 0.45 436.14 8.08 173.78 0.43 7.307 Pre-project 13000 421.20 434.71 7.307 As-built 13000 421.20 434.63 7.61 168.91 0.37 7.68 168.39 0.38 7.286 Pre-project 13000 420.90 434.35 7.286 As-built 13000 420.90 434.40 7.38 161.54 0.37 6.89 199.14 0.35 7.259 Pre-project 13000 419.50 431.49 7.259 As-built 13000 419.50 431.48 12.83 119.54 0.68 12.83 119.52 0.68 7.232 Pre-project 13000 416.60 426.73 7.232 As-built 13000 416.60 426.74 16.22 101.36 0.96 16.21 101.37 0.95 7.203 Pre-project 13000 409.40 420.71 7.203 As-built 13000 409.40 419.68 15.16 130.08 0.80 15.16 115.97 0.84 7.161 Pre-project 13000 392.00 404.11 17.20 86.65 7.161 As-built 13000 392.00 404.10 17.22 86.63 0.93 0.93 7.128 Pre-project 13000 375.80 381.99 7.128 As-built 13000 375.90 381.71 9.60 387.59 0.71 10.49 396.85 0.80 7.102 Pre-project 13000 373.00 381.66 7.102 As-built 13000 372.00 381.53 4.76 392.79 0.31 4.27 392.41 0.27 7.087 Pre-project 13000 371.70 379.84 7.087 As-built 13000 371.70 379.51 i.37 193.44 1.80 192.30 0.52 0.56 7.066 Pre-project 13000 369.10 378.60 7.066 As-built 13000 368.00 379.33 9.04 190.89 0.54 7.00 222.20 0.38 7.051 Pre-project 13000 366.00 377.67 7.051 As-built 13000 366.00 377.67 10.33 145.23 0.55 10.33 145.23 0.55 7.023 7.023 6.981 6.981 6.938 6.938 6.922 6.913 6.896 6.888 6.875 6.875 6.836 6.836 6.745 6.745 6.667 6.667 6.599 6.599 6.523 6.523 6.457 6.457 6.387 6.387 Pre-project As-built Pre-project As-built Pre-project As-built As-built As-built As-built As-built Pre-project As-built Pre-project As-built Pre-project As-built Pre-project As-built Pre-project As-built Pre-project As-built Pre-project As-built Pre-project As-built 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 13000 365. 365. 359. 359. 351. 351. 350. 350. 350. 349. 346. 346. 345. 345. 341. 341. 339. 339. 332. 332. 328. 328. 331. 331. 324. 324. 00 00 00 00 00 00 70 30 00 00 20 20 00 00 00 00 00 00 00 00 00 00 00 00 80 80 377 377 374 374 363 365 365 364 361 359 357 356 353 353 350 350 347 347 342 342 342 341 341 340 341 339 .95 .95 .54 .53 .98 .22 .07 .88 .40 .45 .00 .88 .73 .72 .60 .55 .49 .48 .92 .91 .20 .27 .79 .63 .09 .16 6. 6. 14 14 16 14 12 12 17 15 8. 10 13 13 9. 9. 10 10 14 14 5. 7. 4. 5. 6. 8. 04 04 .30 .31 .24 .58 .99 .61 .24 .42 47 .62 .26 .96 53 63 .54 .39 .43 .44 80 53 98 98 38 47 217 217 169 169 96. 95. 106 91. 82. 118 207 205 218 181 362 360 313 292 227 226 344 275 416 393 348 298 .64 .64 .00 .00 87 56 .85 64 51 .83 .22 .36 .09 .17 .47 .73 .36 .36 .05 .93 .40 .43 .79 .00 .52 .39 0.30 0.30 0.65 0.65 0.81 0.69 0.66 0.66 1.01 0.98 0.48 0.61 0.85 0.90 0.57 0.58 0.66 0.65 0.83 0.83 0.28 0.38 0.28 0.36 0.31 0.45 6.342 Pre-project 13000 324.80 340.85 5.84 354.37 0.27 6.342 As-built 13000 324.80 338.46 :.36 303.46 0.43 6.305 Pre-project 13000 325.20 340.56 6.305 As-built 13000 325.20 337.62 5.92 296.88 0.29 8.74 255.58 0.48 6.28 6.28 Pre-project 13000 325.80 340.09 As-built 13000 323.20 335.86 7.35 434.14 0.34 11.34 201.08 0.63 6.27 Bridge 6.26 Pre-project 13000 325.80 339.50 8.07 409.53 0.39 6.259 Pre-project 13000 325.70 339.65 6.259 As-built 13000 326.00 335.70 4.35 353.94 0.22 7.49 204.71 0.45 6.221 Pre-project 13000 321.80 335.10 6.221 As-built 13000 326.00 335.53 15.31 120.47 0.83 7.65 203.77 0.47 6.191 Pre-project 13000 322.70 334.85 6.191 As-built 13000 322.70 334.85 5.64 287.98 0.32 5.64 287.97 0.32 6.157 Pre-project 13000 321.30 334.02 6.157 As-built 13000 321.30 334.02 6.32 383.20 0.35 6.32 383.20 0.35 6.117 Pre-project 13000 319.80 330.88 6.117 As-built 13000 319.80 330.88 1.71 191.48 1.71 191.48 0.53 0.53 6.083 Pre-project 13000 316.90 329.13 6.083 As-built 13000 316.90 329.13 10.29 150.35 0.57 10.29 150.35 0.57 6.047 Pre-project 13000 312.10 324.50 6.047 As-built 13000 312.10 324.50 16.30 91.94 O.i 16.30 91.94 O.f UPSTREAM TIE-IN The computed base flood elevation at the upstream end of the study channel reach is closely similar to the water-surface elevation given in the 1970 Corps report. MATERIALS SUBMITTED WITH THIS APPLICATION Supporting materials for the hydraulic study are submitted with this application, including the following items: (1) Profiles of the 100-yr water-surface of San Marcos Creek for the pre-project model as well as for the as-built model (2) Cross-sectional profiles covering all sections for the pre-project and as-built conditions. Each cross-sectional profile also has the flood level for the 100-yr flood. (4) HEC-RAS report for the pre-project and as-built models. (6) As-built engineering plans for the Rancho Santa Fe Road Bridge project (7) As-built engineering plan for Melrose Drive Bridge (8) As-built grading plan for the University Commons development project (9) Flood Insurance Rate Map Panels 1051 and 1052 REFERENCES U. S. Army Corps of Engineers, 1971, "Floodplain Information, San Marcos Creek", prepared for San Diego County. 10 SECTION II SAN MARCOS CREEK CROSS-SECTIONAL PROFILES FOR PRE-PROJECT AND AS-BUILT CONDITIONS RS = 7.363 Cross-sectional profile -Pre-project condtions .04 « .07 *-e- .04 —J 4SO 445 44O 435 43O 425 RS = 7.363 Cross-sectional profile -As-built conditions .04 *H .07 »<•*-- .04 —H 42O 350 Uogond WSPF 1 Ground BankSta 400 450 500 Station (ft) 550 600 650 RS = 7.3O7 Cross-sectional profile - Pre-project condtions -= -O4 ~-« .07 «—« - .04 »J CBrcxjnd BankSta 440 435 430 425 450 500 550 6OO Station (ft) RS = 7.3O7 Cross-sectional profile -As-built conditions .04 ~*i* .07 « - .04 — 42O Logond WSPF1•Ground BankSta 400 45O 5OO 55O 6OO 65O Station (ft) II 440 435 43O 425 RS = 7.286 Cross-sectional profile - Pre-project condtions - .04 .07 —* . 42O25O SCO 35O 4OO 450 Station (ft) 5OO 550 6OO 440 RS = 7.286 Cross-sectional profile -As-built conditions .04 ^ - .07 =- . 435 430 425 420 Legend W3PF1 Ground BankSta 250 3OO 4OO 45O Station (ft) 550 440 435 43O 425 42O RS = 7.259 Cross-sectional profile -Pre-project condtions *-« .07 »r« .04 -.04 41535O Legend 44O 435 43O 425 42O 4OO 45O 5OO 55O Station (ft) RS = 7.259 Cross-sectional profi le - As-built conditions - .04 — —~r«— .07 *k .04 * 415J 35O Legend VVSPF1 C3round BankSta 400 45O 5OO Station (ft) 550 6OO RS = 7.232 Cross-sectional profile - Pre-project condtions .04 « .07 600 44O 435 430 425 420 RS = 7.232 Cross-sectional profi le - As-bu i It cond itions -*— .04 —*t«— 07 —- . 4153OO Legend WSPF 1 Ground BankSta 43O 425 42O 415 410 405 45O Station (ft) RS = 7.2O3 Cross-sectional profile - Pre-project condtions 04 ^t Q7 »•«— .04 *• Legend VVSPF1 C3round BankSIa 42O 44O 48O 5OO Station (ft) 520 54O 560 580 43O 425 42O 415 410 RS = 7.2O3 Cross-sectional profile -As-built conditions .04 — —« .07 *-* - .04 ' 4O5 Legend WSPF1 Ground BankSta 4OO 42O 44O 46O 48O 5OO Stab on (ft) 52O 54O 56O 58O 13 42O 415 410 4O5 400 395 RS = 7.161 Cross-sectional profile .04 ~ .07 - « Pre-pnoject condtions « - - .04 — - * 380 44O Legend V\SPF 1 Ground BankSta 460 48O 500 520 Stab on (ft) 540 SGQ 580 RS = 7.161 Cross-sectional profile - As-built conditions .04 "**- .07 >~= .04 =- 42O 415 410 4O5 4OO 395 39OJ 44O Legend \ASPF1 Ground BankSta 48O 5OO 52O Stad on (ft) 540 56O 58O 4OO 395 390 385 380 RS = 7.128 Cross-sectional profile - Pre-project condtions O4 »}< .07 »•< .04 » 375 2OO Legend WBPF1 Ground BankSta 300 4OO 5OO Station (ft) 8OO RS = 7.128 Cross-sectional profile -As-built conditions O4 —«-«- .07 x .04 " 800 14 4OO 395 39O 385 38O 375 RS = 7.1O2 Cross-sectional profile - Pre-project oondtions ; .04 *< .07 »t<- .04 -»| 37O3OO Legend \A/SPF1 Ground BankSta 4OO 5OO 6OO Station (ft) 7OO 8OO 4OO 395 390 385: 38O 375 RS = 7.1 O2 Cross-sectional profile -As-built conditions .04>-« .07 - -»r«- .04^^ 37O -' 300 Legend XA/SPF 1 Ground•BankSta 5OO 6OO Station (ft) 800 39O 385 38O 375 RS = 7.O87 Cross-sectional profile - Pre-project condtions O4 ** .07 *!« .04 »- 37O Legend \ASPF1 Ground BankSta 35O 400 45O 5OO Station (ft) 55O 600 390 385 38O 375 RS = 7.O87 Cross-sectional profile -As-built conditions .04 >!c — .07 — >* .04 37O Legend WSPF1 CSround BankSta 35O 40O 45O 5OO Station (ft) 550 6OO 15 39O 385 38O 375 37O RS = 7.O66 Cross-sectional profile - Pre-project condtions .04 ^* .07 »j* 04 H 365 Legend WSPF1 Ground BankSta 350 4OO 45O 5OO 55O Station (ft) 600 65O 700 39O 385 38O 375 370 RS = 7.O66 Cross-sectional profi le - As-bui It conditions .04 « .07 H^ .04 —»~ 365 XA/SPF 1 Ground BankSta 350 4OO 450 500 550 Stab on (ft) GOO 650 7OO 390 380 370 RS = 7.O51 Cross-sectional profile - Pre-project condtions .04 — »T« .07 •-•-»-s- .04 -» 38536O Legend VVSPF1 Ground BankSta 39O 385 38O 375 370 38O 4OO 42O 44O 46O 48O 5OO 52O 54O SBO Stab on (ft) RS = y.O51 Cross-sectional profile - As-bui It conditions .04 .07 *-< .04 •*! 36536O Legend WSPF 1 Ground BankSta 38O 4OO 42O 44O 46O 48O Station (ft) 5OO 520 54O 56O 16 39O RS = 7.O23 Cross-sectional profile -Pre-project condtions .04 *•< .07 >—* .04 * 65O RS = 7.023 Cross-sectional profile -As-built conditions O4 ** .07 »-< .04 * 385 400 450 5OO Station (ft) 550 600 85O 376 374 372 37O 368 366 364 362 360 35836O RS = 6.981 Cross-sectional profile -Pre-project condtions O4 ^ Q7 »-* .04 * Legend WBPF1 Ground BankSta 376 374 372 37O 368 366 364 362 36O 38O 4OO 42O 44O 46O 48O 5OO 52O 54O 56O Station (ft) RS = 6.981 Cross-sectional profile -As-built conditions " .04 *< .07 « .04 H 35836O Legend WSPF1 CBround BankSta 38O 4OO 42O 44O 46O 48O 5OO 52O 54O 56O Station (ft) 17 380 375 37O 365 36O 355 RS = 6.938 Cross-sectional profile -Pre-project condtions .04 *~* .07 -+»"« .04 »- 35O3OO Legend WBPF 1 Ground BankSte 35O 4OO 45O 5OO Station (ft) 55O 6OO 65O 375 370 365 360 355 RS = 6.938 Cross-sectional profile -As-built conditions .04 ** .07 .04 *• 35044O Legend WSPF1 Ground BankSta 4SO 48O 5OO 52O Station (ft) 54O 56O 58O 370 365 360 355 350 RS = 6.888 Cross-sectional profile -As-built conditions -.04=-' .045 .04 -^ 345 Legend W6PF1 Ground BaikSta 420 440 460 480 500 520 Station (ft) 54O 560 580 600 18 375 370 365 360 RS = 6.9O45 BR Cross-sectional profile - As-built conditions k— .035 —H 350 Legend WSPF1 5960 5980 6000 6020 604O Station (ft) 6060 6080 6100 RS = 6.9045 BR Cross-sectional profile - As-built conditions <— .035 —*| 5980 6000 6020 604O Station (ft) 6060 6080 6100 RS = 6.896 Cross-sectional profile - As-built conditions .035 —*| 350596O 598O 6OOO 6O2O 6O4O Station (ft) 6060 6080 61OO 19 36O 358: 356 354 352 35O 348 RS = 6.875 Cross-sectional profile - Pre-project condtions .04 **« .07 *^ .04 —H 346 35O 380 350 Legend VVBPF1 Ground BankSta 4OO 45O 5OO Station (ft) 55O 6OO 65O RS = 6.875 Cross-sectional profile -As-built conditions - .04 — >-~ .06 —**— .04 >- S50 8 365 355 35O 345 3OO RS = 6.836 Cross-sectional profile -Pre-project condtions .04 ** .OS >—' .04 Logon d WSPF 1 Ground 3OO 4OO 5OO BOO TOO Station (ft) RS = 6.836 Cross-sectional profile -As-built conditions .04 *^ .05 >-< .04 Legend WSPF1 Ground BankSta 4OO 5OO 6OO Station (ft) 7CO 8OO 20 360 355 350 345 34O RS = 6.745 Cross-sectional profile -Pre-project condtions .04 «.O5=-« .04 >• Legend XA/SPF-I Ground BankSta 200 4OO 6OO Station (ft) e 365 360 355 350 345 RS = 6.745 Cross-sectional profile -As-built conditions .04 >-< .05 >-< - .04 * 34O Legend XA/SPF1 Ground BankSta 2OO 3OO 4OO 500 600 Stati on (ft) 700 800 9OO 360 335 35O 345 34O RS = 6.667 Cross-sectional profile - Pre-project condtions -< O4 >-*.O5>-« .04 3351OO \ASRF 1 Ground BankSta 36O 355 35O 345 34O 335 3OO 400 500 600 Stati on (ft) 700 RS = 6.667 Cross-sectional profile -As-built conditions -< .04 *-< .OS =-* .04 Legend WBPF1 CBround BaikSta 4OO 5OO 6OO Stati on (ft) 700 800 9OO 21 355 350 345 340 RS = 6.599 Cross-sectional profile - Pre-project condtions O4 « OS *-*•- .04 «- 3304OO Logond Qround BankSta 7OO 8OO Stab on (ft) 355 RS = 6.599 Cross-sectional profile -As-built conditions eoo 7OO 8OO Station (ft) 300 355 35O 345 34O 335 33O RS = 6.523 Cross-sectional profile - Pre-project condtions -* .04 *H .05 «- .04 —*• 325 1OO Log end \ASPF1 CBround BankSta 2OO 3OO 4OO 500 6OO Station (ft) 7OO 800 900 355 35O 345 34O 335 33O RS = 6.523 Cross-sectional profile -As-built conditions .04 »-*- .05 4«— .04 — 3252OO Legend WBPF1 <3round BankSta 3OO 4OO 500 6OO Station (ft) TOO 8OO 900 22 350 345 34O 335 RS = 6.457 Cross-sectional profile - Pre-project condtions -,— .04 *- .05 *^ - .04 — 33O Leg and WBPF1 Ground BankSta 1OO 200 3OO 40O Station (ft) 500 600 700 35O RS = 6.457 Cross-sectional profile -As-built conditions .04 —*H— -os "H-- - .04 345 34O 335 33O 1OO Legend W3PF1 Ground BankSta 2OO 30O 4OO Station (ft) 50O 6OO 7OO 345 34O 335 33O 325 RS = 6.387 Cross-sectional profile - Pre-project condtions •*•— .04 **« .OS ** .04 —H 32O200 Legend VVSPF 1 Gfound BankSta 300 4OO 5OO Station (ft) 60O 70O 345 340 335 33O 325 RS = 6.387 Cross-sectional profile -As-built conditions L— .04 —"4*— .os —>t-— .04 — —»J 32O2OO WSPF1 CSround BankSta 300 4OO 5OO Station (ft) 600 700 23 g 35O 345 34O 335 33O 325 RS = 6.342 Cross-sectional profile - Pre-project condtions O4 —*T*— -OS -^»K- .04 —H 32O1 2OO Legend VVSPF1 Ground BankSta 3OO 4OO SCO Station (ft) 6OO 7OO 8OO 35O 345 34O 335 33O 325 RS = 6.342 Cross-sectional profile -As-built conditions h— .04 T«- .05 -^°~r* .04 —H 32O2OO \ASPF 1 CBround BankSta 3OO 400 5OO Station (ft) 60O 7OO 8OO 350 345 340 335 330 RS = 6.3O5 Cross-sectional profile - P re-project condtions -=.04=—— - .OS *t« .04 3254OO Log on d \ASPF 1 CSround BankSta •45O SCO 55O SOO 85O 7OO 75O Stadon(ft) RS = 6.3O5 Cross-sectional profile -As-built conditions :.O4;~* .OS ^^ .04 75O SOO 24 345 34O 335 RS = 6.28 Cross-sectional profile - Pre-project condtions .04 H* .os —4s— .04 — TOO RS = 6.28 Cross-sectional profile - As-built conditions O4 >-c os *i< - 04 a- 35O 345 34O 335 33O 325 e 32O 4OO 345 34O 335 33O Legend W3PF 1 Ground BankSta 45O 5OO 55O BOO 65O 7OO 75O 8OO Stadon(ft) RS = 6.27 BR Cross-sectional profile - Pre-project condtions ' O4 *< .05 « .04 * 325 1OO 7OO 345 340 335 330 RS = 6.27 BR Cross-sectional profile - Pre-project condtions - .04 — 4« .05 *-»- - .04 — H 3251OO 700 25 345 34O 33S 330 RS = 6.26 Cross-sectional profile - Pre-project condtions .04 »-<— .05 —>t« .04 -» 325 100 7OO 35O 345 34O 335 33O RS = 6.259 Cross-sectional profile - Pre-project condtions -< .04 -**— .08 —*^ -O4 ~ 325 Legend WSPF1 Ground 100 20O 3OO 4OO Station (ft) 500 60O 3BO .04 RS = 6.259 Cross-sectional profile -As-built conditions - .06 — —**. 355J 35O 345 34O 335 330- 325 Legend WSPF1 Ground BankSla SO 1OO 15O Station (ft) 200 25O 3OO 26 365 RS = 6.2.4 BR Cross-sectional profile -As-built conditions .06 325 365 3OO .04 RS = 6.24 BR Cross-sectional profile -As-built conditions **- - - .06 — ^<. 3OO .0435O 345 34O 335 33O 325 RS = 6.221 Cross-sectional profile - Pre-project condtions .08 —4«— .04 32O Legend XA/SPF 1 Ground BankSta 42O 44O 48O 5OO Station (ft) 520 560 .0436O 355 35O 345 340 335 330 325 RS = 6.221 Cross-sectional profile -As-built conditions .06 —*<. \ASPF1 Ground BankSta 5O 15O Station (ft) 2OO 25O 3OO 27 350 345 34O 335 33CH 325 RS = 6.191 Cross-sectional profile - Pre-project condtions -*— .04 —« .OB »•* .04 32O35O WSPF1 Ground BankSta 400 450 50O 55O 6OO Station (ft) 65O 7OO 750 8OO 35O 345 34O 335: 33O 325 RS = 6.157 Cross-sectional profile -Pre-project condtions * .04 *-6 .08 .04 «• 32O 300 Legend VX/BPF 1 Ground BankSta 4OO 50O 600 Station (ft) 7OO 800 345 34O 335 33O 325 320 RS = 6.117 Cross-sectional profile -Pre-project condtions w .04 >-<- .08 -»f« .04 Legend WSPF1 Ground BankSte 315300 35O 4OO 45O Stalion (ft) 500 55O 345 340 335 33O 325 320 RS = 6.O83 Cross-sectional profile - Pre-project condtions * .04 =-< .OS - .04 — * 315 35O Legend \ASPF1 Ground • BankSta 4OO 500 Station (ft) 55O 6OO 28 g 34O 335 33O 325 320 315 310 RS = 6.O47 Cross-sectional profile - Pre-project condtions .04 .06 .04 Legend WSPF1 Ground BankSta 4OO 45O 500 55O StaBon(ft) 650 29 SECTION III HEC-RAS REPORT FOR PRE-PROJECT AND AS-BUILT CONDITIONS HEC-RAS Version 3.1.3 May 2005 U.S. Army Corp of Engineers Hydrologic Engineering Center 609 Second Street Davis, Cal ifornia X X XXXXXX XXXX XXXX XX XXXX X X X X xxxxxxx X X X X X X XXXX X X X X X X X X X X X X X XXX XXXX X X X X X X X X XXXXXX X X X X X X XXXX X X X XXXXXX XXXX XXXX XXXXX PROJECT DATA Project Title: San Marco Creek at UC Project File : smcuc.prj Run Date and Time: 5/26/2007 1:06:26 PM Project in English units Project Description: SAN MARCOS CREEK AT UNIVERSITY COMMONS, EXISTING MODEL THROUGH O'DAY CONSULTANTS, 100-YR FLOODPLAIN SAN MARCOS CREEK AT UNIVERSITY COMMONS, PROPOSED MODEL THROUGH O'DAY CONSULTANTS WITH NEW RSF ROAD BRIDGE AND UNIVERSITY COMMONS GRADING PLAN DATA PI an Title: As-bu i11 cond i t i ons Plan File : C:WHECWRASWsmcuc.p03 Geometry Title: As-built Geom 01 Geometry File : C:WHECWRASWsmcuc.g02 Flow Title : Imported Flow 02 FIow F iIe : C:WHECWRASWsmcuc.f 02 Plan Summary Information: Number of: Cross Sections = 37 Multiple Openings = 0 Culverts = 0 Inl ine Structures = 0 Bridges = 2 Lateral Structures = 0 30 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: At breaks in n values only Friction Slope Method: Average Conveyance Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Imported Flow 02 Flow File : C:WHECWRASWsmcuc.f02 Flow Data (cfs) River RIVER-1 Reach Reach-1 RS 7.363 PF 1 13000 Boundary Conditions River Reach Profile RIVER-1 Reach-1 PF 1 Upstream Downstream Known WS = 324.5 GEOMETRY DATA Geometry Title: Geometry File : CROSS SECTION As-built Geom 01 C:WHECWRASWsmcuc.g02 RIVER: RIVER-1 REACH: Reach-1 RS: 7.363 INPUT Descript ion: Station Elevation Data num= Sta Elev Sta Elev 370 450 393 440 500 423.2 530 424 Manning's n Values Sta n Val 370 .04 num= Sta n Val 450 .07 10 Sta 435 572 Elev 428 432 Sta 450 588 Elev 426 440 Sta 476 606 Elev 424 450 3 Sta 572 n Val .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 450 572 297 297 297 .1 .3 31 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.307 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 409 440 413 436 522 422 550 426 Sta 445 606 Elev 422 440 Sta 470 Elev 422.4 Sta Elev 510 421.2 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 409 .04 445 .07 522 .04 Bank Sta: Left Right 445 522 Lengths: Left Channel Right Coeff Contr. Expan. 118 112 109 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.286 INPUT Descript ion: Station Elevation Data num= Sta Elev Sta Elev 262 440 320 438 438 422 441 421.7 570 424 578 434 Manning's n Values num= Sta n Val Sta n Val 262 .04 438 .07 Bank Sta: Left 438 Right 570 13 Sta 364 500 583 3 Sta 570 Elev 436 422 440 n Val .04 eft Channel 145 142 Sta 383 520 Right 132 Elev 434 420.9 Coeff Sta 416 530 Contr. .1 Elev 430 422 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Station Elevation Data Sta Elev Sta 360 437.5 422 515 419.5 523 Manning's n Values Sta n Val RS: 7.259 Sta num= Elev 436 420 num= n Val 10 Sta 438 532 3 Sta Elev 430 422 n Val Sta 458 550 Elev Sta Elev 422 500 419.8 430 574 440 32 360 .04 458 .07 532 .04 Bank Sta: Left Right Lengths: Left Channel Right 458 532 150 145 140 Coeff Contr. Expan. .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.232 INPUT Descr ipt ion: Station Elevation Data Sta Elev 337 436.5 524 418 Manning's n Values Sta n Val 337 .04 Bank Sta: Left Right 466 :a Sta 378 547 Sta 466 it [7 num= Elev 434.7 420 num= n Val .07 Lengths: 8 Sta 442 563 3 Sta 547 Left 165 Elev 432 440 n Val .04 Channel 152 Sta 466 Right 140 Elev Sta 418 500 Coeff Contr. .1 Elev 416.6 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.203 INPUT Descr iption: Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev 401 430 412 422 434 420 500 409.4 522 410 552 420 Sta Elev Sta Elev 468 410 476 409.4 575 430 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 401 .04 468 .07 522 .04 Bank Sta: Left Right 468 522 CROSS SECTION Lengths: Left Channel Right Coeff Contr. Expan. 230 220 210 .1 .3 RIVER: RIVER-1 REACH: Reach-1 INPUT Descr ipt ion: Stat ion Elevation Sta Elev 440 420 500 394 Data Sta 450 528 RS: 7.161 num= Elev 410 394.2 9 Sta 457 550 Elev 402 410 Sta 462 565 Elev 400 418 Sta Elev 468 392 33 Manning's Bank Sta 440 Sta: n Values n Val .04 Left 468 Sta 468 Right 528 num= n Val .07 Lengths: 3 Sta 528 n Val .04 Left Channel 180 175 Right 175 Coeff Contr. Expan. .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.128 INPUT Description: Stat ion Elevat ion Data Sta 250 396 583 Manning's Bank Sta 250 Sta: Elev 388 383.2 376 Sta 260 422 640 n Values n Val .04 Left 520 Sta 520 Right 698 num= Elev 383.2 380 375.9 num= n Val .07 Lengths: 15 Sta 273 440 698 3 Sta 698 Elev 382 380.3 376 n Val .04 Left Channel 145 140 Sta 318 483 731 Right 140 Elev 380 380 390 Coeff Sta 350 520 746 Contr. .1 Elev 380.2 378 400 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.102 INPUT Description: Stat ion Elevat ion Data Sta 334 423 600 735 Manning's Sta 334 Elev 400 374 374.5 378 n Values n Val .04 Sta 353 462 634 760 Sta 368 num= Elev 378 376 374 390 num= n Val .07 18 Sta 358 480 656 778 3 Sta 722 Elev 376 372 372.8 400 n Val .04 Sta 368 530 702 Elev 374 372 373 Sta 400 551 722 Elev 373.6 373.2 374 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 368 722 50 75-110 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.087 34 INPUT Descr ipt ion: Stat ion Elevation Data Sta 351 500 Mann ing's Bank Sta 351 Sta: Elev 390 371.9 Sta 377 530 n Values n Val .04 Left 435 Sta 435 Right 530 num= Elev 376 372 num= n Val .07 Lengths: 10 Sta 385 543 3 Sta 530 Left 90 Elev 374 374 n Val .04 Channe I 115 Sta 435 557 Right 140 Elev 371.7 376 Coeff Sta 460 580 Contr. .1 Elev 372 390 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.066 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 363 390 393 374 528 369 533 368 616 380 644 382 Manning's n Values num= Sta n Val Sta n Val 363 .04 458 .07 13 Sta 412 554 661 3 Sta 554 Elev 372 368 386 n Val .04 Sta 458 574 Elev Sta Elev 370 500 369.1 376 584 378 Bank Sta: Left Right Lengths: Left Channel Right 458 554 50 80 105 Coeff Contr. Expan. .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7.051 INPUT Descr ipt ion: Stat ion Elevat ion Data Sta 367 475 Manning's Bank Sta 367 Sta: Elev 390 368 Sta 384 500 n Values n Val .04 Left 475 Sta 475 Right 523 num= Elev 380 366.4 num= n Val .07 Lengths: 9 Sta 395 523 3 Sta 523 Elev 374 366 n Val .04 Left Channel 160 147 Sta 414 541 Right 140 Elev 372 386 Coeff Sta 450 Contr. .1 Elev 370 Expan .3 CROSS SECTION 35 RIVER: RIVER-1 REACH: Reach-1 RS: 7.023 INPUT Description: Station Elevation Data num= Sta Elev Sta Elev 350 390 363 380 456 368 475 366 588 380 610 390 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 350 .04 456 .07 568 .04 12 Sta 376 500 Elev 374 365 Sta 398 536 Elev 372 365.2 Sta 426 568 Elev 370 366 Bank Sta: Left Right 456 568 Lengths: Left Channel Right 210 220 230 Coeff Contr. Expan. .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.981 INPUT Descript ion: Station Elevation Data num= Sta Elev Sta Elev 373 374 425 372 511 360 542 374 Manning's n Values num= Sta n Val Sta n Val 373 .04 485 .07 Bank Sta: Left 485 CROSS SECTION Right 511 7 Sta 465 3 Sta 511 Elev 370 n Val .04 ift Channel ISO 220 Sta 485 Right 210 Elev Sta 360 500 Coeff Contr. .1 Elev 359 Expan .3 RIVER: RIVER-1 REACH: Reach-1 INPUT Description: RS: 6.938 Stat ion Elevation Data Sta 452 571 Manning's Bank Sta 452 Sta: Elev 372 370 Sta 476 n Values n Val .04 Left Sta 476 Right num= Elev 352 num= n Val .07 Lengths: 6 Sta 500 3 Sta 509 Elev 351 n Val .04 Left Channel Sta 509 Right 36 Elev Sta Elev 352 539 360 Coeff Contr. Expan 476 509 CROSS SECTION 85 85 85 .1 .3 RIVER: RIVER-1 REACH: Reach-1 RS: 6.922 INPUT Descript ion: Stat ion Elevation Data Sta Elev Sta 430 370 459 541 360 561 num= Elev 360 370 7 Sta 475 Elev 352 Sta 500 Elev 350.7 Sta 525 Elev 352 Manning's n Values Sta n Val 430 .04 num= Sta n Val 459 .045 3 Sta 541 n Val .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 459 541 72 52 33 .2 .4 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.913 INPUT Description: This is a REPEATED section. Station Elevation Data num= 5 Sta Elev Sta Elev Sta 5973.499 374.36007.944 350.36032.845 Elev Sta 350.36057.745 Elev Sta 350.36092.189 Elev 374.3 Manning's n Values Sta n Val Sta 5973.499 .045973.499 num= 3 n Val Sta .0356092.189 n Val .04 Bank Sta: Left Right 5973.4996092.189 Lengths: Left Channel Right Coeff Contr. Expan. 85 85 85 .2 .4 BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 6.9045 INPUT Description: Bridge #2 Distance from Upstream XS = .1 Deck/Roadway Width = 84.8 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 5973.499 374.1 368.16092.189 374.1 368.1 37 Upstream Bridge Cross Section Data Station Elevation Data num= 5 Sta Elev Sta Elev Sta 5973.499 374.36007.944 350.36032.845 Elev Sta 350.36057.745 Elev Sta 350.36092.189 Elev 374.3 Manning's n Values Sta n Val Sta 5973.499 .045973.499 num= 3 n Val Sta .0356092.189 n Val .04 Bank Sta: Left Right 5973.4996092.189 Coeff Contr. .2 Expan. .4 Downstream Deck/Roadway Coordinates num= 2 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 5973.499 374.1 368.16092.189 374.1 368.1 Downstream Bridge Cross Section Data Station Elevation Data num= 5 Sta Elev Sta Elev Sta 5973.499 3746007.944 3506032.845 Manning's n Values Sta n Val Sta 5973.499 .045973.499 num= 3 n Val Sta .0356092.189 Elev Sta 3506057.745 n Val .04 Elev Sta 3506092.189 Elev 374 Bank Sta: Left Right 5973.4996092.189 Coeff Contr. .2 Expan. .4 Upstream Embankment side slope = 0 horiz. Downstream Embankment side slope = 0 horiz. Maximum allowable submergence for weir flow = .95 EIevat i on at wh i ch we i r fIow beg i ns = 374 Energy head used in spillway design Spillway height used in design Weir crest shape = Broad Crested to 1.0 vertical to 1.0 vertical Number of Piers = 2 Pier Data Pier Station Upstream=5994.999 Upstream num= 2 Width Elev Width Elev 4 360 4 368 num= 2 Elev Width Elev 360 4 368 3 20 Downstream=5994.999 Downstream Width 4 Debris Width = Debr is Height = Pier Data Pier Station Upstream= Upstream num= 2 Width Elev Width Elev 4 360 4 368 Downstream num= 2 6073 Downstream= 6073 38 Width Elev Width 4 360 4 Debris Width = 3 Debris Height = 20 Elev 368 Number of Bridge Coefficient Sets = 1 Low Flow Methods and Data Energy Selected Low Flow Methods = Energy High Flow Method Pressure and Weir flow Submerged Inlet Cd Submerged Inlet + Outlet Cd =.7738233 Max Low Cord = 367.7 Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.896 INPUT Descr ipt ion: Stat ion Elevat ion Data Sta Elev Sta 5973.499 3746007.944 num= 5 Eiev Sta 3506032.845 Elev Sta 3506057.745 Elev Sta 3506092.189 Elev 374 Manning's n Values Sta n Val Sta 5973.499 .045973.499 num= 3 n Val Sta .0356092.189 n Val .04 Bank Sta: Left Right 5973.4996092.189 Lengths: Left Channel Right Coeff Contr. Expan. 40 56 65 .2 .4 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.888 INPUT Descript ion: Stat ion Elevation Data Sta Elev Sta 437 366 449 525 350 535 num= Elev 360 354 10 Sta 470 558 Elev 349.5 356 Sta 500 565 Elev 349 358 Sta 520 592 Elev 349.5 368 Manning's n Values num= 39 Sta n Val 437 .04 Sta n Val 449 .045 Sta n Val 558 .04 Bank Sta: Left Right 449 558 Lengths: Left Channel Right Coeff Contr. Expan. 62 62 62 .2 .4 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.875 INPUT Description: Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 359 360 388 356 398 354 410 350 458 348 468 348.3 480 347.8 500 348 531 346.2 538 346.4 544 348 560 354 580 356 596 358 602 360 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 359 .04 458 .06 544 .04 Bank Sta: Left Right Lengths: Left Channel 458 544 208 208 Ineffective Flow num= 1 Sta L Sta R Elev Permanent 359 430 360 F Right 208 Coeff Contr. .1 Expan. .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach- 1 INPUT Descr ipt ion: Stat ion Elevation Data Sta 350 466 592 800 Mann i ng ' s Bank Sta 350 Sta: Elev 365 346.7 357.5 365 Sta 360 500 620 n Values n Val .04 Left 466 Sta 466 Right 541 RS: 6.836 num= Elev 360 345 360 num= n Val .05 Lengths: 16 Sta 370 515 665 3 Sta 541 Elev 355 345 361.2 n Val .04 Left Channel 480 480 Sta 400 541 710 Right 480 Elev 350 350 362.5 Coeff Sta 433 565 755 Contr. .1 Elev 348.3 355 363.7 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.745 40 INPUT Descript ion: starion Elevat ion Data Sta 230 339 527 688 Mann i ng ' s Bank Sta 230 Sta: Elev 361 347.5 343 355 Sta 238 383 555 728 n Values n Val .04 Left 464 Sta 464 Right 527 num= Elev 357 346.2 345 356.2 num= n Val .05 Lengths: 20 Sta 248 428 583 769 3 Sta 527 Elev 352 345 347.5 357.5 n Val .04 Left Channel 450 410 Sta 250 464 611 809 Right 380 Elev 351 343 350 358.7 Coeff Sta 294 500 649 850 Contr. .1 Elev 348.7 341 352.5 360 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.667 INPUT Description: Stat ion Elevation Data Sta 373 500 710 Manning's Bank Sta 373 Sta: Elev 357.2 342.1 350 Sta 393 540 760 n Values n Val .04 Left 420 Sta 420 Right 470 num= Elev 347.2 342.3 352 num= n Val .05 Lengths: 13 Sta 420 580 850 3 Sta 470 Elev 340 342.6 354 n Val .04 Left Channel 400 360 Sta 450 620 Right 320 Elev 339 343.8 Coeff Sta 470 660 Contr. .1 Elev 340 345 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Descript ion: Stat ion Elevat ion Data Sta 405 560 770 986 Mann i ng ' s Sta 405 Elev 355 337.5 350 354.2 n Values n Val .04 Sta 437 590 813 1030 Sta 470 RS: 6.599 num= Elev 345 340 350.8 355 num= n Val .05 17 Sta 470 636 856 3 Sta 530 Elev 335 341.7 351.7 n Val .04 Sta 500 682 899 Elev 332 343.3 352.5 Sta 530 728 943 Elev 335 345 353.3 41 Bank Sta: Left Right 470 530 CROSS SECTION Lengths: Left Channel Right Coeff Contr. Expan. 400 400 400 .1 .3 RIVER: RIVER-1 REACH: Reach-1 INPUT Description: RS: 6.523 Station Elevation Data Sta 284 450 585 732 Manning's Sta 284 Elev 351 331 335 352.5 n Values n Val .04 Sta 323 460 595 773 Sta 460 num= Elev 342 330 340 353.7 num= n Val .05 18 Sta 345 500 640 815 3 Sta 525 Elev 340 328 345 355 n Val .04 Sta 374 525 650 Elev 338 329 350 Sta 440 550 691 Elev 336 330 351.2 Bank Sta: Left Right 460 525 Lengths: Left Channel Right 330 350 370 Coeff Contr. Expan. .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Stat ion Elevation Data Sta 152 340 475 630 Manning's Bank Sta 152 Sta: Elev 350 334 334 342.5 Sta 180 383 500 675 n Values n Val .04 Left 340 Sta 340 Right 455 RS: 6.457 num= Elev 344 332 334.5 345 num= n Val .05 Lengths: 18 Sta 200 420 530 695 3 Sta 455 Elev 342 331 335 350 n Val .04 Left Channel 330 370 Sta 205 445 552 Right 410 Elev 340 332 336 Coeff Sta 225 455 585 Contr. .1 Elev 336 334 340 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.387 INPUT Descr iption: Station Elevation Data num= Sta Elev Sta Elev 14 Sta Elev Sta 42 Elev Sta Elev 296 508 605 Mann i ng ' s Bank Sta 296 Sta: 342 324.8 338.3 409 511 640 n Values n Val .04 Left 469 Sta 469 Right 537 331.5 326.4 339.8 num= n Val .05 Lengths: 469 519 661 3 Sta 537 329.7 330.3 341.7 n Val .04 Left Channel 235 235 471 537 691 Right 235 327 333 343 .7 .2 .6 Coeff 488 581 Contr. .1 326.1 337.7 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Descr ipt ion: Stat ion Elevat ion Data Sta 275 367 473 537 645 740 Manning's Bank Sta 275 Sta: Elev 346 336 328.5 327.1 338.5 345.1 Sta 295 398 474 540 651 744 n Values n Val .04 Left 464 Sta 464 Right 537 RS: 6.342 num= Elev 344 334 326.7 329.4 338.5 345.4 num= n Val .05 Lengths: 27 Sta 313 419 480 581 671 3 Sta 537 Elev 342 333 324.8 332.6 339.3 n Val .04 Left Channel 195 195 Sta 327 442 502 608 681 Right 195 Elev 340 331.5 325.9 336 342.8 Coeff Sta 345 464 511 636 705 Contr. .1 Elev 338 330.4 327.4 338 344.1 Expan . .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.305 12 Sta 482 543 Elev 327.1 327.8 Sta 487 564 Elev 325.7 329.2 Sta 497 698 Elev 325.2 338 INPUT Descript ion: Station Elevation Data num= Sta Elev Sta Elev 433 339 460 328.9 500 326.5 512 327.5 764 343.3 800 346 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 433 .04 460 .05 543 .04 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 460 543 80 135 200 .1 .3 CROSS SECTION 43 RIVER: RIVER-1 REACH: Reach-1 RS: 6.28 INPUT Description: Stat ion Elevat ion Data Sta 420 506 555 672 Manning's Bank Sta 420 Sta: Elev 350 325.9 328.1 338 Sta 460 511 568 685 n Values n Val .04 Left 460 Sta 460 Right 535 num= Elev 330 326.4 330 340 num= n Val .06 Lengths: 19 Sta 470 520 581 730 3 Sta 535 Elev 327.2 325.4 332 342 n Val .04 Left Channel 20 90 Sta 478 535 615 762 Right 210 Elev 324.9 326.7 334 344 Coeff Sta 498 547 652 Contr. .1 Elev 323.2 327.5 336 Expan . .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.259 INPUT Description: DOWNSTREAM FACE OF PROPOSED RSF BRIDGE PROPOSED CONDITIONS DOWNSTREAM FACE OF PROPOSED RSF BRIDGE Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta 0 355.5 22.627 350 86.267 326 106.066 176.777 326 226.274 326 239.356 326 282.843 Elev Sta Elev 326 141.421 326 342.3299.106 348 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .04 22.627 .06 282.843 .04 Bank Sta: Left Right 22.627 282.843 Skew Angle = 45 BRIDGE Lengths: Left Channel Right Coeff Contr. Expan. 200 200 200 .3 .5 RIVER: RIVER-1 REACH: Reach-1 RS: 6.24 INPUT Description: Bridge #1 Distance from Upstream XS = Deck/Roadway Width Weir Coefficient .1 199.8 3 44 Bridge Deck/Roadway Skew = 45 Upstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 361.5 340 22.627 361.48 340 282.843 353.8 342.3 283.55 353.8 330 Sta Hi Cord Lo Cord 23.335 361.48 350 305.47 353.7 330 Upstream Bridge Cross Section Data Station Elevation Data num= 10 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 355.5 22.627 350 86.267 326 106.066 326 141.421 326 176.777 326226.274 326239.356 326282.843 342.3299.106 348 Manning's n Values Sta n Val Sta 0 .04 22.627 num= 3 n Val Sta .06 282.843 n Val .04 Bank Sta: Left Right 22.627 282.843 Skew Angle = 45 Coeff Contr. .3 Expan. .5 Downstream Deck/Roadway Coordinates num= 6 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 0 361.5 340 22.627 361.48 340 282.843 353.8 342.3 283.55 353.8 330 Sta Hi Cord Lo Cord 23.335 361.48 350 305.47 353.8 330 Downstream Bridge Cross Section Data Station Elevation Data num= 10 Sta Elev Sta Elev Sta 0 355.5 22.627 350 86.267 176.777 326 226.274 326 239.356 Elev Sta Elev Sta Elev 326 106.066 326 141.421 326 326282.843 342.3299.106 348 Manning's n Values Sta n Val Sta 0 .04 22.627 num= 3 n Val Sta .06 282.843 n Val .04 Bank Sta: Left Right 22.627 282.843 Skew Angle = 45 Coeff Contr. .3 Expan. .5 Upstream Embankment side slope = 0 horiz. Downstream Embankment side slope = 0 horiz. Maximum allowable submergence for weir flow = .95 Elevation at which weir flow begins = 342.5 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Piers = 3 to 1.0 vertical to 1.0 vert ical Pier Data Pier Station Upstream= 104.652 Upstream num= 2 Width Elev Width Elev 5 322 5 350 Downstream num= 2 Downstream= 104.652 45 Width Elev Width Elev 5 322 5 350 Debris Width = 3 Debris Height = 20 Pier Data Pier Station Upstream= 193.747 Downstream= 193.747 Upstream num= 2 Width Elev Width Elev 5 322 Downstream num= Width Elev 5 322 Debris Width = Debris Height = Pier Data 5 2 Width 5 3 20 Pier Station Upstream= Upstream num= Width Elev 5 327 Downstream num= Width Elev 5 327 Debris Width = Debris Height = 2 Width 5 2 Width 5 3 20 350 Elev 350 342.947 Elev 341 Elev 341 Downstream= 342.947 Number of Bridge Coefficient Sets = 1 Low Flow Methods and Data Yarnell KVal = 1.1 Selected Low Flow Methods = Yarnell High Flow Method Pressure and Weir flow Submerged Inlet Cd Submerged Inlet + Outlet Cd =.6900656 Max Low Cord = 340 Additional Bridge Parameters Add Friction component to Momentum Do not add Weight component to Momentum Class B flow critical depth computations use critical depth inside the bridge at the upstream end Criteria to check for pressure flow = Upstream energy grade line CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6.221 INPUT Description: DOWNSTREAM FACE OF PROPOSED RSF BRIDGE PROPOSED CONDITIONS DOWNSTREAM FACE OF PROPOSED RSF BRIDGE 46 Stat ion 176. Sta 0 ,777 Mann i ng ' Bank Sta 0 Sta Elevat ion Elev 355.5 326 Data 22 226 Sta .627 .274 s n Values n Val .04 : Left 22 Sta .627 Right 22.627 282 num= Elev 350 326 num= n Val .06 Lengths .843 10 Sta 86.267 239.356 3 Sta 282.843 Elev 326 326 n Val .04 : Left Channel 250 170 Sta 106.066 282.843 Right 110 Elev Sta 326 141.421 342.3 299.106 Coeff Contr. .3 Elev 326 348 Expan . .5 Skew Angle = 45 CROSS SECTION RIVER: RlVER-1 REACH: Reach-1 INPUT Descr ipt ion: Stat ion Elevation Data Sta 391 491 603 705 Mann i ng ' s Bank Sta 391 Sta: Elev 348 324.2 327.1 334 Sta 413 499 604 732 n Values n Val .04 Left 451 Sta 451 Right 557 RS: 6.191 num= Elev 341 325.2 327.2 336 num= n Val .08 Lengths: 18 Sta 451 520 612 760 3 Sta 557 Elev 325.9 323.8 328 338 n Val .04 Left Channel 160 178 Sta 476 528 660 Right 190 Elev 324.6 325.4 330 Coeff Sta 479 557 684 Contr. .1 Elev 322.7 326.4 332 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Descr ipt ion: Stat ion Elevat ion Data Sta 367 497 521 612 Manning's Bank Sta 367 Sta: Elev 346 322 324.4 327.7 Sta 410 503 533 641 n Values n Val .04 Left 443 Sta 443 Right 556 RS: 6.157 num= Elev 332 321.3 325.2 329.3 num= n Val .08 Lengths: 20 Sta 414 509 556 644 3 Sta 556 Elev 332.5 321.6 327 329.6 n Val .04 Left Channel 180 210 Sta 443 510 587 671 Right 225 Elev 325 322.2 326.9 332 Coeff Sta 466 516 601 787 Contr. .1 Elev 324.2 322.4 327.1 334 Expan .3 47 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: RS: 6.117 Stat ion Elevation Data Sta 336 463 512 571 Manning's Bank Sta 336 Sta: Elev 344 322.6 321.1 331 Sta 382 479 519 598 n Values n Val .04 Left 463 Sta 463 Right 543 num= Elev 330 321.7 320.7 342 num= n Val .08 Lengths: 17 Sta 423 496 526 3 Sta 543 Elev 323.8 321 325.4 n Val .04 Left Channel 180 180 Sta 428 503 543 Right 180 Elev 323. 319. 326, .5 .8 ,9 Coeff Sta 449 510 557 Contr. .1 Elev 323 320 326.9 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Descr ipt ion: Station Elevation Data Sta 398 465 482 520 570 Mann i ng ' s Bank Sta 398 Sta: Elev 340 319.1 317.8 318.6 332 Sta 411 467 486 523 577 n Values n Val .04 Left 454 Sta 454 Right 523 RS: 6.083 num= Elev 330 316.9 317.9 320.1 333.8 num= n Val .06 Lengths: 24 Sta 440 472 488 537 592 3 Sta 523 Elev 322.7 317 319.1 319.7 333.8 n Val .04 Left Channel 210 193 Sta 450 477 508 548 636 Right 175 Elev 321 319.5 320 319.4 344 Coeff Sta 454 480 510 561 Contr. .1 Elev 319.5 319.4 318.8 327 Expan .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 INPUT Description: Station Elevat ion Data Sta Elev Sta 424 338 441 475 312.1 481 RS: 6.047 num= Elev 330 312.2 17 Sta 448 485 Elev 327.9 313.6 Sta 460 511 Elev 318.7 313.3 Sta 469 526 Elev 314.6 314.3 48 555 330.4 558 331.1 623 328 644 340 559 327.4 571 328 590 327.8 Manning's n Values Sta n Val 424 .04 num= Sta n Val 460 .06 Bank Sta: Left Right Lengths: 460 SUMMARY OF MANNING1 River :RIVER-1 Reach Reach- 1 Reach-1 Reach- 1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 526 S N VALUES River Sta. 7.363 7.307 7.286 7.259 7.232 7.203 7.161 7.128 7.102 7.087 7.066 7.051 7.023 6.981 6.938 6.922 6.913 6.9045 6.896 6.888 6.875 6.836 6.745 6.667 6.599 6.523 6.457 6.387 6.342 6.305 6.28 6.259 6.24 6.221 6.191 6.157 6.117 6.083 6.047 3 Sta n Val 526 .04 Left Channel 250 350 n1 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 Bridge .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 Bridge .04 .04 .04 .04 .04 .04 Right 450 n2 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 .07 .045 .035 .035 .045 .06 .05 .05 .05 .05 .05 .05 .05 .05 .05 .06 .06 .06 .08 .08 .08 .06 .06 Coeff Contr. Expan .1 .3 n3 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 .04 49 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta.Left Channel Right Reach- 1 Reach-1 Reach- 1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 7.363 7.307 7.286 7.259 7.232 7.203 7.161 7.128 7.102 7.087 7.066 7.051 7.023 6.981 6.938 6.922 6.913 6.9045 6.896 6.888 6.875 6.836 6.745 6.667 6.599 6.523 6.457 6.387 6.342 6.305 6.28 6.259 6.24 6.221 6.191 6.157 6.117 6.083 6.047 297 118 145 150 165 230 180 145 50 90 50 160 210 230 85 72 85 Br idge 40 62 208 480 450 400 400 330 330 235 195 80 20 200 Bridge 250 160 180 180 210 250 297 112 142 145 152 220 175 140 75 115 80 147 220 220 85 52 85 56 62 208 480 410 360 400 350 370 235 195 135 90 200 170 178 210 180 193 350 297 109 132 140 140 210 175 140 110 140 105 140 230 210 85 33 85 65 62 208 480 380 320 400 370 410 235 195 200 210 200 110 190 225 180 175 450 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach Reach-1 River Sta. Contr. Expan. 7.363 .1 .3 50 Reach- 1 Reach- 1 Reach- 1 Reach- 1 Reach- 1 Reach-1 Reach- 1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 Reach-1 7.307 7.286 7.259 7.232 7.203 7.161 7.128 7.102 7.087 7.066 7.051 7.023 6.981 6.938 6.922 6.913 6.9045 6.896 6.888 6.875 6.836 6.745 6.667 6.599 6.523 6.457 6.387 6.342 6.305 6.28 6.259 6.24 6.221 6.191 6.157 6.117 6.083 6.047 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .2 .2 Br idge .2 .2 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .1 .3 Br idge .3 .1 .1 .1 .1 .1 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .4 .4 .4 .4 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .3 .5 .5 .3 .3 .3 .3 .3 51 Profile Output Table - Standard Table 1 River Sta Plan 7.363 As-built 7.363 Pre-project 7.307 As-built 7.307 Pre-project 7.286 As-built 7.286 Pre-project 7.259 As-built 7.259 Pre-project 7.232 As-built 7.232 Pre-project 7.203 As-built 7.203 Pre-project 7.161 As-built 7.161 Pre-project 7.128 As-built 7.128 Pre-project 7.102 As-built 7.102 Pre-project 7.087 As-built 7.087 Pre-project 7.066 As-built 7.066 Pre-project 7.051 As-built 7.051 Pre-project Q Total (cfs) 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 Min Ch El (ft) 423.20 423.20 421.20 421.20 420.90 420.90 419.50 419.50 416.60 416.60 409.40 409.40 392.00 392.00 375.90 375.80 372.00 373.00 371.70 371.70 368.00 369.10 366.00 366.00 W.S. Elev Grit W.S. (ft) (ft) 436.14 436.20 434.63 434.71 434.40 434.35 431.48 431.49 426.74 426.74 426.73 426.73 419.68 419.68 420.71 420.71 404.10 404.10 404.11 404.11 381.71 381.71 381.99 381.65 381.53 381.66 379.51 379.84 379.33 378.60 377.67 377.67 E.G. Elev (ft) 437.21 437.31 435.66 435.73 435.11 435.19 433.99 433.99 430.77 430.77 423.35 424.15 408.56 408.56 383.29 383.34 381.82 382.03 381.33 381.49 380.30 380.41 379.74 379.74 E.G. Slope (ft/ft) 0.006182 0.006571 0.004403 0.004290 0.003719 0.004297 0.015113 0.015099 0.031456 0.031509 0.023320 0.020819 0.028339 0.028245 0.025888 0.020139 0.002524 0.003683 0.011531 0.009845 0.004848 0.009940 0.009746 0.009749 Vel Chnl (ft/s) 8.08 8.20 7.68 7.61 6.89 7.38 12.83 12.83 16.21 16.22 15.16 15.16 17.22 17.20 10.49 9.60 4.27 4.76 8.80 8.37 7.00 9.04 10.33 10.33 Flow Area (sq ft) 1579.27 1549.91 1609.32 1623.22 1930.74 1770.56 1024.34 1024.65 808.85 808.42 846.24 884.78 769.81 770.63 1305.66 1403.45 3018.53 2691.82 1259.73 1322.83 1703.94 1271.19 1144.88 1144.77 Top Width (ft) 173.78 174.11 168.39 168.91 199.14 161.54 119.52 119.54 101.37 101.36 115.97 130.08 86.63 86.65 396.85 387.59 392.41 392.79 192.30 193.44 222.20 190.89 145.23 145.23 Froude # Chi 0.43 0.45 0.38 0.37 0.35 0.37 0.68 0.68 0.95 0.96 0.84 0.80 0.93 0.93 0.80 0.71 0.27 0.31 0.56 0.52 0.38 0.54 0.55 0.55 52 f.(V3 As-built 13000.00 '.023 Pre-project 13000.00 6-981 As-built 13000.00 b.981 Pre-project 13000.00 6.938 As-built 13000.00 b.938 Pre-project 13000.00 6- 922 As-built 13000.00 6.913 As-built 6.9045 6.896 As-built 6.888 As-built 13000.00 13000.00 13000.00 6. 875 As-built 13000.00 b-875 Pre-project 13000.00 6.836 As-built 1300000 6.836 Pre-project 13000.00 6-745 As-built 130oo.OO o. '45 Pre-project 13000.00 6. 667 As-built 13000.00 6.667 Pre-project 13000.00 6.599 As-built 13000.00 b.599 Pre-project 13000.00 6.523 As-built 1300000 6.523 Pre-project 13000.00 6.457 As-built 13000.00 6.457 Pre-project 13000.00 365.00 365.00 359.00 359.00 351.00 351.00 350.70 350.30 350.00 349.00 346.20 346.20 345.00 345.00 341.00 341.00 339.00 339.00 332.00 332.00 328.00 328.00 331.00 331.00 377.95 377.95 374.53 374.54 365.22 363.98 365.07 3fi4 RflWL'*T . OO Bridge 361.40 35Q 4^*-J>JC7 . *rO 356.88 357.00 353.72 353.73 350.55 350.60 347.48 347.49 342.91 342.92 341.27 342.20 340.63 341.79 378.57 0.002853 378.57 0.002854 37453 377.23 0.012294 374.54 377.23 0.012275 ?S'o« 368'65 °-014403363-98 368.10 0.020275 367.63 361.70 367.35 O O i Ar\ f^nnoDl.40 366.01 359.45 363.11 355.09 358.98 358.37 353.72 356.47 353.63 356.14 351.58 351.61 348.79 348.83 342.91 345.41 342.92 345.41 342.00 342.60 341 . 12 342.13 0.006048 0.003976 0.009651 0.014826 0.009315 0.007922 0.015247 0.013737 0.006025 0.005847 0.007677 0.007889 0.011966 0.011943 0.002224 0.001201 0.002366 0.001378 6-04 2068.60 6-04 2068.43 14-31 1036.09 14.30 1036.64 14.58 877.74 16.24 799.15 12.99 12.61 17.24 15.42 10.62 8.47 13.96 13.26 9.63 9.53 10.39 10.54 14.44 14.43 7.53 5.80 5.98 4.98 1039.26 1030.74 753.85 854.67 1174.69 1425.66 990.82 1076.24 1659.26 1677.60 1434.27 1440.62 1108.54 1109.40 1998.56 2649.91 2344.26 2814.15 217.64 217.64 169.00 169.00 95.56 96.87 106.85 91.64 82.51 118.83 205.36 207.22 181.17 218.09 360.73 362.47 292.36 313.36 226.93 227.05 275.43 344.40 393.00 416.79 0.30 0.30 0.65 0.65 0.69 0.81 0.66 0.66 1.01 0.98 0.61 0.48 0.90 0.85 0.58 0.57 0.65 0.66 0.83 0.83 0.38 0.28 0.36 0.28 53 6.387 As-built 6.387 Pre-project 6-342 As-built 6.342 Pre-project 6.305 As-built 6.305 Pre-project 6.28 As-built 6.28 Pre-project 6.26 Pre-project 6.259 As-built 6.259 Pre-project 6.24 6.221 As-built 6.221 Pre-project 6.191 As-built 6.191 Pre-project 6. 157 As-bui It 6.157 Pre-project 6.117 As-built 6.117 Pre-project 6.083 As-built 6.083 Pre-project 6.047 As-built 6.047 Pre-project 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 13000.00 324.80 324.80 324.80 324.80 325.20 325.20 323.20 325.80 325.80 326.00 325.70 326.00 321.80 322.70 322.70 321.30 321.30 319.80 319.80 316.90 316.90 312.10 312.10 339.16 341.09 338.46 340.85 337.62 340.56 335.86 340.09 339.50 335.70 339.65 Bridge 335.53 335.10 334.85 334.85 334.02 334.02 330.88 330.88 329.13 329. 13 324.50 324.50 333.76 333.76 331.84 335.18 335.10 324.07 324.08 340.06 341.59 339.28 341.24 338.59 341.00 337.61 340.74 340.30 336.58 340.06 336.43 338.68 335.54 335.54 334.63 334.63 332.86 332.86 330.97 330.97 328.47 328.47 0.003387 0.001552 0.003068 0.001172 0.003860 0.001270 0.009749 0.001805 0.002302 0.005407 0.002128 0.005765 0.030752 0.004385 0.004385 0.005407 0.005403 0.013155 0.013155 0.008248 0.008248 0.019002 0.019002 8.47 6.38 8.36 5.84 8.74 5.92 11.34 7.35 8.07 7.49 4.35 7.65 15.31 5.64 5.64 6.32 6.32 8.71 8.71 10.29 10.29 16.30 16.30 1792.15 2423.35 1898.92 2706.76 1694.99 2510.47 1247.51 2261.13 2049.79 1736.21 2622.66 1699.77 859.14 2006.06 2006.15 2067.66 2068.07 1234.25 1234.25 1212.49 1212.49 821.49 821.49 298.39 348.52 303.46 354.37 255.58 296.88 201.08 434.14 409.53 204.71 353.94 203.77 120.47 287.97 287.98 383.20 383.20 191.48 191.48 150.35 150.35 91.94 91.94 0.45 0.31 0.43 0.27 0.48 0.29 0.63 0.34 0.39 0.45 0.22 0.47 0.83 0.32 0.32 0.35 0.35 0.53 0.53 0.57 0.57 0.88 0.88 54