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West Norman Drain Hydraulic Report
NO.DWG NO./ SPEC NO./ SECTION NO., ETC.COMMENTBY COMMENTSRESPONSEBY:ACTION REQ'D RESPONSES CURRENT STATUS (OPEN/ CLOSED)1 TOCSB Remove all sheets above in final copy. MCB A All legacy disposition sheets removed for final submittal. CLOSED2Section 2.0, Paragraph 2SB This should match the WITMCB ACulvert cells dimensions are updated in the WIT and consistent with the narrative. CLOSED3Section 4.0, Paragraph 1SBAttached is a photo from the 1996 storm. Please ask the village to double check if they have similar photo for this site. if so, include. Add a bit more about the the 1996 storm, state the storm was on July 16 and 17 and that about 16 inches of rain fell in some areas. If a photo is found, approximate the water surface elevation, else approximate from the photo I sent and include and describe our project is next to here. MCB AAdded further description of 1996 event to section 4.0. Added the photo of event to Appendix D-2 and referenced it in the narrative. It is not possible to estimate the water surface elevation of the West Norman Drain near 143rd Street from the photographs, as the area of interest is not shown in the aerial photos. Additional photographs of the 1996 event were provided by the Village of Plainfield and are included in Appendix D-2.CLOSED4 Section 7.0 SB add, "hence the building is not sensitive."MCB A Language added.CLOSED5Section 9.0, Paragraph 5SB Remove the word "Illinois"MCB A Language removed.CLOSED6Section 11.1, Paragraph 2SB should say Natural water surface elevation.MCB A Clarified as natural water surface elevation. CLOSED7Section 13.0, Paragraph 2SBIf the numbers have been updated based on the recent meeting minutes with adjacent property owner. Include updated numbers and include a copy of the meeting minutes. Update numbers on Permit forms if required. MCB BThe report has been updated to reflect the new compensatory storage layout and volumes. The meeting minutes have been added to Appendix N-1.CLOSED8Appendix A-1, Title PageSB call it Permit/Design WITMCB A Appendix title updated to Permit/Design WIT.CLOSED9Appendix A-1, WITSBupdate openings to subtract the 0.25' of embedment. The embedded area should not be included in the opening calculation.MCB AWaterway opening areas and backup calculation have been revised to account for subracting the 0.25' of embedment. CLOSED10Appendix A-1, WITSB Have the cell dimension match section 2.0 of narrative. MCB ACell dimension revised to match section 2.0 of the narrative.CLOSED143rd Street ExtensionSection 06-00040-00-FP / Project M-9003(273)Hydraulic Report - 143rd St Culvert over the W. Norman Drain, IL 59 to IL 126Crawford, Murphy & Tilly, Inc.Hydraulics UnitDecember 17, 2020DISPOSITION OF COMMENTSReviewing Agency:Date of Review:Project Name:Section / Project No.:Milestone:Consultant:Date of Response: December 22, 2020Page 1 of 22020-xx-xx Disposition Comments IDOT HR WND NO.DWG NO./ SPEC NO./ SECTION NO., ETC.COMMENTBY COMMENTSRESPONSEBY:ACTION REQ'D RESPONSES CURRENT STATUS (OPEN/ CLOSED)143rd Street ExtensionSection 06-00040-00-FP / Project M-9003(273)Hydraulic Report - 143rd St Culvert over the W. Norman Drain, IL 59 to IL 126Crawford, Murphy & Tilly, Inc.Hydraulics UnitDecember 17, 2020DISPOSITION OF COMMENTSReviewing Agency:Date of Review:Project Name:Section / Project No.:Milestone:Consultant:Date of Response: December 22, 202011Appendix A-1, WIT BackupSB subtract the 0.25 feet of embedment MCB AWaterway opening areas and backup calculation have been revised to account for subracting the 0.25' of embedment. CLOSED12Appendix B-1, Line 12SB remove number MCB A Number removed. CLOSED13Appendix B-1, Line 16SBuncheck "c" since not a bridge job and move the extension to the culvert line. MCB A Unchecked "c", culvert information provided on line 18. CLOSED14 Appendix E SB Match final WIT on Page 30 MCB ACulvert TSL sheet updated to match final WIT on page 30.CLOSEDPage 2 of 22020-xx-xx Disposition Comments IDOT HR WND 1 Mike Wittkop From:Tice 'Charles' Cole Sent:Monday, March 1, 2021 5:27 PM To:Mike Wittkop Cc:Jeremy Metz; Alexandra Zelles; Joey Heger; Chris Dagiantis; Michael Boehm Subject:FW: 143rd St Project Attachments:1997 july flood dupage river north of143rd.pdf Mike, See below. This email is our Hydraulic Report approval for the WND. Please submit, or have Joey or Chris submit, the PBDHR for the WND structure to Kevin. Thanks, Tice Charles “Tice” Cole | Crawford, Murphy & Tilly | w 630.907.7059 Project Engineer From: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Sent: Monday, March 1, 2021 4:49 PM To: Tice 'Charles' Cole <ccole@cmtengr.com> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov>; Mike Wittkop <mwittkop@cmtengr.com>; Alexandra Zelles <azelles@cmtengr.com>; Jeremy Metz <jmetz@cmtengr.com>; Randy Jessen <rjessen@goplainfield.com>; Scott Threewitt <sthreewitt@goplainfield.com>; Allen Persons <apersons@goplainfield.com>; Batista, Santos <Santos.Batista@illinois.gov> Subject: FW: 143rd St Project External Message: This email was sent from someone outside of CMT. Please use caution with links and attachments from unknown senders or receiving unexpected emails. Tice, Santos Batista of our IDOT Hydraulics Unit confirmed that approval of the Hydraulic report of 143rd Street over West Norman Drain was granted on 12/15/2020 per the message below. Mr. Batista said, “I know they made minor corrections and resubmitted on January of 2021 but the report is still approved.” The December 2020 email below was the approval, there is no official memo. Hydraulics Unit has their copy. Please keep this string of emails for your record of Hydraulics approval for the West Norman Drain structure. Please re‐submit the PBDHR for the West Norman Drain structure to me as soon as possible (via our Illinois File Transfer site), and I will forward it along to our Bureau of Bridges & Structures for their review of the preliminary bridge design. FYI, Mr. Batista notified me that he completed his review of the LDS and have passed it on to his supervisor for final review. He is aware of the funding deadline, so hopefully LDS approval can be granted soon. Thanks, Kevin 2 From: Batista, Santos <Santos.Batista@illinois.gov> Sent: Tuesday, December 15, 2020 12:34 PM To: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov>; Lewis, Michelle A. <Michelle.Lewis@illinois.gov> Subject: RE: 143rd St Project Kevin, Michelle Lewis and Perry have completed their review of the Hydraulic Report for 143rd Street over West Norman Drain. They had some minor comments and I have mark those up in the report. I will send you the file via the large file transfer. Also attached to this email is a photo Perry found of the 1996 storm that occurred in this area, please also forward to the consultant. Please have the consultant make the corrections and send us our Final copy and as many copies as you need on your end. There will be no official memo, this email serves us documentation were have ordered the final copies. Santos Batista From: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Sent: Wednesday, December 2, 2020 10:27 PM To: Batista, Santos <Santos.Batista@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov>; Lewis, Michelle A. <Michelle.Lewis@illinois.gov> Subject: RE: 143rd St Project Thanks Santos. I will forward your advice below to the local agency. In October, you sent me the attached email, which says that you have completed your review of the hydraulic report for West Norman Drain and found report to be in good condition for final review by Michelle Lewis and Perry. Have you received final confirmation from Michelle and Perry that they are OK with finalizing. Will I receive an official memo of your unit’s concurrence with the hydraulic report? Thanks, Kevin From: Batista, Santos <Santos.Batista@illinois.gov> Sent: Monday, November 30, 2020 9:57 AM To: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov>; Lewis, Michelle A. <Michelle.Lewis@illinois.gov> Subject: RE: 143rd St Project Since the HR for West Norman Drain is already finaled, just document in the LDS by updating the exhibits and calculations and add a note in the floodplain encroachment part of the LDS that the values supersede those in the HR. Make sure to include the meeting minutes in the correspondence section of the LDS. Make sure the IDNR permit forms and calculations in the LDS have been updated for the changes and add a note on them too that it supersedes the HR. From: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Sent: Monday, November 16, 2020 1:49 PM To: Batista, Santos <Santos.Batista@illinois.gov> 3 Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov> Subject: RE: 143rd St Project Santos, Plainfield / 143rd St. Extension (IL 59 to IL 126) , sec. 06‐00040‐00‐FP (Hydraulic Report for West Norman Drain) The local agency’s consultant sent me the following message/inquiry: The Village is going to proceed with requiring 1.5:1 of compensatory storage per their policy. Even with the 1.5:1 mitigation ratio, we will still be able to reduce West Norman Drain compensatory storage design to only the Crosswinds Church property (south of 143rd St). We had a conference call today with the property owner on the north side of 143rd Street, Dayfield Properties. They were happy to hear that we are removing the compensatory storage from their property and will be changing the easement from a permanent drainage easement to a temporary construction easement. There were many other things discussed, beyond drainage, that will be included in the minutes once they have been drafted and reviewed by all parties. Assuming we are 1) not updating the Hydraulic Report for the revised compensatory storage design and 2) including the updated compensatory storage design as part of storm water permitting and the Phase II plans, then is there anything else necessary for the approval of the Hydraulic Report for the West Norman Drain (revised September 2020)? We plan on including the Dayfield stakeholder meeting minutes in the public involvement section of the PDR (Final PDR under development). Is that sufficient or does Hydraulics also want it included in the documentation of the Final LDS (currently under revision for resubmittal per comment)? Please let me know your thoughts on the consultant’s concerns. Thanks, Kevin From: Batista, Santos <Santos.Batista@illinois.gov> Sent: Thursday, October 15, 2020 9:14 AM To: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov> Subject: RE: 143rd St Project I have completed my review and found report to be in good condition for final review by Michelle Lewis and Perry. I’m waiting to hear if they have any comments or if they are OK with finalizing. Based on the email below there is a chance you guys will reduce the compensatory storage on one of the proposed site. If that is changed then the calculations will need to be updated. Is that your understanding as well? Santos Batista From: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Sent: Thursday, October 15, 2020 9:01 AM To: Batista, Santos <Santos.Batista@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov> Subject: FW: 143rd St Project 4 Santos, Plainfield / 143rd St. Extension (IL 59 to IL 126) , sec. 06‐00040‐00‐FP CMT Engineering forwarded you the Illinois File Transfer Link that included the revised Hydraulic Report for the structure over West Norman Drain, for the subject project, on August 13, 2020. (See attached). Please see the message below. The local agency would like to know the status of your review/approval. Thanks, Kevin From: Tice 'Charles' Cole <ccole@cmtengr.com> Sent: Wednesday, October 14, 2020 3:25 PM To: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov>; Allen Persons <apersons@goplainfield.com>; Randy Jessen <rjessen@goplainfield.com>; Scott Threewitt <sthreewitt@goplainfield.com>; Gustafson, Joy A. <Joy.Gustafson@Illinois.gov>; Ambra Knox <aknox@cmtengr.com>; Cindy DuBois <cdubois@cmtengr.com>; Mike Wittkop <mwittkop@cmtengr.com> Subject: [External] FW: 143rd St Project Kevin, Just checking on the status of the Hydraulic Report approval by D1 Hydraulics for the West Norman Drain under 143rd St / US 30. We have a land acquisition meeting with the property owner that is schedule‐contingent upon that approval. We may be able to scale back the Dayfield land acquisition for compensatory storage of floodplain fill based on the revised Hydraulic Report. See email chain below. Thanks, Tice Charles “Tice” Cole | Crawford, Murphy & Tilly | w 630.907.7059 Project Engineer From: Cindy DuBois <cdubois@cmtengr.com> Sent: Tuesday, September 8, 2020 3:15 PM To: Tice 'Charles' Cole <ccole@cmtengr.com> Cc: Scott Threewitt <sthreewitt@goplainfield.com>; Allen Persons <apersons@goplainfield.com>; Randy Jessen <rjessen@goplainfield.com>; Ambra Knox <aknox@cmtengr.com>; Chris Dagiantis <cdagiantis@cmtengr.com>; Mike Wittkop <mwittkop@cmtengr.com>; Michael Boehm <mboehm@cmtengr.com>; Stan Hansen <shansen@cmtengr.com>; Mike Mizeur <mmizeur@cmtengr.com> Subject: RE: 143rd St Project Tice‐ Thank you for the update. From: Tice 'Charles' Cole <ccole@cmtengr.com> Sent: Tuesday, September 8, 2020 2:17 PM To: Cindy DuBois <cdubois@cmtengr.com> 5 Cc: Scott Threewitt <sthreewitt@goplainfield.com>; Allen Persons <apersons@goplainfield.com>; Randy Jessen <rjessen@goplainfield.com>; Ambra Knox <aknox@cmtengr.com>; Chris Dagiantis <cdagiantis@cmtengr.com>; Mike Wittkop <mwittkop@cmtengr.com>; Michael Boehm <mboehm@cmtengr.com>; Stan Hansen <shansen@cmtengr.com>; Mike Mizeur <mmizeur@cmtengr.com> Subject: RE: 143rd St Project Cindy, The compensatory storage design for the West Norman Drain (WND) has been a moving target with a new hydraulic model being reviewed and approved by IDOT. In previous iterations with the new model, compensatory storage was needed from both the Crosswinds Church and Dayfield properties to meet the regulatory requirements. We most recently submitted a revised hydraulic report to IDOT this past Friday for approval. Based on the latest iteration, we foresee the chance to potentially eliminate the need for compensatory storage on the Dayfield property site by having sufficient compensatory storage volumes on the Crosswinds Church site. This would mean that we could reduce the permanent drainage easement impacts to Dayfield Properties. If we make this change, we will still need permanent drainage easements to build and maintain the culvert extension and for permanent streambank stabilization improvements. We will also likely need temporary construction easements to construct the proposed improvements. Upon confirmation from IDOT Hydraulics that the WND hydraulic report is approved, we can move forward with scheduling a video conference call with the property owner representatives. Once scheduled, we can prepare an exhibit to show the changes to the proposed land acquisition on this property. We can then discuss any further modifications necessary from there to proceed with land acquisition. Thanks, Tice Charles “Tice” Cole | Crawford, Murphy & Tilly | w 630.907.7059 Project Engineer From: Tice 'Charles' Cole Sent: Tuesday, September 8, 2020 10:07 AM To: Randy Jessen <rjessen@goplainfield.com> Cc: Scott Threewitt <sthreewitt@goplainfield.com>; Allen Persons <apersons@goplainfield.com> Subject: FW: 143rd St Project Charles “Tice” Cole | Crawford, Murphy & Tilly | w 630.907.7059 Project Engineer From: Cindy DuBois <cdubois@cmtengr.com> Sent: Tuesday, September 8, 2020 8:27 AM To: Tice 'Charles' Cole <ccole@cmtengr.com> Cc: Ambra Knox <aknox@cmtengr.com>; Mike Wittkop <mwittkop@cmtengr.com>; Chris Dagiantis <cdagiantis@cmtengr.com> Subject: RE: 143rd St Project Thank you. From: Tice 'Charles' Cole <ccole@cmtengr.com> Sent: Friday, September 4, 2020 5:58 PM 6 To: Cindy DuBois <cdubois@cmtengr.com> Cc: Ambra Knox <aknox@cmtengr.com>; Mike Wittkop <mwittkop@cmtengr.com>; Chris Dagiantis <cdagiantis@cmtengr.com> Subject: Re: 143rd St Project I have passed the information on to the designers and have requested an internal call to discuss on Tuesday. Pending schedule availability, we could likely schedule a meeting with Dayfield sometime Wednesday through Friday. From: Cindy DuBois <cdubois@cmtengr.com> Sent: Friday, September 4, 2020 3:54:05 PM To: Tice 'Charles' Cole <ccole@cmtengr.com> Cc: Ambra Knox <aknox@cmtengr.com> Subject: FW: 143rd St Project Our appraiser, Frank Lorenz sent the e‐mail below yesterday. Dayfield properties would like to schedule a meeting as they aren't happy with the proposed plans: Margaret and I met with the principals of Dayfield Properties, their engineer and their attorney today. They expressed concerns about the Permanent Easement, cutting into their driveway on 143rd Street. They would like to have a meeting with the CMT individual who is designing the project, particularly for storm water issues. They propose moving the detention area from the 143rd Street frontage to a place further upstream. They would like to have that meeting next week. Could you arrange such meeting? I asked for the contact information, it is listed below: ‐‐‐‐‐Original Message‐‐‐‐‐ From: Francis Lorenz Jr. <florenz@lorenzassociates.com> Sent: Friday, September 4, 2020 12:55 PM To: Cindy DuBois <cdubois@cmtengr.com> Subject: Re: 143rd St Project External Message: This email was sent from someone outside of CMT. Please use caution with links and attachments from unknown senders or receiving unexpected emails. Contact for Dayfield Properties: Randall W. Bus, PE, CEO; Cemcon, Ltd.; 630‐862‐2100; randyb@cemcon.com Michaelene Burke, Attorney; Rosanova & Whitaker, Ltd.; 630‐355‐4600 Ext 103; mikie@rw‐attorneys.com We were not given contact information for the two principals of Dayfield; their names are Clayton Olsen and Dick Worley. State of Illinois - CONFIDENTIALITY NOTICE: The information contained in this communication is confidential, may be attorney-client privileged or attorney work product, may constitute inside information or internal deliberative staff communication, and is intended only for the use of the addressee. Unauthorized use, disclosure or copying of this communication or any part thereof is strictly prohibited and may be unlawful. If you have received this communication in error, please notify the sender immediately by return e-mail and destroy this communication and all copies thereof, 7 including all attachments. Receipt by an unintended recipient does not waive attorney-client privilege, attorney work product privilege, or any other exemption from disclosure. 143RD STREET PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Table of Contents 1.0 Project Description ....................................................................................................................................... 4 2.0 Description of Existing Structure and Floodplain ......................................................................................... 4 3.0 Field Observations ........................................................................................................................................ 4 4.0 Historical Observations/ Records ................................................................................................................. 5 5.0 Other Studies & Affected Agencies ............................................................................................................... 5 6.0 Datum Correlation ........................................................................................................................................ 5 7.0 Sensitive Flood Receptors ............................................................................................................................. 6 8.0 Hydrologic Methodology .............................................................................................................................. 6 9.0 Hydraulic Methodology ................................................................................................................................ 6 10.0 Summary of Existing and Natural Hydraulic Analyses .................................................................................. 7 10.1 Base Hydraulic Analyses .................................................................................................................. 7 10.2 Existing Hydraulic Analyses .............................................................................................................. 8 10.3 Natural Hydraulic Analyses ............................................................................................................ 10 11.0 Proposed Structure Analysis ....................................................................................................................... 10 11.1 Proposed Hydraulic Analyses ......................................................................................................... 10 12.0 Scour Analysis ............................................................................................................................................. 11 13.0 Compensatory Storage ............................................................................................................................... 11 14.0 Permit Requirements .................................................................................................................................. 11 15.0 Freeboard/ Clearance ................................................................................................................................. 12 16.0 Conclusion ................................................................................................................................................... 12 17.0 Appendices .................................................................................................................................................. 12 143RD STREET PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 List of Appendices Appendix A A-1 Design Waterway Information Table A-2 Summary Tables Appendix B B-1 Hydraulic Report Data Sheet Appendix C C-1 Aerial Location Map C-2 USGS Quadrangle Map Appendix D D-1 FIS/FIRM Data D-2 Site Photographs D-3 Historical Flooding Appendix E E-1 Roadway Profile E-2 Culvert Opening Plots E-3 Existing Structure Drawings E-4 Proposed 143rd Street Box Culvert Drawings Appendix F F-1 Detailed Cross Section Location Map F-2 Streambed Profile F-2 Manning’s n-value Computations Appendix G G-1 Effective HEC-2 Input and Output Files G-2 Base Cross Section Plots G-3 Base HEC-RAS Printouts Appendix H H-1 Existing Cross Section Plots H-2 Existing HEC-RAS Printouts H-3 Existing Upstream Opening Superimposed Over Next Upstream Cross Section H-4 Existing Downstream Opening Superimposed Over Next Downstream Cross Section Appendix I I-1 Natural Cross Section Plots I-2 Natural HEC-RAS Printouts 143RD STREET PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-1 Proposed Cross Section Plots J-2 Proposed HEC-RAS Printouts J-3 Proposed Upstream Opening Superimposed Over Next Upstream Cross Section J-4 Proposed Upstream Opening Superimposed Over Upstream Cross Section J-5 Proposed Downstream Opening Superimposed Over Downstream Cross Section J-6 Proposed Downstream Opening Superimposed Over Next Downstream Cross Section J-7 Proposed Route 59 Grading and Freeboard Appendix K K-1 Permit Summary Form Appendix L L-1 Compensatory Storage Cross Section Location Map L-2 Fill Cross Sections L-3 Cut Cross Sections L-4 Compensatory Storage Calculations L-5 Compensatory Storage Land Acquisition L-6 Compensatory Storage Backup Computations Appendix M M-1 Survey Notes Appendix N N-1 Estimated Water Surface Elevation Data Appendix O O-1 Correspondence Notes Appendix P P-1 Electronic Files Page 4 of 12 1.0 Project Description The Village of Plainfield, Illinois has retained Crawford, Murphy, and Tilly, Inc. to design a segment of 143rd Street from Illinois Route 59 to Illinois Route 126 in Will County, Illinois. Appendix C-1 Aerial Location Map and C-2 USGS Quadrangle Map provide a graphic depiction of the location of the project. No roadway currently exists in this corridor, and the proposed roadway will consist of 4 lanes of traffic. The project will entail one new river crossing of the DuPage River and a culvert extension at the West Norman Drain, impacting both floodplains. This hydraulic report focuses on the West Norman Drain and a separate hydraulic report will focus on the DuPage River. The culvert has a structure number 099-3364. This hydraulic report is an update to the hydraulic report from October 2008 with Illinois Department of Transportation (IDOT) approval in February of 2009. The update includes the new alignment of proposed 143rd Street (shifted north from the previous alignment) and modeling using the latest (2019) information from the Federal Emergency Management Agency (FEMA). 2.0 Description of Existing Structure and Floodplain The project corridor is located just upstream of the confluence of the DuPage River and the West Norman Drain. Currently 143rd Street terminates at Illinois Route 59. The proposed alignment will extend 143rd Street to the east across the DuPage River. The roadway is proposed to run in an east west direction parallel to the West Norman Drain on the north side and will have a small impact on its floodplain. In this vicinity, the West Norman Drain flows from west to east. Near the proposed roadway, the West Norman Drain has a significant number of meanders, a large wetland, and it is impacted by backwater from the DuPage River. West of IL Route 59, the West Norman Drain flows from north to south. A culvert consisting of two 9.667’x8’ and one 10’x8’ box culverts 78’-103/8” in length conveys flow beneath 143rd Street and will be extended to a length of 110’-13/8” as part of this project. In addition, the culverts have a 0.25’ depth of embedment in the streambed. In this area, the West Norman Drain floodplain is primarily open field with wetlands with commercial businesses located to the north of 143rd Street. Downstream the Illinois Route 59 structure is included in the hydraulic models, as it is in the effective FEMA model. In the existing model, the bridge was updated to represent the larger bridge opening, which was reconstructed in 2004. The existing culverts at 143rd Street meet freeboard requirements, while the downstream existing IL 59 structure does not currently meet freeboard requirements. As discussed in the following sections, proposed grading and roadway modifications will allow the IL 59 structure to satisfy freeboard requirements. 3.0 Field Observations The upstream side of the culvert has collected debris. Initial flows pass through the easterly barrel of the three culverts. Appendix D-2 Photographs Page 5 of 12 4.0 Historical Observations/ Records The land adjacent to the West Norman Drain is floodplain prone to flooding. The largest rain event occurred on July 16 and 17 of 1996, when approximately 16 inches of rain fell in the area. There is no data available such as district operations reports for this event. Photographs of the event can be found in Appendix D-2 Photographs. Data is available for a large event that occurred in October 1954 as shown in the hydrologic atlas. As seen in Appendix D-3 Historical Flooding, the water surface elevation at IL Route 59 Bridge and at the 143rd Street box culverts was subject to the DuPage River backwater of 606.76. Data was also obtained for flooding that occurred on September 15, 2008 due to three consecutive days of rain across the Midwest. Approximately 7 inches of rain fell as measured by the O’Hare rain gauge between September 13th and September 15th which resulted in flooding throughout the area. As seen in Appendix M-1 Survey Notes, the measured water surface elevation at the eastern (downstream) face of the IL Route 59 Bridge over the West Norman Drain was approximately 605.3. The measured water surface elevation at the southern (downstream) face of the triple box culverts on the West Norman Drain at 143rd Street was approximately 605.5. These recorded water surface elevations are lower than the October 1954 flood elevations. Flooding photos can be found in Appendix D-2 Photographs. 5.0 Other Studies & Affected Agencies The Flood Insurance Study (FIS) for Will County, Illinois is effective February 15, 2019. Models were requested and received from FEMA. The modeling was not updated for the 2019 FIS study, but was updated from the FIS study effective September of 1995 through a Letter of Map Revision (LOMR 08-05- 4590A). The LOMR model referenced NGVD 29 datum and as a part of the 2019 FIS the flood elevations were converted to reference the NAVD 1988 datum. Excerpts from the 2019 FIS study and LOMR are available in Appendix D-1 FIS/FIRM Data. Hydraulic reports were completed for the 2004 reconstruction of the IL 59 bridge and the 2005 reconstruction of the 143rd culvert. However, a map revision has not been issued for these improvements, so the current FIS map and profile are out of date. There is also a current Army Corps of Engineers DuPage River Feasibility Study that was completed in 2019, which included a hydraulic model. The Army Corps model was obtained but was not utilized as its geometry of the confluence with the DuPage River conflicted with that of the FIS model and current site information. 6.0 Datum Correlation The datum used for the roadway project is NAVD 1988. While the 2019 FIS elevations are in correlation with the NAVD 1988 datum, the original modeling references the NGVD 29 datum. The 2019 FIS states that the average conversion factor in Will County is -0.284 feet (NGVD 29 – 0.284 = NAVD 88). This conversion factor was used to convert the effective HEC-RAS model to NAVD 88. The datum correlation from the FIS can be seen in Appendix D-1 FIS/FIRM Data. The hydraulic modeling for this project was done in coordination with the NAVD 1988 datum and all values reported in this report and supporting documentation will be based on the NAVD 88 datum. Page 6 of 12 7.0 Sensitive Flood Receptors The 2019 FEMA Flood Insurance Rate Map (FIRM) shows that there are several commercial properties located in or near the floodplain. The map in Appendix C-1 Aerial Location Map identifies the properties and their location and critical flooding elevations. The approximate 100-year water surface elevation at each respective location is also listed. Based on the current FIS map, one building would be considered sensitive. However, after the FIS model was corrected for the reconstruction of the 143rd Street and IL 59 structure, the building’s low entry elevation is expected to be above the 100-year flood event, hence the building is not sensitive. 8.0 Hydrologic Methodology Regulatory flows obtained from the FIS were used for the hydraulic model. See Appendix D-1 FIS/FIRM Data for the West Norman Drain discharges at Illinois Route 59 for the 10-year, 50-year, 100-year, and 500-year flood frequencies. The 2019 FIS states that the flows for the West Norman Drain were developed by the Illinois State Water Survey (ISWS) using the State Standard Method. These are the same flows used in the 1995 FIS. At the 143rd Street structure the flows are 1,230 cfs for the 10-year event, 1,990 cfs for the 50-year event, 2,380 cfs for the 100-year event, and 3,600 cfs for the 500-year event. There are no proposed changes to the flows. The Army Corps model did not utilize steady-state flows for their analysis. To calculate the overtopping design event for the waterway information tables, the recurrence intervals were interpolated from the recurrence intervals and flows reported in the Flood Insurance Study. The recurrence interval calculations are included in Appendix A-1 Design Waterway Information Table. 9.0 Hydraulic Methodology Hydraulic modeling was completed to determine the impacts of the proposed improvements. HEC-RAS version 5.0.3 was utilized to model the West Norman Drain through the project limits. The effective model on the West Norman Drain is a HEC-2 model that was imported to HEC-RAS and was used as a base for all models. A coordinated effort with IDOT was made to locate the 2005 Hydraulic Report for the 143rd Street structure. The report, which is the most recent point for hydraulic comparison, could not be found. Four models are included: the base model, the existing model, the proposed model, and the natural model. These models were created to evaluate the difference in water surface elevations between the proposed conditions and the existing conditions due the addition of new roadway improvements. The natural condition represents the river without the 143rd Street crossing but does include the Illinois Route 59 structure downstream. The effective regulatory model for the DuPage River was obtained from FEMA and the geometry was used as the base model and a starting point for the required hydraulic analyses on this project. The original data received from FEMA is in Appendix O-1 Electronic Files. The base model was not truncated and was used as imported form HEC-2. It begins at cross section 91 on the upstream end and terminates at cross section 1 at the confluence with the DuPage River, and has a total reach length of 7.1 miles. The 143rd Page 7 of 12 Street culvert is located at river mile 0.67. The IL 59 bridge is about 1,000 ft downstream of 143rd Street at river mile 0.42. The existing condition model updated the IL 59 and 143rd Street structures to reflect their reconstruction, which is outdated in the FIS model. The structures were updated based on the construction drawings shown in Appendix E-3 Existing Structure Drawings. The correction of the IL 59 structure to reflect its larger waterway opening lowered the water surface profile up through the 143rd Street. All other structures upstream of 143rd Street were used as imported from the HEC-2 model without additional verification. The existing model was also revised to incorporate additional surveyed cross sections through the project corridor. These cross sections were used in the existing model, natural model, and the proposed model. The additional cross sections were developed using stream channel survey data and 1’ contours. Corresponding left overbank, right overbank, and channel reach lengths were computed. The cross-section locations can be seen in Appendix F-1 Detailed Cross Section Location Map. According to the IDOT Drainage Manual Section 5-301.01 Manning’s n values were calculated and remain similar to the FIS model as shown in Appendix L-1 FIS/FIRM Data – Table 10 – Roughness Coefficients (Manning’s “n” Values). The n value computations are shown in Appendix F-3 Manning’s n-value Computations. Manning’s n for the channel was 0.035-0.045 and 0.035-0.06 for the overbanks and remain the same throughout all the models. Ineffective areas were placed according to the Drainage Manual and the HEC-RAS Hydraulic Reference Manual. An expansion ratio of 2:1 and contraction ratio of 1:1 were used when placing the ineffective areas. Cross sections 2 through 4 were set to have a contraction ratio of 0.3 and expansion ratio of 0.5. The remaining expansion and contraction ratios are 0.1 and 0.3 respectively in the natural, existing, and proposed models. Though the West Norman Drain is subject to backwater from the DuPage River as seen in the FIS Profile (Appendix L-1 FIS/FIRM Data). The 143rd Street culvert is outside the influence of the DuPage River backwater. The FEMA model starting water surface elevations which assume a normal water surface elevation for the DuPage River will be used for analysis. The FIS starting water surface elevations, used as the model’s boundary condition at cross section 1, are 601.34 ft for the 10-year event, 602.09 ft for the 50-year event, 602.39 ft for the 100-year event, and 603.17 ft for the 500-year event. 10.0 Summary of Existing and Natural Hydraulic Analyses 10.1 Base Hydraulic Analyses The base model was developed by taking the HEC-2 model and importing it to HEC-RAS. A comparison of the HEC-RAS base model and the HEC-2 effective FIS Model is shown in Table 1 in Appendix A-2 Summary Tables. The base model 50-year, and 100-year water surface elevations are within 0.1 ft of the FIS HEC-2 model. The base model 10-year water surface elevations are more than 0.1 ft higher than the FIS HEC-2 model for the sections approaching the IL 59 structure. The deviation for the 10-year event is due to low-flow bridge hydraulics computational differences between HEC-2 and HEC-RAS for the IL 59 bridge. HEC-RAS uses input bridge geometry to determine low-flow condition flow area. Whereas HEC-2 uses a trapezoidal approximation method. Thus, the base model provides acceptable results and was used for the development of Page 8 of 12 all other models. The base model output can be found in Appendix G-2 Base HEC-RAS Printouts. It should be noted that the base model cross sections are in the HEC-2 convention drawn left to right looking upstream. 10.2 Existing Hydraulic Analyses The base HEC-RAS model was used to develop the existing model by adjusting cross sections and structures at the locations around the proposed improvements of the project corridor. Cross sections were also flipped to represent the HEC-RAS convention of drawing cross sections left to right looking downstream. A total of 6 surveyed cross sections were added to the existing model. Surveyed cross sections 6, 7, 9, 10, 12.3, and 12.6 were developed using streambed survey points and 1’ survey contours outside of the stream banks. In the existing model, cross sections 12.3 and 12.6 were added upstream of 143rd Street between unmapped FEMA cross sections 12 and 13. Cross sections 9 and 10 replaced FEMA cross sections 9 and 10 and were moved off the road embankment and then internal culvert cross sections were also updated with survey data and represent the culvert faces. Ineffective flow areas were adjusted to account for the cross sections’ new locations. Moving cross sections 9 and 10 away from the culvert face allowed the proposed culvert to be extended. Downstream of 143rd Street, cross section 7 replaced the FEMA cross section C and cross section 6 was added just upstream of the IL 59 bridge. A summary table of cross sections is shown below in Table 1, and the cross section location map is in Appendix F-1: Detailed Cross Section Location Map. Table 1: Existing/Proposed Model Cross Section Summary. Cross Section Description River Station (mi) Reach Length (ft) Distance to 143rd St Structure (ft) 14 Unmapped FEMA XS 0.90 145 1,224 13 Unmapped FEMA XS 0.87 108 1,079 12.6 (12B) Added Surveyed XS 0.85 449 971 12.3 (12A) Added Surveyed XS 0.77 43 522 12 Unmapped FEMA XS 0.76 350 479 11 FEMA XS E 0.69 52 129 10 Surveyed XS Replacing Unmapped FEMA XS 0.68 152 77 143rd St Culvert 9 Surveyed XS Replacing Unmapped FEMA XS 0.66 87 77 8 FEMA XS D 0.65 453 164 7 Surveyed XS Replacing FEMA XS C 0.55 478 617 6 Added Surveyed XS 0.44 50 1,095 5.6 Renamed Unmapped FEMA XS 0.43 80 1,145 IL 59 Bridge 5 Unmapped FEMA XS 0.41 80 1,225 Page 9 of 12 The structures at 143rd Street and IL 59 were updated in the existing model to reflect their reconstruction since the FIS model’s creation. The bridge over the West Norman Drain at IL 59 was updated to reflect its 2005 reconstruction based on the plans shown in Appendix E-3 Existing Structure Drawings. The streambed through the structure was taken as 20 ft wide at an elevation of 596.74 ft. Side slopes were updated as 2:1 sloping up to 607.28 ft, then continuing at a flat grade to the face of the abutment, for a total span length of 59.8 ft. The low chord of the IL 59 structure was updated to 608.27 ft. The description of the structure’s geometry in the IDOT approval memo (Appendix E-3), which calls for a total span length of 80 ft and streambed elevation of 601.5 ft, is inconsistent with the structure in the field and the plans that were used to update the existing model’s geometry. The old IL 59 WIT has water surface elevations of 605.70 ft for the 10-year event, 606.85 ft for the 50-year event, 607.36 ft for the 100-year event, and 609.53 for the 500-year event. However, the accuracy of these elevations is not known as the approval memo and record drawings contain conflicting information and as previously mentioned, the rest of the report is unavailable. Overall, the old WIT compares fairly well to the new model’s water surface elevations at the IL 59 bridge of 605.62 ft for the 10-year event, 606.92 ft for the 50-year event, 607.59 ft for the 100-year event, and 610.06 ft for the 500-year event. The culvert at 143rd Street was also updated to match current surveyed information. Adjustments included modifying the elevations of the inverts and adding a 0.25 ft embedment depth to all three cells of the culvert. The record drawing of the 143rd Street culvert (Appendix E-3) shows the upstream invert as 600.93 ft as the downstream invert as 599.61 ft. However, field surveys determined that the upstream and downstream invert elevations are 600.28 ft and 598.93 ft. The old WIT for the 143rd Street culvert has proposed headwater elevations of 609.43 ft, 610.64 ft, and 615.09 ft for the 50-year, 100-year, and 500-year events. The new proposed headwater elevations differ slightly at 609.67 ft, 610.97 ft, and 614.48 ft for the 50-year, 100-year, and 500- year events. Since the old model for the 143rd Street structure had different culvert inverts and geometry for the IL 59 bridge, we believe these new elevations are a better representation of the West Norman Drain than the old WIT. The Waterway Information Table can be found in Appendix A-1 Design Waterway Information Table. The existing waterway opening was calculated by taking the high water elevation and the existing culvert opening to calculate the area at the upstream face. The existing waterway opening was determined to be 184.8 ft2 for the 10-yr event, 222.1 ft2 for the 50-yr event, and 227.3 ft2 for all bigger events. The existing head was calculated by comparing the existing water surfaces to the natural water surfaces at all cross sections. The maximum value was reported on the Waterway Information Table. The headwater elevation was then calculated by adding the existing head to the natural high water elevation. The overtopping event was calculated by varying the flows in the existing HEC-RAS model until the roadway overtopped. The recurrence interval was then interpolated. The 10-year velocity through the existing structure is reported from the HEC- RAS culvert output table. Page 10 of 12 Table 2 in Appendix A-2 Summary Tables compares the existing model to the base model elevations, adjusted to the NVGD 88 datum. The base and existing model’s water surface elevations differed for all storm events. The difference in water surface elevations is due to the significant updates made to the IL 59 and 143rd Street structures in the existing model, in addition to the new surveyed cross sections. The existing model output can be found in Appendix H-2 Existing HEC-RAS Printouts. 10.3 Natural Hydraulic Analyses As previously discussed in Section 9.0, the natural condition model was developed by taking the existing modified model and removing the structure at 143rd Street. The downstream IL 59 bridge remains in the model. The natural condition model outputs can be seen in Appendix I-2 Natural HEC-RAS Printouts. 11.0 Proposed Structure Analysis The existing two 9.7’x8’ and one 10’x8’ box culvert approximately 78’-10 ⅜” in length conveys flow beneath 143rd Street. Therefore, it is necessary to extend the triple box culvert by 6’-6” on the north side and 24’-9” on the south side. The final culvert length will be 110’-1 ⅜” long as shown at roadway station 510+90.75 located in Appendix E-4 Proposed 143rd Street Box Culvert Extension Plans. 11.1 Proposed Hydraulic Analyses The proposed model was developed from the existing model. The culvert lengths and ineffective areas were updated accordingly. The proposed model demonstrates that freeboard requirements will be met at the new 143rd Street culvert. The existing downstream IL 59 bridge does not meet freeboard requirements, and the modeled water surface elevations at the IL 59 bridge remain the same under existing and proposed conditions. However, proposed grading modifications around IL 59 will raise the low edge of pavement in the floodplain, allowing the bridge to satisfy freeboard criteria. The proposed model outputs can be seen in Appendix J-2 Proposed HEC-RAS Printouts. The proposed culvert extension produced water surface elevations that are within 0.1 feet of the existing model water surface elevations for the all events including the 500-year, as shown in Table 3 in Appendix A-2 Summary Tables. Thus, base flood elevations do not increase by more than 0.1 feet. As previously discussed, the Waterway Information Table and calculations can be found in Appendix A-1 Waterway Information Table. The proposed waterway opening was calculated by taking the natural water surface elevation and the proposed opening and calculating the area at the upstream face. The proposed waterway opening was determined to be 182.1 ft2 for the 10- year event, 219.3 ft2 for the 50-year event, and 227.3 ft2 for all bigger events. The proposed head was calculated by comparing the proposed water surfaces to the natural water surfaces at all cross sections. The maximum value was reported on the Waterway Information Table. The headwater elevation was then calculated by adding the proposed head to the natural high water elevation. The 10-year velocity through the proposed culvert is reported from the HEC-RAS culvert output table. Page 11 of 12 12.0 Scour Analysis The short box culvert extension at 143rd Street does not increase the velocity or water surface elevations. With no change increase in velocities and a box culvert, a scour analysis was not warranted. 13.0 Compensatory Storage Compensatory storage is required, as fill is proposed to be placed in both the DuPage River and West Norman Drain floodplain. The compensatory ratio for the Village of Plainfield is 1.5:1. The proposed roadway embankment is in the West Norman Drain floodplain and then crosses the DuPage River floodplain. This hydraulic report includes compensatory storage calculations for the West Norman Drain impacts and a separate hydraulic report prepared will document compensatory storage relative to the DuPage River. An area located on the east bank and north of 143rd Street, and an area on the north bank south of 143rd Street and east of Illinois 59 have been selected for compensatory storage to offset fill placed in the floodplain of the West Norman Drain. Cut and fill volumes for each section were calculated from water surface elevations that were interpolated from the HECRAS model. The proposed compensatory storage volume is in excess of the required volume and could be decreased to reduce required earthwork and land acquisition. The compensatory storage documentation is included in Appendix L, and includes a cross section location map, fill cross sections, cut cross sections, tables of water surface interpolation, land acquisition exhibits, and calculations. 14.0 Permit Requirements The Office of Water Resources requires a floodway permit for the longitudinal encroachment of the new embankment and retaining wall into the West Norman Drain floodway in addition to the extension of the existing 143rd Street box culverts on the West Norman Drain. The following floodway permit requirements are met by the proposed design: • The proposed roadway embankment is an appropriate use of the regulatory floodway. • Compensatory storage is provided for all fill in the floodway • The proposed design will not reduce the regulatory floodway storage or conveyance or increase velocity. • The proposed design will not increase upstream flood stages greater than 0.1 foot when compared to the existing conditions for all flood events up to and including the 100-year frequency event for the box culvert extension. The Permit Summary form has been completed and is included in Appendix K-1 Permit Summary Form. The Permit Summary form addresses the impacts of the roadway to the West Norman Drain. As part of the Joint Permit Application, it will be necessary to submit to the Army Corps of Engineers for a Section 404 Permit for impacts to the wetlands and to the Illinois EPA for a Section 401 Permit for Water Quality Issues. In addition, the Village of Plainfield will need to certify that the improvements follow the Will County Stormwater Management Ordinance. Page 12 of 12 15.0 Freeboard/ Clearance A minimum roadway freeboard of 3 feet is required by IDOT between the design headwater elevation and the lowest pavement elevation within the floodplain. Appendix A-1 Waterway Information Table 143rd Street Box Culverts shows that the low edge of pavement is at 613.09 ft and the design headwater is 609.67 ft. Therefore, the proposed structure at 143rd Street will meet freeboard requirements. The IL 59 bridge will meet freeboard requirements after proposed improvements. The new hydraulic model shows that the 50-year water surface elevation at the bridge remains the same between the existing and proposed conditions, at 606.92 ft. The old WIT for the IL 59 structure had a design headwater elevation of 606.85 ft, and a low edge of pavement of 609.30 ft, so the existing structure did not achieve 3 ft of freeboard. Proposed grading and roadway modifications at the southwest corner of 143rd Street and IL 59 will raise and fill a narrow pass by which the 100-yr flood event could formerly extend towards the intersection, as shown in Appendix J-7 Proposed Route 59 Grading and Freeboard. The new proposed low edge of pavement in the floodplain is 909.97 ft at station 3397+52, resulting in a freeboard of 3.05 ft. 16.0 Conclusion The hydraulic analysis described in this report indicates that floodplain impacts to the West Norman Drain east of IL Route 59 due to the proposed roadway fill are within acceptable limits. Compensatory storage for all fill placed in the West Norman Drain floodplain will be provided at a 1.5:1 replacement ratio and will be located on the north side of 143rd Street along the east bank of the West Norman Drain and south of 143rd Street, east of Illinois 59, along the north bank. All IDNR-OWR floodway permit requirements will be met by the proposed design. 17.0 Appendices 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix A A-1: PERMIT/DESIGN WATERWAY INFORMATION TABLE Printed 12/18/2020 BBS 2802 (07/29/10) Culvert Waterway Information Table Route: 143rd Street S.N. Exist: 099-3364 Computed by: MCB Date: 12/18/2020 Section: 06-00040-00-FP S.N. Prop: 099-3364 Checked by: CPD Date: 12/18/2020 County: Will Waterway: West Norman Drain Station: 510 + 91 Existing Overtopping Elevation: 613.26 ft. @ Sta 511+55 Drainage Area = 8.4 Square Miles Proposed Overtopping Evaluation: 613.30 ft. @ Sta 511+55 Flood Frequency Year Discharge cfs Waterway Opening (sq. ft.) Natural H.W.E. Head (ft.) Headwater Elev. (ft.) Existing Proposed Existing Proposed Existing Proposed 10 1230 184.8 182.1 606.84 0.74 0.87 607.58 607.71 Design 50 1990 222.1 219.3 608.11 1.42 1.56 609.53 609.67 Base 100 2380 227.3 227.3 608.76 2.09 2.21 610.85 610.97 OVT(E) 289 3150 227.3 227.3 610.34 3.43 3.55 613.77 613.89 OVT(P) 298 3170 227.3 227.3 610.38 3.43 3.56 613.81 613.94 Max Calc 500 3600 227.3 227.3 610.90 3.50 3.58 614.40 614.48 10-Year Outlet Velocity from Existing Structure = 5.51 fps 10-Year Outlet Velocity from Proposed Structure = 5.33 fps OVT = Overtopping Event (E) Existing (P) Proposed 2-Year Discharge = 155 cfs DATUM: NAVD 1988 ALL-TIME H.W.E. & DATE: 606.8 in October 1954 EXISTING STRUCTURE PROPOSED STRUCTURE Culvert Type: Box Culvert Culvert Type: Box Culvert Cell Dimensions (W x H): 9.667’x8’ (2) & 10’x8’ (1) Cell Dimensions (W x H): 9.667’x8’ (2) & 10’x8’ (1) # of cells: 3 # of cells: 3 Length: 78.9 ft Length: 110.1 ft Top of Crown: 608.28 Top of Crown: 608.38 Culvert Invert Elev: 600.28 (u/s) 598.98 (d/s) Culvert Invert Elev: 600.38 (u/s) 598.48 (d/s) Skew: 39'44" Skew: 39'44" Low EOP: 613.01 @ Sta 511+55 Low EOP: 613.09 @ Sta 511+55 Freeboard: 3.48’ Freeboard: 3.42’ EXISTING EMBEDMENT PROPOSED EMBEDMENT Depth: 0.25’ Depth: 0.25’ U/S Streambed Elev: 600.53 U/S Streambed Elev: 600.63 D/S Streambed Elev: 599.23 D/S Streambed Elev: 598.73 NOTE(S): 7/29/2020 Cross Section Number Unmapped FEMA 14 0.90 610.66 FT 610.69 FT 610.70 FT 0.03 FT 0.04 FT 145 FT 1224 FT Unmapped FEMA 13 0.87 610.45 FT 610.49 FT 610.50 FT 0.04 FT 0.05 FT 108 FT 1079 FT Surveyed XS 12.6 0.85 609.88 FT 609.93 FT 609.94 FT 0.05 FT 0.06 FT 449 FT 971 FT Surveyed XS 12.3 0.77 607.75 FT 608.19 FT 608.26 FT 0.44 FT 0.51 FT 43 FT 522 FT Unmapped FEMA 12 0.76 607.87 FT 608.42 FT 608.51 FT 0.55 FT 0.64 FT 350 FT 479 FT FEMA XS E 11 0.69 607.26 FT 608.00 FT 608.13 FT 0.74 FT 0.87 FT 52 FT 129 FT Surveyed XS 10 0.68 606.86 FT 606.27 FT 606.27 FT ‐0.59 FT ‐0.59 FT 152 FT 77 FT U/S Face 10 CU 0.67 606.84 FT 606.31 FT 606.29 FT ‐0.53 FT ‐0.55 FT ‐‐‐‐ Surveyed XS 9 0.66 606.64 FT 606.57 FT 606.53 FT ‐0.07 FT ‐0.11 FT 87 FT 77 FT FEMA XS D 8 0.65 606.52 FT 606.52 FT 606.52 FT 0.00 FT 0.00 FT 453 FT 164 FT Natural High Water Elevation = 606.84 FT Maximum Existing Head =0.74 FT Maximum Proposed Head =0.87 FT 0.13 FT Existing Headwater Elevation = 607.58 FT Proposed Headwater Elevation = 607.71 FT Unmapped FEMA 14 0.90 612.43 FT 612.43 FT 612.43 FT 0.00 FT 0.00 FT 145 FT 1224 FT Unmapped FEMA 13 0.87 612.22 FT 612.22 FT 612.21 FT 0.00 FT ‐0.01 FT 108 FT 1079 FT Surveyed XS 12.6 0.85 611.45 FT 611.45 FT 611.44 FT 0.00 FT ‐0.01 FT 449 FT 971 FT Surveyed XS 12.3 0.77 609.50 FT 609.50 FT 609.53 FT 0.00 FT 0.03 FT 43 FT 522 FT Unmapped FEMA 12 0.76 608.80 FT 609.97 FT 610.09 FT 1.17 FT 1.29 FT 350 FT 479 FT FEMA XS E 11 0.69 608.28 FT 609.70 FT 609.84 FT 1.42 FT 1.56 FT 52 FT 129 FT Surveyed XS 10 0.68 608.12 FT 608.40 FT 608.10 FT 0.28 FT ‐0.02 FT 152 FT 77 FT U/S Face 10 CU 0.67 608.11 FT 608.33 FT 608.07 FT 0.22 FT ‐0.04 FT ‐‐‐‐ Surveyed XS 9 0.66 607.99 FT 607.82 FT 607.74 FT ‐0.17 FT ‐0.25 FT 87 FT 77 FT FEMA XS D 8 0.65 607.88 FT 607.88 FT 607.88 FT 0.00 FT 0.00 FT 453 FT 164 FT Natural High Water Elevation = 608.11 FT Maximum Existing Head =1.42 FT Maximum Proposed Head =1.56 FT 0.14 FT Existing Headwater Elevation = 609.53 FT Proposed Headwater Elevation = 609.67 FT Unmapped FEMA 14 0.90 612.96 FT 612.94 FT 612.96 FT ‐0.02 FT 0.00 FT 145 FT 1224 FT Unmapped FEMA 13 0.87 612.74 FT 612.72 FT 612.74 FT ‐0.02 FT 0.00 FT 108 FT 1079 FT Surveyed XS 12.6 0.85 611.73 FT 611.68 FT 611.73 FT ‐0.05 FT 0.00 FT 449 FT 971 FT Surveyed XS 12.3 0.77 610.10 FT 610.94 FT 611.07 FT 0.84 FT 0.97 FT 43 FT 522 FT Unmapped FEMA 12 0.76 609.26 FT 611.12 FT 611.23 FT 1.86 FT 1.97 FT 350 FT 479 FT FEMA XS E 11 0.69 608.86 FT 610.95 FT 611.07 FT 2.09 FT 2.21 FT 52 FT 129 FT Surveyed XS 10 0.68 608.77 FT 610.02 FT 609.88 FT 1.25 FT 1.11 FT 152 FT 77 FT U/S Face 10 CU 0.67 608.76 FT 609.83 FT 609.75 FT 1.07 FT 0.99 FT ‐‐‐‐ Surveyed XS 9 0.66 608.67 FT 608.45 FT 608.34 FT ‐0.22 FT ‐0.33 FT 87 FT 77 FT FEMA XS D 8 0.65 608.57 FT 608.57 FT 608.56 FT 0.00 FT ‐0.01 FT 453 FT 164 FT Natural High Water Elevation = 608.76 FT Maximum Existing Head =2.09 FT Maximum Proposed Head =2.21 FT 0.12 FT Existing Headwater Elevation = 610.85 FT Proposed Headwater Elevation = 610.97 FT Notes: 1. Existing Water Surface Interpolated at Upstream Face 2. Proposed Upstream XS Water Surface projected to the Upstream Face 3. Overtopping Elevation at the Upstream Face Proposed Head Reach Length Distance to Structure Waterway Information Table Back‐Up Calculations 10‐year Water Surface Elevations Description River Station (mi) Natural Water Surface Elevation Description River Station (mi) Existing Water Surface Elevation Proposed Water Surface Elevation Proposed Head Reach Length Distance to Structure Natural Water Surface Elevation Natural Water Surface Elevation Existing Head Existing Head Existing Head 100‐year Water Surface Elevations 50‐year Water Surface Elevations Description River Station (mi) Existing Water Surface Elevation Proposed Water Surface Elevation Proposed Head Reach Length Distance to Structure Existing Water Surface Elevation Proposed Water Surface Elevation 12 12 12 7/29/2020 Waterway Information Table Back‐Up Calculations Unmapped FEMA 14 0.90 613.93 FT 614.67 FT 614.73 FT 0.74 FT 0.80 FT 145 FT 1224 FT Unmapped FEMA 13 0.87 613.74 FT 614.57 FT 614.63 FT 0.83 FT 0.89 FT 108 FT 1079 FT Surveyed XS 12.6 0.85 612.30 FT 613.99 FT 614.10 FT 1.69 FT 1.80 FT 449 FT 971 FT Surveyed XS 12.3 0.77 610.68 FT 613.90 FT 614.01 FT 3.22 FT 3.33 FT 43 FT 522 FT Unmapped FEMA 12 0.76 610.52 FT 613.92 FT 614.04 FT 3.40 FT 3.52 FT 350 FT 479 FT FEMA XS E 11 0.69 610.36 FT 613.79 FT 613.91 FT 3.43 FT 3.55 FT 52 FT 129 FT Surveyed XS 10 0.68 610.34 FT 613.26 FT 613.25 FT 2.92 FT 2.91 FT 152 FT 77 FT U/S Face 10 CU 0.67 610.34 FT 613.26 FT 612.97 FT 2.92 FT 2.64 FT ‐‐‐‐ Surveyed XS 9 0.66 610.29 FT 609.91 FT 609.90 FT ‐0.38 FT ‐0.39 FT 87 FT 77 FT FEMA XS D 8 0.65 610.23 FT 610.13 FT 610.23 FT ‐0.10 FT 0.00 FT 453 FT 164 FT Natural High Water Elevation = 610.34 FT Maximum Existing Head =3.43 FT Maximum Proposed Head =3.55 FT 0.12 FT Existing Headwater Elevation = 613.77 FT Proposed Headwater Elevation = 613.89 FT Unmapped FEMA 14 0.90 613.95 FT 614.69 FT 614.76 FT 0.74 FT 0.81 FT 145 FT 1224 FT Unmapped FEMA 13 0.87 613.76 FT 614.59 FT 614.67 FT 0.83 FT 0.91 FT 108 FT 1079 FT Surveyed XS 12.6 0.85 612.30 FT 614.03 FT 614.15 FT 1.73 FT 1.85 FT 449 FT 971 FT Surveyed XS 12.3 0.77 610.73 FT 613.93 FT 614.06 FT 3.20 FT 3.33 FT 43 FT 522 FT Unmapped FEMA 12 0.76 610.55 FT 613.96 FT 614.08 FT 3.41 FT 3.53 FT 350 FT 479 FT FEMA XS E 11 0.69 610.40 FT 613.83 FT 613.96 FT 3.43 FT 3.56 FT 52 FT 129 FT Surveyed XS 10 0.68 610.38 FT 613.29 FT 613.30 FT 2.91 FT 2.92 FT 152 FT 77 FT U/S Face 10 CU 0.67 610.38 FT 613.29 FT 613.28 FT 2.91 FT 2.90 FT ‐‐‐‐ Surveyed XS 9 0.66 610.34 FT 610.07 FT 609.95 FT ‐0.27 FT ‐0.39 FT 87 FT 77 FT FEMA XS D 8 0.65 610.27 FT 610.27 FT 610.27 FT 0.00 FT 0.00 FT 453 FT 164 FT Natural High Water Elevation = 610.38 FT Maximum Existing Head =3.43 FT Maximum Proposed Head =3.56 FT 0.13 FT Existing Headwater Elevation = 613.81 FT Proposed Headwater Elevation = 613.94 FT Unmapped FEMA 14 0.90 614.43 FT 615.15 FT 615.20 FT 0.72 FT 0.77 FT 145 FT 1224 FT Unmapped FEMA 13 0.87 614.27 FT 615.06 FT 615.11 FT 0.79 FT 0.84 FT 108 FT 1079 FT Surveyed XS 12.6 0.85 612.58 FT 614.56 FT 614.64 FT 1.98 FT 2.06 FT 449 FT 971 FT Surveyed XS 12.3 0.77 610.97 FT 614.47 FT 614.55 FT 3.50 FT 3.58 FT 43 FT 522 FT Unmapped FEMA 12 0.76 611.03 FT 614.50 FT 614.58 FT 3.47 FT 3.55 FT 350 FT 479 FT FEMA XS E 11 0.69 610.91 FT 614.35 FT 614.43 FT 3.44 FT 3.52 FT 52 FT 129 FT Surveyed XS 10 0.68 610.90 FT 614.39 FT 614.47 FT 3.49 FT 3.57 FT 152 FT 77 FT U/S Face 10 CU 0.67 610.90 FT 613.96 FT 614.17 FT 3.06 FT 3.28 FT ‐‐ ‐‐ Surveyed XS 9 0.66 610.86 FT 610.86 FT 610.86 FT 0.00 FT 0.00 FT 87 FT 77 FT FEMA XS D 8 0.65 610.79 FT 610.79 FT 610.79 FT 0.00 FT 0.00 FT 453 FT 164 FT Natural High Water Elevation = 610.90 FT Maximum Existing Head =3.50 FT Maximum Proposed Head =3.58 FT 0.08 FT Existing Headwater Elevation = 614.40 FT Proposed Headwater Elevation = 614.48 FT Notes: 1. Existing Water Surface Interpolated at Upstream Face 2. Proposed Upstream XS Water Surface projected to the Upstream Face 3. Overtopping Elevation at the Upstream Face Proposed Overtopping Water Surface Elevations Description River Station (mi) Natural Water Surface Elevation Existing Water Surface Elevation Proposed Water Surface Elevation Existing Head Proposed Head Reach Length Distance to Structure Proposed Head Reach Length Distance to Structure Natural Water Surface Elevation 500‐year Water Surface Elevations Description River Station (mi) Existing Water Surface Elevation Proposed Water Surface Elevation Proposed Head Reach Length Distance to Structure Natural Water Surface Elevation Existing Head Existing Overtopping Water Surface Elevations Description River Station (mi) Existing Water Surface Elevation Proposed Water Surface Elevation Existing Head 3 3 2 1 12 Interpolate Existing Overtopping Event for Waterway Information Table West Norman Drain 6/16/2020 MCB Event 10 1,230 cfs 50 1,990 cfs Flow (cfs) Recurrence (yr) 100 2,380 cfs Overtop (E) 3150 289 500 3,600 cfs Overtop (P) 3170 298 2‐Year 155 2.0 x = e^((y+274.37)/604.51) West Norman Drain 30‐yr 1,230.0 1,990.0 2,380.0 3,600.0 y = 604.51ln(x) ‐274.37 0 500 1,000 1,500 2,000 2,500 3,000 3,500 4,000 1 10 100 1000 Discharge [CFS] Rainfall Recurrence [Year] 143rd Street at West Norman Drain West Norman Drain FIS Water Surface Elevations Establish Existing and Proposed Overtopping Elevations West Norman Drain Log. (West Norman Drain) QOvertop E = 3,150 cfs QOvertop P = 3,170 cfs Q2‐year = 155 cfs 12/18/2020 10‐year 50‐year 100‐year 10‐year 50‐year 100‐year Cell #1 9.667 7.75 600.53 606.83 608.10 608.75 60.9 73.2 74.9 Cell #2 10 7.75 600.53 606.83 608.10 608.75 63.0 75.7 77.5 Cell #3 9.667 7.75 600.53 606.83 608.10 608.75 60.9 73.2 74.9 Total 184.8 222.1 227.3 (full) 10‐year 50‐year 100‐year 10‐year 50‐year 100‐year Cell #1 9.667 7.75 600.63 606.84 608.11 608.76 60.0 72.3 74.9 Cell #2 10 7.75 600.63 606.84 608.11 608.76 62.1 74.8 77.5 Cell #3 9.667 7.75 600.63 606.84 608.11 608.76 60.0 72.3 74.9 Total 182.1 219.3 227.3 (full) Waterway Opening Area (ft2) Waterway Opening Area (ft2)Natural Water Surface Elevation Natural Water Surface ElevationCulvert Cell Width (ft) Height (ft) Invert Elev Waterway Opening Back‐Up Calculations Table 1. Existing Conditions Waterway Opening Calculations Table 2. Proposed Conditions Waterway Opening Calculations Invert ElevHeight (ft)Width (ft) Culvert Cell 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix A A-2: SUMMARY TABLES WATER SURFACE ELEVATIONSVILLAGE OF PLAINFIELD143RD STREET EXTENSION ‐ IL 59 TO IL 126Cross Section DescriptionHEC‐2 Model (ft)Base Model (ft)Difference (ft)HEC‐2 Model (ft)Base Model (ft)Difference (ft)HEC‐2 Model (ft)Base Model (ft)Difference (ft)14Unmapped FEMA Cross Section 610.36 610.66 0.30 612.15 612.20 0.05 613.09 613.12 0.0313Unmapped FEMA Cross Section 610.07 610.42 0.35 611.83 611.90 0.07 612.84 612.89 0.0512Unmapped FEMA Cross Section 608.68 609.87 1.19 611.50 611.55 0.05 612.66 612.66 0.0011FEMA XS E 608.36 609.76 1.40 611.42 611.47 0.05 612.62 612.62 0.0010Upstream of Culvert 608.02 609.46 1.44 610.77 610.83 0.06 611.82 611.82 0.009Downstream of Culvert 607.83 609.19 1.36 609.90 609.95 0.05 610.44 610.45 0.018FEMA XS D 607.93 609.27 1.34 610.14 610.15 0.01 610.44 610.44 0.00NOTE: ALL ELEVATIONS ARE RELATIVE TO NGVD 29 DATUMTABLE 1: HEC‐2 AND HEC‐RAS WATER SURFACE ELEVATIONS50‐YR100‐YR10‐YR WATER SURFACE ELEVATIONSVILLAGE OF PLAINFIELD143RD STREET EXTENSION ‐ IL 59 TO IL 126Cross Section DescriptionBase Model (ft)Existing Model (ft)Difference (ft)Base Model (ft)Existing Model (ft)Difference (ft)Base Model (ft)Existing Model (ft)Difference (ft)14Unmapped FEMA Cross Section 610.38 610.69 0.31 611.92 612.43 0.51 612.84 612.94 0.1013Unmapped FEMA Cross Section 610.14 610.49 0.35 611.62 612.22 0.60 612.61 612.72 0.1112.6Surveyed XS 12B‐‐609.93‐‐ ‐‐611.45‐‐ ‐‐611.68‐‐12.3Surveyed XS 12A‐‐608.19‐‐ ‐‐609.50‐‐ ‐‐610.94‐‐12Unmapped FEMA Cross Section 609.59 608.42‐1.17 611.27 609.97‐1.30 612.38 611.12‐1.2611FEMA XS E609.48 608.00‐1.48 611.19 609.70‐1.49 612.34 610.95‐1.3910Upstream Face of Culvert 609.18 606.27‐2.91 610.55 608.40‐2.15 611.54 610.02‐1.529Downstream Face of Culvert 608.91 606.57‐2.34 609.67 607.82‐1.85 610.17 608.45‐1.728FEMA XS D608.99 606.52‐2.47 609.87 607.88‐1.99 610.16 608.57‐1.59NOTES: ALL ELVATIONS RELATIVE TO NAVD 88 DATUM THE IL 59 STRUCTURE WAS UPDATED IN THE EXISTING MODEL TO REFLECT ITS RECONSTRUCTION.TABLE 2: BASE AND EXISTING WATER SURFACE ELEVATIONS50‐YR 100‐YR10‐YR WATER SURFACE ELEVATIONSVILLAGE OF PLAINFIELD143RD STREET EXTENSION ‐ IL 59 TO IL 126Cross Section DescriptionExisting Model (ft)Proposed Model (ft)Difference (ft)Existing Model (ft)Proposed Model (ft)Difference (ft)Existing Model (ft)Proposed Model (ft)Difference (ft)14Unmapped FEMA Cross Section 610.69 610.70 0.01 612.43 612.43 0.00 612.94 612.96 0.0213Unmapped FEMA Cross Section 610.49 610.50 0.01 612.22 612.21‐0.01 612.72 612.74 0.0212.6Surveyed XS 12B609.93 609.94 0.01 611.45 611.44‐0.01 611.68 611.73 0.0512.3Surveyed XS 12A608.19 608.26 0.07 609.50 609.53 0.03 610.94 611.07 0.1312Unmapped FEMA Cross Section 608.42 608.51 0.09 609.97 610.09 0.12 611.12 611.23 0.1111FEMA XS E608.00 608.13 0.13 609.70 609.84 0.14 610.95 611.07 0.1210Upstream of Culvert606.27 606.27 0.00 608.40 608.10‐0.30 610.02 609.88‐0.149Downstream of Culvert606.57 606.53‐0.04 607.82 607.74‐0.08 608.45 608.34‐0.118FEMA XS D606.52 606.52 0.00 607.88 607.88 0.00 608.57 608.56‐0.01NOTE: ALL ELVATIONS RELATIVE TO NAVD 88 DATUMTABLE 3: EXISTING AND PROPOSED WATER SURFACE ELEVATIONS50‐YR100‐YR10‐YR 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMEBER 2019 REVISED: DECEMBER 2020 Appendix B B-1: HYDRAULIC REPORT DATA SHEET Printed 12/21/20 Page 1 of 4 BBS 2800 (Rev. 02/25/13) Hydraulic Report Data Sheets Route 143rd Street P or D # D-91-407-09 Section 06-00040-00-FP PTB # - County Will County Exist SN 099-3364 Prop SN 099-3364 General Information 1. Stream name: West Norman Drain 2. Structure location: NW ¼ of the Plainfield Quadrangle ¼ of 3, Township 36 N, Range 9E of 3 P.M. 3. Hydraulic Report Prepared By: Consultant Crawford, Murphy, & Tilly Prime Sub District 4. Hydraulic Report Approval Authority: District – Post PDF of HR to BBS Hydraulics SharePoint Server BBS Hydraulics - Submit 2 hard copies of HR to BBS Hydraulics Site Design Data 5. Drainage Area (sq. mi.): 8.4 sq. mi 6. Highway Classification: Rural Principal Arterial Urban Minor Arterial Other Collector Local 7. Design Frequency: 30 yr 50 Yr. Other 8. Number of Waterway Information Tables (WIT): 1 If more than one, explain: Hydrologic & Hydraulic Analysis 9. Hydrology Modeling (check all that apply): USGS/Stream Stats FIS Gage Data Other 10. Hydraulic Modeling (check all that apply): a. Method: HEC-RAS WSPRO Other b. Manning's "n" values determined per IDOT Drainage Manual Chap. 5? Yes No If no, explain: c. Source of Starting WSE: FIS d. Non- IDOT encroachments in Survey? Yes No If yes, are they accounted for? Yes No e. Does a Tailwater Control exist? Yes No If yes, list: f. Were the Expansion/Contraction cones properly addressed? Yes No N/A If No or N/A, explain: Printed 12/21/20 Page 2 of 4 BBS 2800 (Rev. 02/25/13) g. What Expansion and Contraction Rates were used? Expansion: 2 (X:1) Contraction 1 (X:1) IDNR – OWR Floodway Permit 11. Is area experiencing urbanization or expected to urbanize within 10 years? Yes No (Rural) 12. Are there any sensitive flood receptors located upstream within possible backwater influence? Yes No If yes, list and describe critical upstream flood damageable properties and their elevations. 13. Is there any History of Flooding or Overtopping problems? Yes No Sources & dates of Observed Highwater: Historical Flooding shows the 1954 flood at 606.76 at IL Route 59 and 143rd Street. HWEs were surveyed in 2008 to be 605.3 at the downstream side of IL Route 59 and 605.5 on the downstream side of the 143rd Street. 143rd Street was not flooded at these elevations. 14. Is the structure hydraulically connected to or within the floodway of an IDNR-OWR designated Public Body of Water? No Yes. OWR 3704 Rules apply. 15. Required IDNR - OWR Permit type: Individual 3700 SWP #2 SWP #12 Floodway 3708 None Other Proposed Structure Data 16. Project Scope (check all that apply): a. Complete Replacement b. Superstructure Replacement c: Superstructure Widening; Length of Pier Extension in the water: U/S D/S d. Bridge Culvert Three-sided Bridge e. New Alignment f. Work Planned Below Q100 HWE? Yes No g. Profile Raise 17. If a bridge is proposed, supply: Flow line elevation (ft): Abutment type: Preliminary low beam elevation (ft): Skew (degrees): Width of deck (ft): Number of spans: Total length from face to face of abutment (ft) 18. If a culvert is proposed, supply: Type and size: 2 9.667'x8' and 1 10’x8’ Length (ft): 110'-1⅜" Upstream invert elevation (ft): 600.38 Entrance type: Flared Wingwalls Downstream invert elevation (ft): 598.48 Skew (degrees): 0⁰39'44" Note: Upstream and downstream elevations should reflect the elevations before the standard 3” drop (or other embedment) is applied 19. If a three-sided structure is proposed, supply: U/S Flow line elevation (ft): Skew (degrees): Span (ft): Length (ft): Height (ft): Number of 20. a. Is the IDOT Clearance Policy met? Yes No NA Value (ft): b. Is the IDOT Freeboard Policy met? Yes No NA Value (ft): 3.42’ 21. Type of streambed soil : Clay Silt Sand Loam Silty Clay over Sand/Gravel Printed 12/21/20 Page 4 of 4 BBS 2800 (Rev. 02/25/13) Hydraulic Report Checklist The District or Consultant should complete the following checklist before submitting the Hydraulic Report for approval. 1. Title Page 2. Table of Contents 3. Narrative - (as outlined in Section 2-601.01 Item #3) 4. Waterway Information Table (WIT) - (as outlined in Section 2-601.01 Item #4) 5. Hydraulic Report Data Sheets 6. Location Map - should show the subject structure along with nearby location defining landmarks (cities, roads, highways, nearby structures over same stream, etc.) 7. USGS Hydrologic Atlas (historical data available on selected streams- District 1 only) 8. Photographs - (Minimum: U/S & D/S structure faces, U/S & D/S channel, U/S & D/S roadway across structure) 9. Hydrology (map, calculations and related exhibits) 10. Streambed Profile 11. Roadway Profile (existing and proposed) 12. Cross Section Plots - with plan layout preferably overlayed upon an aerial photo with the contours 13. Bridge Opening Plots 14. Natural Condition Analysis When HEC-RAS modeling is being used, ALL Plans (Natural, Existing, & Proposed) shall be included in ONE Project File. 15. Existing Condition Analysis 16. Proposed Condition Analysis 17. Scour Analysis – Existing and Proposed Conditions 18. Compensatory Storage Calculations (if required- District 1 only. Include permit summary form and related attachments. ) 19. Survey Notes (if available, CADD plot of survey points. No Electronic Point Files) 20. EWSE Data - (per Section 2-402.06) 21. Correspondence Notes 22. CD with Project Files (Include pdf copy of the Hydraulic Report and working files for the hydrology and hydraulic analyses.) 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix C C-1: AERIAL LOCATION MAP 143RD STREET BOX CULVERTS IL ROUTE 59 BRIDGE B C 500.0000 ' / in.Alec SeryWND_Aerial_Photo.dgn Default 1"=250'6/1/2020 (10:39:11 AM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_color.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..0 250 500 750 SCALE IN FEET AERIAL LOCATION MAP A WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 06/01/2020 507 508 509 510+00 511 512 513 514 515+00 516 517 518 519 520+00 521 522 523 524 525+00 526 527 528 529 530+00 531 532 533 534 535+00 536 537 538 539 540+00 541 542 543 544 545+00 546 547 548 549 550+00 551 552 553 554 555+00 556 557 558 559 560+00 561 562 563 564 565+00 566 567 568 569 570+00 571 572 573 574 SENSITIVE FLOOD RECEPTORS LOCATION 612.0 614.0 612.0 C B A ELEVATION NAVD88 CRITICAL FLOODING DOWNSTREAM FT UPSTREAM OR 611.22 611.90 609.10 308 78 203 PLAINFIELD IL, 60544 14110 IL-59 C PLAINFIELD IL, 60544 24210 W 143RD ST B PLAINFIELD IL, 60544 22629 W 143RD ST A FIS 100-YEAR WSE CORRECTED DUPAGE RRIVEREAST NORMAN DRAINDRAIN WEST NORMAN  Copyright CMT,License No. 184-000613 NAPERVILLE ROADPROPOSED 143RD STREET ILLINOIS ROUTE 126ILLINOIS ROUTE 59EX 143RD STREET 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix C C-2: USGS QUADRANGLE MAP MATCHLINE MATCHLINE QUADRANGLEPLAINFIELDQUADRANGLENORMANTOWNQUADRANGLEPLAINFIELDQUADRANGLENORMANTOWNDUPAGE RIVER IL ROUTE 59 D/S STR. WEST NORMAN DRAIN IL ROUTE 59 U/S STR. WEST NORMAN DRAIN 143RD STREET U/S STR. == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_color.tbl==USER NAME DIRECTORYL:\Plainfield\0524203\Draw\Exhibit\hydraulic report\..40.0000 ' / in.Jeremy Metzhydraulic report usgs location map exhibit.dgn Default 112/18/2019 (9:08:09 AM) LOCATION CULVERT EXT. PROPOSED USGS QUADRANGLE LOCATION MAP 12/10/2019 WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - -  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix D D-1: FIS/FIRM DATA 143rd Street Culvert 143rd Street Culvert500-yr: 614.4 100-yr: 612.3 50-yr: 611.1 10-yr: 608.1 7DEOH 6XPPDU\RI'LVFKDUJHV FRQWLQXHG Peak Discharges (cubic feet per second) Flooding Source Drainage Area 10-Percent- 2-Percent- 1-Percent- 0.2-Percent- and Location (square miles)Annual-Chance Annual-Chance Annual-Chance Annual-Chance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ertical Datum All FISs and FIRMs are referenced to a specific vertical datum. The vertical datum provides a starting point against which flood, ground, and structure elevations can be referenced and compared. Until recently, the standard vertical datum in use for newly created or revised FISs and FIRMs was the National Geodetic Vertical Datum of 1929 (NGVD29). With the completion of the North American Vertical Datum of 1988 (NAVD88), many FIS and FIRMs are being prepared using NAVD88 as the referenced vertical datum. Flood elevations shown in this FIS Report and on the FIRMs are referenced to NAVD88. These flood elevations must be compared to structure and ground elevations referenced to the same vertical datum. For information regarding conversion between NGVD29 and NAVD88 or other datum conversion, visit the National Geodetic Survey website at www.ngs.noaa.gov. Effective information for this FIS was converted from NGVD29 to NAVD88 based on data presented in Figure 3 and Table 11a. Computations show a single average conversion factor of -0.284 feet (NGVD 29 – 0.284 = NAVD 88) for the county. The conversion factor was applied uniformly across the county, with the exception of the Des Plaines River and Kankakee River, and was used to prepare the Floodway Data Tables, Stillwater Elevations Table, Flood Profiles, and FIRMs. The countywide conversion factor could not be used for the Kankakee River or the Des Plaines River since the studied portion of the streams are located in two counties and the average conversion factor determined for each county differs from the other. The multiple conversion factors (stream-by-stream) method was applied to the Kankakee River and the Des Plaines River (upstream of Brandon Road Lock and Dam). For the stream-by-stream method, each studied stream is assigned an average conversion factor based on the conversion factors at three points along the stream. These results are shown in Table 11b. The cross section specific conversion factor (cross section-by-cross section) method was applied to the Des Plaines River downstream of Brandon Road Lock and Dam for Will County. The cross section specific conversion factor method is applied to all reaches of the Illinois River (to include the Des Plaines River downstream of Brandon Road Lock and Dam) for consistency within the state. The data presented in the Upper Mississippi River System Flow Frequency Study (Reference 35) were incorporated into this FIS and associated FIRMs. This information was converted to NAVD 88 based on data presented in Table 11c. A conversion factor was calculated using the latitude and longitude of each Illinois River cross section. The conversion factor for each cross section was used to prepare the new Illinois River (to include the Des Plaines River downstream of Brandon Road Lock and Dam Floodway Data Tables, Flood Profiles, and FIRMs. Excperts from LOMR Excperts from LOMR Excperts from LOMR Excperts from LOMR Excperts from LOMR Excperts from LOMR Excperts from LOMR Excperts from LOMR 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix D D-2: SITE PHOTOGRAPHS WEST NORMAN DRAINSOUTHERN FACE OF BOX CULVERTS AT 143RDSTREET LOOKING NORTHAugust 14, 2019 WEST NORMAN DRAIN - NORTHERN (UPSTREAM) FACE OF BOX CULVERTS AT 143RD STREET LOOKING SOUTHAugust 14, 2019 WEST NORMAN DRAINEASTERN FACE OF ROUTE 59 BRIDGE LOOKING WEST NORTH SIDE OF WEST NORMAN DRAIN EAST OF ROUTE 59 LOOKING EAST WEST NORMAN DRAIN MEANDER WEST NORMAN DRAINSOUTHERN FACE OF BOX CULVERTS AT 143RDSTREET LOOKING NORTH WEST NORMAN DRAINSOUTHEAST SIDE OF BOX CULVERTS AT 143RDSTREET LOOKING SOUTH WEST NORMAN DRAINUPSTREAM FACE OF BOX CULVERTS AT 143RDSTREETLOOKING SOUTH WEST NORMAN DRAINNORTHEAST SIDE OF BOX CULVERTS AT 143RDSTREETLOOKING NORTHWEST WEST NORMAN DRAIN FLOODING SEPTEMBER 15, 2008 9:45 a.m.EAST SIDE OF IL ROUTE 59 SOUTH OF 143RDSTREET.LOOKING EAST WEST NORMAN DRAIN FLOODINGSEPTEMBER 15, 2008 10:00 a.m.EASTERN FACE OF IL ROUTE 59 BRIDGE LOOKING SOUTH WEST NORMAN DRAIN FLOODINGSEPTEMBER 15, 2008 10:00 a.m.EASTERN FACE OF IL ROUTE 59 BRIDGE LOOKING EAST WEST NORMAN DRAIN FLOODINGSEPTEMBER 15, 2008 10:15 a.m.WESTERN FACE OF IL ROUTE 59 BRIDGE LOOKING WEST WEST NORMAN DRAIN FLOODINGSEPTEMBER 15, 2008 10:30 a.m.SOUTH SIDE OF 143RDSTREET BOX CULVERTS LOOKING SOUTH NorthPlainfield Naperville RdLake Pl143rd StreetDuPage RiverJuly 19 1996 FloodDuPage River north of143rd StreetWeller Dr 135th Street andPlainfield-NapervilleRoad Lake Place andPlainfield-NapervilleRoad Plainfield-NapervilleRoad and ComEdIntersection 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix D D-3: HISTORICAL FLOODING Village of Plainfield Illinois Route 59 to Illinois Route 126 Historical Flooding Exhibit F Normantown Quadrangle - Hydrologic Investigations Atlas 210 - 1966 Plainfield Quadrangle - Hydrologic Investigations Atlas 228 – 1966 Normantown Quadrangle - Hydrologic Investigations Atlas 210 – 1966 143rd Street Water Surface El. 607.0 (NGVD 1929) 1$9' IL Rte. 59 Water Surface El. 607.0 (NGVD 1929) 1$9' 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix E E-1: ROADWAY PROFILE U 0380 SECTION COUNTY ILLINOIS FED. AID PROJECT WILL TOTAL SHEETS SHEET NO.RTE. 06-00040-00-FP CONTRACT NO. SCALE: PROFILESURVEYEDPLOTTEDGRADES CHECKEDB.M. NOTEDSTRUCTURE NOTAT'NS CH'KDBYDATENOTE BOOKNO.SURVEYEDPLOTTEDBYDATENOTE BOOKNO.PLANALIGNMENT CHECKEDRT. OF WAY CHECKEDCADD FILE NAME=USER NAME 100.0000 ' / in.=PLOT SCALE 6/2/2020 (1:16:16 PM)=PLOT DATE DESIGNED REVISED REVISED REVISED REVISED DATE DRAWN CHECKED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 06/02/2020 DefaultL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..FILE NAME:MODEL:DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS 630 625 620 615 610 605 600 595 590 585 100.0000 ' / in. sht01_07.11_Roadway_Profile.dgn Default 11"=50'6/2/2020 (1:16:16 PM) = =PLOT DRIVERPEN TABLEPDF_Screen.pltcfgILDOT_Black.tbl==2 ROADWAY PROFILE WEST NORMAN DRAIN HYDRAULIC REPORT PR PGL EX PGL PR PGL EX PGL PR PGL EX PGL STA. 52+19.86 â„„ E STA. 506+05.00 â„„ PR ELEVATION 617.05VPI STA. 51+92.94-0.44%-0.12% -0.12%ELEVATION 617.07VPI STA. 51+74.63-0.27%ELEVATION 617.57-0.27%VPI STA. 49+90.56-0.40%618.06VPI STA. 507+72.74-0.56%ELEVATION 616.00-0.71%ELEVATION 612.69-1.69%-0.71% 164.41' V.C. K = 167 +56.63 EL. 613.27+21.04 EL. 611.30+21.04 EL. 611.30ELEVATION 608.82+0.92%VPI STA. 514+67.06-1.69% 292.03' V.C. K = 112 +13.07 EL. 610.16+0.92%-1.45%ELEVATION 610.46VPI STA. 516+45.38℄ ILLINOIS ROUSTA. 516+45.96+85.38 EL. 609.8852+0051+5051+0050+5050+0049+50 617.14617.28617.41617.55617.74617.94616.68616.40616.12506+50 507+00 507+50616.65616.41616.14506+00616.96615.80508+00615.80615.45615.09508+50 509+00615.46615.16614.74614.38614.03613.67613.32509+50 510+00 510+50 511+00 511+50614.78614.39614.05613.65613.26612.91612.35611.64610.84512+00 512+50 513+00 513+50612.75612.22611.55610.93610.24514+00610.38514+50 515+00 515+50 516+00 516+50 517+00609.86609.70609.76610.05610.39609.68514+50 515+00 515+50 516+00 516+50 517+00609.94609.69609.51609.63610.66609.50625 620 615 605 610 585 600 590 595 630 616.94VPI STA. 512+38.83PR WEST NORMAN DRAIN CULVERT EXTENSION PR PGL EX PGL EX PGL PR PGL STA. 526+08.22EL. 617.40K = 91 237.80' V.C.VPI STA. 518+04.28ELEVATION 608.15+1.15%-1.45%+23.18 EL. 609.52+55.67 EL. 619.10ELEVATION 621.05VPI STA. 529+26.07K = 160 340.80' V.C. -0.98%+1.15% BRIDGE OMISSION +1.15%+96.47 EL. 619.38517+00 517+50 518+00 518+50 519+00 519+50609.68609.17608.94608.97609.28609.83517+00 517+50 518+00 518+50 519+00 519+50609.50611.85612.07612.31612.28612.16610.40520+00611.86520+50 521+00 521+50 522+00 522+50 523+00 523+50 524+00 524+50 525+00 525+50610.98611.55612.13612.70613.28613.85614.43615.00615.58616.15616.73520+50 521+00 521+50 522+00 522+50 523+00 523+50 524+00 524+50 525+00 525+50611.32611.28610.93610.94610.86610.45609.43609.19604.78603.96603.35617.30526+00602.78526+50 527+00 527+50 528+00 528+50 529+00 529+50 530+00 530+50 531+00 531+50617.88618.45619.03619.54619.90620.10620.15620.04619.77619.35618.86526+50 527+00 527+50 528+00 528+50 529+00 529+50 530+00 530+50 531+00 531+50599.92600.92602.31595.29597.33599.26600.21601.57598.78596.02595.53618.37532+00596.83FLOODPLAIN FLOODPLAIN  Copyright CMT,License No. 184-000613 630 625 620 615 610 605 600 595 590 585 100.0000 ' / in. sht02_07.11_Roadway_Profile.dgn Default 21"=50'6/2/2020 (1:17:34 PM) = =PLOT DRIVERPEN TABLEPDF_Screen.pltcfgILDOT_Black.tbl==2 ROADWAY PROFILE WEST NORMAN DRAIN HYDRAULIC REPORT618.37532+00596.83532+50 533+00 533+50 534+00 534+50 535+00 535+50 536+00 536+50 537+00 537+50617.88617.39616.90616.41615.92615.43614.94614.45613.96613.47613.05532+50 533+00 533+50 534+00 534+50 535+00 535+50 536+00 536+50 537+00 537+50598.24601.71600.70598.61602.31603.54604.57604.73607.69611.34611.23612.89538+00611.62538+50 539+00 539+50 540+00 540+50 541+00 541+50 542+00 542+50 543+00 543+50613.00613.40614.07614.82615.55616.01616.12615.87615.50615.12614.75538+50 539+00 539+50 540+00 540+50 541+00 541+50 542+00 542+50 543+00 543+50612.06612.71613.49614.79613.97613.82615.33616.63616.29615.71615.27614.45544+00614.81544+50 545+00 545+50 546+00 546+50 547+00614.33614.37614.58614.86615.14615.42544+50 545+00 545+50 546+00 546+50 547+00614.13609.32609.37613.33615.86607.94 U 0380 SECTION COUNTY ILLINOIS FED. AID PROJECT WILL TOTAL SHEETS SHEET NO.RTE. 06-00040-00-FP CONTRACT NO. SCALE: PROFILESURVEYEDPLOTTEDGRADES CHECKEDB.M. NOTEDSTRUCTURE NOTAT'NS CH'KDBYDATENOTE BOOKNO.SURVEYEDPLOTTEDBYDATENOTE BOOKNO.PLANALIGNMENT CHECKEDRT. OF WAY CHECKEDCADD FILE NAMEAlec Sery=USER NAME 100.0000 ' / in.=PLOT SCALE 6/2/2020 (1:17:34 PM)=PLOT DATE DESIGNED REVISED REVISED REVISED REVISED DATE DRAWN CHECKED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 06/02/2020 DefaultL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..FILE NAME:MODEL:DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PR PGL EX PGL PR PGL EX PGL STA 535+62.27EL. 614.82+15.57 EL. 613.32223.20' V.C. K = 90 ELEVATION 612.22+1.50%-0.98%VPI STA. 538+27.17℄ NAPERVILLESTA. 540+04+57VPI STA. 541+13.50ELEVATION 616.52-0.75%+1.50% K = 70 157.50' V.C.+34.75 EL. 615.34+92.25 EL. 615.93+49.77 EL. 614.75K = 150 196.50' V.C.VPI STA. 544+48.02ELEVATION 614.01+0.56%-0.75%+46.27 EL. 614.56-0.98% BRIDGE OMISSION +38.77 EL. 613.90FLOODPLAIN  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix E E-2: CULVERT OPENING PLOTS MATCHLINE STA. 508+00.00MATCHLINE STA. 514+00.00600 605 610 615 620 625 600 605 610 615 620 625 == = =PLOT DRIVERPEN TABLEPDF_Screen.pltcfgPlainfield_PlnPrf.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\Exhibits for Drainage Reports\..40.0000 ' / in.Alec SeryD1143-sht-plnprf_CulvertOpening.dgn Default 1"=20'508+00 514+00 CMC MJW MJW 6/17/2020 (6:07:00 PM) 143RD STREET CULVERT OPENING WEST NORMAN DRAIN HYDRAULIC REPORT PROPOSED CULVERT EXTENSION 100-YR FLOODPLAIN BOUNDARY 10-YR FLOODPLAIN BOUNDARY 100-YR FLOODPLAIN BOUNDARY 10-YR FLOODPLAIN BOUNDARY FLOODWAY BOUNDARY FLOODWAY BOUNDARY FLOODWAY BOUNDARY FLOODWAY BOUNDARY ONLYONLY 508 PC Sta 508+36.59 509 510+00 PT Sta 510+89.05PI Sta 509+62.83 511 512 513 514 RAVAGO #24210 VINTAGE TECH RECYCLERS, INC #14104 0 20 SCALE IN FEET 40 60 143RD STREET / US ROUTE 30 CULVERT EXTENSION FOR WEST NORMAN DRAIN PR ROW PI STA. = 509+62.83 R = 8,600.00' T = 126.24' L = 252.46' E = 0.93' P.C. STA. = 508+36.59 P.T. STA. = 510+89.05 143RD STREET CURVE 2 e = N/A T.R. = NO S.E. S.E. RUN = N/A 8'6'24' 57' 35' 95' AGG HMA 10'DESIGN SPEED = 45 20' 20' CULVERT EXTENSION FOR WEST NORMAN DRAIN EX STR 099-3364 12'12'12'12'12'11'12'12'PR GUARDRAIL PR SB-6.06 RAISED MEDIAN PR GUARDRAIL 70'PR SB-6.12 RAISED MEDIAN 2.5'9'9'24'4.5'9'PR TYPE 2 TERMINAL PR PGL EX PGLVPI STA. 512+38.83ELEVATION 612.69-0.71%-1.69% 164.41' V.C. K = 167 SSD = 757'+56.63 EL. 613.27+21.04 EL. 611.30+21.04 EL. 611.30-0.71% 292.03' V.C. K = 112 610.38610.93611.55612.22612.75613.26613.65614.05614.39614.78615.16615.46615.80508+00 508+50 509+00 509+50 510+00 510+50 511+00 511+50 512+00 512+50 513+00 513+50 514+00615.80615.45615.09614.74614.38614.03613.67613.32612.91612.35611.64610.84610.2404/30/2020 WILL06-00040-00-FP0380 U. 24 SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOISPROFILESURVEYEDPLOTTEDGRADES CHECKEDB.M. NOTEDSTRUCTURE NOTAT'NS CH'KDBYDATENOTE BOOKNO.SURVEYEDPLOTTEDBYDATENOTE BOOKNO.PLANALIGNMENT CHECKEDRT. OF WAY CHECKEDCADD FILE NAME =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN DATE F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - = = FILE NAME MODEL NAME 10-YR FLOODPLAIN BOUNDARY 100-YR FLOODPLAIN BOUNDARY 10-YR FLOODPLAIN BOUNDARY EX ROW EX ROW EX ROW10'PR ROW 30'20' PR EASE PR TEMP EASE PR TEMP EASE PR EASEPR EASEPR EASEPR B-6.24 CURB & GUTTER PR B-6.24 CURB & GUTTER WE S T NOR MAN DRAI NFUTURE MULTI-USE PATH FUTURE MULTI-USE PATH PR â„„ 143RD S EX EASE EX ROW EX EASE+02C.E.+77C.E.280' STORAGE 225' STORAGE 200' TAPER (1:17) 200' TAPER (1:17) PR TYPE 2 TERMINAL PR TYPE 1 TERMINAL TYPE 2 TERMINAL CORRIDOR COMED TRANSMISSION CORRIDOR COMED TRANSMISSION  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix E E-3: EXISTING STRUCTURE DRAWINGS (596.74') (16.47')(16.47') (20.01') Total Span = 59.8' face to face (608.27')(607.28') (74.82') (24.13')(26.55') (24.13') 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix E E-4: PROPOSED 143rd STREET BOX CULVERT EXTENSION PLANS NB A A IncreaseStationsSkew to 9'-10"Var. 9'-8"Painted Median " Out-to-Out Existing Headwalls8378'-10 " Out-to-Out Headwalls83110'-1 PLAN ℄ 143rd S 9'-8"10"10"2'-2"to 2'-2"Var. 1'-11"¡ Culvert 10'-0"1'-0" 1'-0" 1'-0"1'-0" Headwall "8 15'-6 5'-6" B 0°39'44" typ. 1:2Limits of Existing Structure±35'-3"Elev. 613.74 Sta. 510+90.75 ℄ Cu Flow typ. 135°0'0"Ex ROW9"9"9"9"10'-7"11'-2"10'-7"Ex ROWto 11'- Var. 13'- to 30'- Var.28'- EB RdwyWB Rdwy 24'-9" Extension to 7'- Var. 9'- 6'-6" Extension 18'-0" to 11'- "4111'-6 LONGITUDINAL SECTIONEX ROWEX ROW" Out-to-Out Headwalls83110'-1 2.0% * * D.H.W. Elev. 609.9 1'-0" "4139'-11"8138'-11 "2111Elev. 600.28 Existing Invert Existing Gas Line Existing Sanitary Sewer Existing Electrical Line Line Telephone Existing 2.0%2.0% Median Painted 1.74%8'-0"Existing Invert Elev. 598.93 to 11'- Var. 13'- ℆ 143rd S 2.0% (Looking East) Existing Water Line US ¥ Elev. 600.63 US Invert Elev. 600.38 1:2 9"10"1'-0"1:21'-0"10"WB Rdwy to 20'- Var. 19'- 2'-7" C&G to 30'- Var. 28'- EB Rdwy 5'-0" 1'-0" 598.48Elev. DS Invert"872'-724'-9" Extension 2'-7" C&G 9"3'-0"Elev. 598.73 DS E to 11'- "4 1Var. 11'-6 Extension 6'-6" to 7'- "4 1Var. 9'-7 PGL 18'-0" N Allow 50 psf for future wearing surface. Stone Riprap Class A5 Stream flow line Existing Sanitary Sewer Existing Watermain Line Existing Aerial Line Existing Gas Line Existing Electrical Line Existing Telephone Line * Slab thickness may be refined in final design LOADING HS20-44 DESIGN SPECIFICATIONS LEGEND SECTION THRU BARREL LOCATION SKETCH 10Napervill e Rd.River IL. Rte. 59Dupage9 34 Twp. 36NRange 9E - 3rd. PM Proposed StructureBedding Class A5 Stone Riprap, 1'-0"9"SECTION B-B SECTION A-A PROFILE GRADE 9"22"8"3'-8"5'-6" Culvert Extension Existing Culvert 1'-0" Filter Fabric IL 126 Bolts, typ. " Ï• Expan43 (FAU Route 0380 - 143rd Street) for Highway Bridges, 17th Edition, 2002 AASHTO Standard Specifications VPT Sta. 507+72.74VPC Sta. 511+56.64Elev. 616.00Elev. 613.27-0.71% 9"9"9"9" Joint, typ. Construction 10'-7"11'-2"10'-7" 35'-4"typ.6"9"10"* * *9'-7"site, DS end Phoebe nesting8'-0"Proposed Guardrail Boring Location P.I. STA. = 509+62.83 R = 8,600.00' T = 126.24' L = 252.46' E = 0.93' P.C. STA. = 508+36.59 P.T. STA. = 510+89.05 CURVE DATA DESIGN STRESSES fy = 60,000 psi (reinforcement) f'c = 3,500 psi NEW CONSTRUCTION EXISTING STRUCTURE HIGHWAY CLASSIFICATION Posted Speed: 40 m.p.h. Design Speed: 45 m.p.h. ADTT:1,956 (2018); 3,295 (2050) DVH: 1,823 (2050) ADT: 11,134 (2018); 19,500 (2050) Functional class: Minor Arterial Route: FAU 0380 - 143rd Street Prop. Curve PRCL_143_3 S.E. = None fy = 65,000 psi (welded wire fabric) fy = 60,000 psi (reinforcement) f'c = 5,000 psi (precast) f'c = 3,500 psi (cast-in-place) BM 1: BENCHMARK EXISTING STRUCTURE No precast alternate is allowed. No Salvage. Traffic is to be maintained at all times. length of the culvert is 78'-10Æ„" out-to-out headwal segments with cast-in-place end sections and wingwalls. The 8'-0" box culvert. The culvert consists of precast concrete S.N. 099-3364, was built in 2006 as a triple barrel 10'-0" x "8138'-11 "4139'-11 "4139'-11 CB-002 CB-001 2'-7" C&G, B-6.24 5'-0" to 20'- Var. 19'- 2'-7" C&G, B-6.24 STRUCTURE NO. 099-3364 STA. 510+90.75 WILL COUNTY FAU ROUTE 0380 - SECTION 06-00040-00-FP 143RD STREET OVER WEST NORMAN DRAIN GENERAL PLAN AND ELEVATION Proposed Bicycle RailingBicycle Railing E.W.S. Elev. 602.8 Off. 76.60' Rt. Sta. 511+44.00 CB-005 Drainage Area = 8.4 sq. mi.Prop. Low Grade Elev. 613.30 ft. @ Sta. 511+55 Exist. Low Grade Elev. 613.26 ft. @ Sta. 511+55 Flood Yr. Freq. C.F.S. Q Opening Sq. Ft. Exist.Prop.H.W.E. Nat. 10 1,230 607.0 608.21,99050Design Base 100 2,380 609.5 329 340 3,250 610.2 WATERWAY INFORMATION TABLE Max. Calc.500 3,600 610.5 OVT(E) OVT(P) 184.8 222.1 227.3 227.3 227.3 227.3 182.1 219.3 227.3 227.3 227.3 227.3 610.2 Exist. Head - Ft. Prop. Headwater El. Exist.Prop. 0.8 607.7 607.8 609.8609.71.61.5 2.3 2.4 611.8 611.9 614.0613.9 3.7 3.8 613.9 614.0 0.7 3.8 3.9 614.3 614.4 3.7 3.8 Sta. 511+24.25, Offset 23.58' Lt., Elev. 610.82. PK nail in shoulder at northeast corner of culvert. 3,230 MODEL NAME = USER NAME = 1 19.9999 ' / in. 12/18/2020 (11:50:16 AM) Michael Boehm Default WILL06-00040-00-FP0380 U. 12/10/2020 143RD STREET CULVERT OVER WEST NORMAN DRAIN 306 1 JTH MAC DH GENERAL PLAN AND ELEVATIONL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Structures\CADD_Sheets\TSL\Sht_TSL_143rd Culvert_GPE.dgn WILL06-00040-00-FP0380 U. MODEL NAME = USER NAME = 12/04/2020 SECTION COUNTY ILLINOIS FED. AID PROJECT 310 TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - -  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix F F-1: DETAILED CROSS SECTION LOCATION MAP 599.9915 ' / in.Michael BoehmWND_Detailed_Cross Section_Location_Map.dgn Default 1"=300'7/27/2020 (1:19:31 PM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_Color_Black_Contours.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..DETAILED CROSS SECTION LOCATION MAP WEST NORMAN DRAIN HYDRAULIC REPORT WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 07/16/2020 620 620 620 620 620 620620 620 620 620 620 620 620 620 620 620 620 620 620 620 620 620 620 620 620620 620620 620 610 610 610 610 610 610 620 630 630 620 620 620 640 620 630 620 620 620620 620 620 620 620 620620 620 620 620 620 620 620 620 620 620 620 620 620 620 620620 620 620 620 620620 620 620 620 620 620 620 620 620 620 620 620 620 620 620 620620 620 620 620 620 620 620620 620620 620 620 630 630 630 630630 600600 600 600 600 600 600 600 600 600 600 600600 600600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 610610 610 610 610 610 610 610 610 610 610 610 610 610610 610 610 610 610 610 610 610610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610 610 610610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610 610 610 610 610 610 610 610 610 610 610610 610 600 600 600 600 600600 600 600600 600600 600 600 600 600 600 610 620 620620 620 620 630 620 600 600 600 600 600 600 600600600 600 600 600 600 600 600 600 600 600 600 600600 600 600600 600 600 600 620 600 620 620 620 620 620 620 620 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 620 620 620 620 620 620 620620620 620 620620 620 620 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610 610 610 610 610 610 610 610610 610 610 610 600 600 600 600 600 600 600 600 600 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610610 610 610 610 610 610 610610 620 610 610610 610 620620 620 620 620 620 620 620 620 620 620620620 620 620 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610610610 610610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610610 610 610 610 610 610 610 610 610 610 610 610 610610610610610 610 610610610 610 610 610 610 610 610 610 610 610 610 610610 610 610 610 610 610 610 610 610 620 620 620 620 620 620 620 620 620 620 620 620 620 620620 620 620 620 620 620 620 620 620 620 620 620 620 620 620 620620 620 620 620 620 620 620 620 620 620620 620 620 620 620 620620620 620 620 620 620620 620620 620620 620 620620 620 620 600 600 600 600 600 600600 600 600 600 600 600 600 600 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 600 600600 600 600 600600 600 600 600 600 600 600 600 600600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 610 610 610 600 600 600 600 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610610 610610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 610 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600600 600 600 600 610 610 610 610 610 610 610 610 610 610 610 610 610610 620620 620 620 620 620 620 620 630 600 600 600 600 600 600600 600 600 600 600 600 600 600600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 600 620 620 620620 620 620 620 620 620 620 620 610 600 600 600 600 600 600 600 600 610 610 600 610 610 610 610 610 610 600 600 600 600 600 600600 600 600ONLY ONLY ONLYONLYONLY ONLYONLYONLY ONLY ONLY ONLYONLY ONLY ONLY ONLYONLYONLY ONLY ONLY ONLYONLY ONLY ONLY ONLY ONLYONLYONLYONLY ONLY ONLY ONLY DECK CROSS SECTION 1:10300600900 SCALE IN FEET ILLINOIS 59 ILLINOIS 59 ILLINOIS 126 77' U.S. FROM CULVER 129' U.S. FROM CULVER 479' U.S. FROM CULVER 1079' U.S. FROM CULVER 1224' U.S. FROM CULVER 1346' U.S. FROM CULVER 1498' U.S. FROM CULVER 1920' U.S. FROM CULVER 2341' U.S. FROM CULVER 2538' U.S. FROM CULVER 2800' U.S. FROM CULVER 77' D.S. FROM CULVER 164' D.S. FROM CULVER 971' U.S. FROM CULVER 522' U.S. FROM CULVER 617' D.S. FROM CULVER 1,095' D.S. FROM CULVER SURVEYED CROSS SECTION 06-0.44 SURVEYED CROSS SECTION 07-0.55 FEMA CROSS SECTION 08-0.65 SURVEYED CROSS SECTION 09-0.66 SURVEYED CROSS SECTION 10-0.68 FEMA CROSS SECTION 11-0.69 FEMA CROSS SECTION 12-0.76 SURVEYED CROSS SECTION 12A-0.77 SURVEYED CROSS SECTION 12B-0.85 FEMA CROSS SECTION 13-0.87 FEMA CROSS SECTION 14-0.9 FEMA CROSS SECTION 15-0.93 FEMA CROSS SECTION 16-0.96 FEMA CROSS SECTION 18-1.04 FEMA CROSS SECTION 17-0.99FEMA CROSS SECTION H-1.08 FEMA CROSS SECTION 19-1.05 D UPA GE RIVER DU PAG E RIVER WEST NORMAN DRAINWEST NORMAN DRAIN Copyright CMT,License No. 184-000613 US-30 / W 143RD ST NAPERVILLE RD VILLAGE OF PLAINFIELD143RD STREET EXTENSIONWEST NORMAN DRAIN HYDRAULIC REPORT14Unmapped FEMA XS0.90 145 FT 1224 FT13Unmapped FEMA XS0.87 108 FT 1079 FT12.6 (12B)Added Surveyed XS0.85 449 FT 971 FT12.3 (12A)Added Surveyed XS0.77 43 FT 522 FT12Unmapped FEMA XS0.76 350 FT 479 FT11FEMA XS E0.69 52 FT 129 FT10Surveyed XS Replacing Unmapped FEMA XS 0.68 152 FT 77 FT143 Street Culvert0.67‐‐‐‐9Surveyed XS Replacing Unmapped FEMA XS 0.66 87 FT 77 FT8FEMA XS D0.65 453 FT 164 FT7Surveyed XS Replacing FEMA XS C0.55 478 FT 617 FT6Added Surveyed XS0.44 50 FT 1095 FT5.6Renamed Unmapped FEMA XS0.43 80 FT 1145 FTIL 59 Bridge0.42‐‐‐‐5Unmapped FEMA XS0.41 80 FT 1225 FTReach LengthDistance to 143rd St StructureDescriptionTable 1: Existing/Proposed Model Detailed Cross Section Summary.Existing and Proposed Model Cross SectionRiver Station (mi) 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix F F-2: STREAMBED PROFILE U 0380 SECTION COUNTY ILLINOIS FED. AID PROJECT WILL TOTAL SHEETS SHEET NO.RTE. 06-00040-00-FP CONTRACT NO. SCALE: PROFILESURVEYEDPLOTTEDGRADES CHECKEDB.M. NOTEDSTRUCTURE NOTAT'NS CH'KDBYDATENOTE BOOKNO.SURVEYEDPLOTTEDBYDATENOTE BOOKNO.PLANALIGNMENT CHECKEDRT. OF WAY CHECKEDCADD FILE NAMEMichael Boehm=USER NAME 20.0013 ' / in.=PLOT SCALE 9/1/2020 - 9:36:22 AM=PLOT DATE DESIGNED REVISED REVISED REVISED REVISED DATE DRAWN CHECKED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 06/02/2020 DefaultL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..FILE NAME:MODEL:DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS = =PLOT DRIVERPEN TABLEpdfNOLAYERSbw.pltcfgPlainfield_Screen.tbl==20.0013 ' / in. sht01-2_WND_StreambedProfile.dgn Default 19/1/2020 (9:36:22 AM)2 WEST NORMAN DRAIN HYDRAULIC REPORT STREAMBED PROFILE CHANNEL X. SECTION 12-0.76CHANNEL X. SECTION 11-0.69CHANNEL X. SECTION 10-0.671 CULVER 111' U.S. FROM  CULVER 63' U.S. FROM U.S. INV = 600.38 D.S. INV = 598.48 1"=20' 615 610 605 600 595 615 610 605 600 595 601.48601.16600.96600.96601.84599.28600.16601.00601.48601.15600.82600.38601.15600.21599.83606.19600.98601.59601.15600.26613.54601.18601.05601.02600.43599.87600.10599.72615 610 605 600 595 615 610 605 600 595  CULVER 428' U.S. FROM CHANNEL X. SECTION 09-0.67CULVER 88' D.S. FROM CHANNEL X. SECTION 08-0.65 CULVER 176' D.S. FROM  CULVER 915' U.S. FROMCHANNEL X. SECTION 12B-0.85 CULVER 466' U.S. FROMCHANNEL X. SECTION 12A-0.77SURVEYED WSE SURVEYED WSE DIRECTION OF FLOW 143RD ST CULVER DIRECTION OF FLOW  Copyright CMT,License No. 184-000613 = =PLOT DRIVERPEN TABLEpdfNOLAYERSbw.pltcfgPlainfield_Screen.tbl==20.0008 ' / in. sht01-2_WND_StreambedProfile.dgn Default 29/1/2020 (9:36:58 AM)2 WEST NORMAN DRAIN HYDRAULIC REPORT STREAMBED PROFILE 1"=20' 595 600 605 610 615 595 600 605 610 615 595 600 605 610 615 595 600 605 610 615 599.31600.67600.17600.23600.31599.67599.74598.99599.12599.32600.79600.18599.58599.65600.06CHANNEL X. SECTION 07-0.55 CULVER 510' D.S. FROM CHANNEL X. SECTION 06-0.46 CULVER 982' D.S. FROM SURVEYED WSE SURVEYED WSE U 0380 SECTION COUNTY ILLINOIS FED. AID PROJECT WILL TOTAL SHEETS SHEET NO.RTE. 06-00040-00-FP CONTRACT NO. SCALE: PROFILESURVEYEDPLOTTEDGRADES CHECKEDB.M. NOTEDSTRUCTURE NOTAT'NS CH'KDBYDATENOTE BOOKNO.SURVEYEDPLOTTEDBYDATENOTE BOOKNO.PLANALIGNMENT CHECKEDRT. OF WAY CHECKEDCADD FILE NAMEMichael Boehm=USER NAME 20.0008 ' / in.=PLOT SCALE 9/1/2020 - 9:36:58 AM=PLOT DATE DESIGNED REVISED REVISED REVISED REVISED DATE DRAWN CHECKED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 06/02/2020 DefaultL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..FILE NAME:MODEL:DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS DIRECTION OF FLOW DIRECTION OF FLOW  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix F F-3: MANNING’S N-VALUE COMPUTATIONS MANNING'S N‐VALUE COMPUTATIONSUsednbn1n2n3n4mn‐value n‐value14 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03513 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03512.6 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03512.3 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03512 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03511 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.025 1.00 0.042‐0.086 0.06010 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.025 1.00 0.042‐0.086 0.0609 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.0251.00 0.042‐0.086 0.0608 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.025 1.00 0.042‐0.086 0.060Usednbn1n2n3n4mn‐value n‐value14 Stones0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.002‐0.010 1.15 0.028‐0.064 0.03513 Stones0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.002‐0.010 1.15 0.028‐0.064 0.03512.6 Stones0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.002‐0.010 1.15 0.028‐0.064 0.03512.3 Stones0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.002‐0.010 1.15 0.028‐0.064 0.03512 Stones0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.002‐0.010 1.15 0.028‐0.064 0.03511 Stones, Weeds0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.011‐0.025 1.15 0.038‐0.082 0.04510 Stones, Weeds0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.011‐0.025 1.15 0.038‐0.082 0.0459 Stones, Weeds0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.011‐0.025 1.15 0.038‐0.082 0.0458 Stones, Weeds0.020‐0.032 0.001‐0.005 0.001‐0.005 0.000‐0.004 0.011‐0.025 1.15 0.038‐0.082 0.045Table 1. LOB Manning's n‐value computation Table 2. Channel Manning's n‐value computation Cross Section Cross Section Calculated (Eq. 5‐11)Calculated (Eq. 5‐10)DescriptionDescription MANNING'S N‐VALUE COMPUTATIONSUsednbn1n2n3n4mn‐value n‐value14 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03513 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03512.6 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03512.3 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03512 Stones0.020‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.001‐0.010 1.00 0.032‐0.071 0.03511 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.025 1.00 0.042‐0.086 0.06010 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.025 1.00 0.042‐0.086 0.0609 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.0251.00 0.042‐0.086 0.0608 Light Brush, Weeds0.025‐0.032 0.006‐0.010 0.000 0.005‐0.019 0.011‐0.025 1.00 0.042‐0.086 0.060Table 3. ROB Manning's n‐value computation Cross Section Calculated (Eq. 5‐11)Description 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix G G-1: EFFECTIVE HEC-2 INPUT AND OUTPUT FILES ED 10 C C 30 C 0.43 C 0.43 ILLINOIS ROUTE 59 C 0.43 C 0.67 C 0.67 143RD STREET C 0.67 C 1.07 C 1.07 EJ&E RR SPUR C 1.07 C 1.56 C 1.56 VAN DYKE (244TH AVENUE) C 1.56 C 1.67 C 1.67 EJE&E RAILROAD C 1.67 C 1.69 C 1.69 ABANDONED RAILROAD BRIDGE C 1.69 C 2.01 C 2.01 U.S. ROUTE 30 C 2.01 C 3.58 C 3.58 135TH STREET C 3.58 C 4.98 C 4.98 127TH STREET C 4.98 C 6.50 C 6.50 119TH STREET C 6.50 T1 WEST NORMAN DRAIN FEMA WILL COUNTY FIS T2 COPY OF WND.HC2 T3 FILE NAME ASB.HC2 T4 AS‐BUILT MODEL T5 143RD STREET CULVERT IMPROVEMENTS * ********************** * FEMA ‐ WILL COUNTY FIS * 10‐YEAR * WEST NORMAN DRAIN * EEI JOB NO. 3665 * FILE NAME WND.HC2 * ********************** J1 2. .00317 600.31 J2 1 ‐1 ‐1 J3 100 101 105 150 J6 0 0 QT 4 1230 1990 2390 3610 NC .060 .060 .045 .1 .3 X1 .010 9. 1990. 2015. 40. 40. 40. GR 602. 1830. 600. 1980. 598. 1990. 596. 1995. 595. 2000. GR 596. 2010. 598. 2015. 600. 2035. 602. 2185. X1 .12 9. 1985. 2025. 530. 530. 530. GR 603. 1650. 602. 1880. 600. 1985. 598. 1995. 597. 2000. GR 598. 2005. 600. 2025. 602. 2075. 603. 2155. X1 .23 17. 2488. 2514. 630. 630. 630. GR611.18 2250. 607.98 2300. 603.58 2400. 603.28 2488. 599.28 2494. GR598.88 2497. 598.78 2500. 598.78 2503. 599.28 2506. 601.48 2514. GR601.58 2600. 601.68 2642. 602.28 2680. 603.08 2700. 603.58 2720. GR608.28 2737. 608.68 2800. X1 .410 15. 2490. 2514. 630. 630. 630. GR608.76 2200. 607.06 2300. 602.26 2400. 602.26 2440. 603.56 2474. GR601.26 2490. 599.76 2492.5 599.46 2495. 598.96 2500. 598.86 2504. GR599.76 2507.5 605.56 2514. 611.06 2554. 610.66 2600. 609.86 2700. NC .3 .5 QT 4 1230 1990 2380 3600 X1 .430 22. 2690.5 2709.51 80. 80. 80. X3 10. 605.88 605.88 GR 609.9 2399.5 609.9 2400.5 606.58 2500.5 602.9 2600. 602.89 2600.5 GR598.88 2690.5 598.88 2690.51 598.88 2699.5 598.88 2699.51 598.88 2700.5 GR598.88 2700.51 598.88 2709.5 598.88 2709.51 609.32 2786.51 609.34 2800. GR609.48 2886.51 609.39 2986.51 610.22 3086.51 610.98 3186.51 611.54 3286.51 GR611.79 3336.51 611.79 3337.51 SB 1.25 1.56 2.5 20.2 1 126. 598.88 598.76 X1 .430 80. 80. 80. X2 1. 605.88 609.4 X3 10. 609.4 609.4 BT 22. 2399.5 609.9 609.9 2400.5 609.9 609.9 2500.5 609.4 606.58 BT 2600. 609.4 609.4 2600.5 609.4 602.89 2690.5 609.4 598.88 2690.51 BT 609.4 605.88 2699.5 609.4 605.88 2699.51 609.4 598.88 2700.5 609.4 BT598.88 2700.51 609.4 605.88 2709.5 609.4 605.88 2709.51 609.4 598.88 BT2786.5 609.32 609.32 2800. 609.34 609.34 2886.51 609.48 609.48 2986.51 BT 609.6 609.39 3086.51 610.22 610.22 3186.51 611. 610.98 3286.51 611.54 BT 611.5 3336.51 611.79 611.79 3337.51 611.79 611.79 X1 .450 16. 2490. 2523. 50. 50. 50. GR612.18 2200. 606.58 2300. 602.89 2400. 603.48 2490. 600.08 2495. GR599.08 2500. 600.08 2505. 603.58 2512. 608.78 2523. 609.48 2600. GR609.48 2700. 609.39 2800. 610.39 2900. 610.98 3000. 613.28 3100. GR613.89 3150. NC .1 .3 NH 5 100 940 .06 990 .045 1006 .06 1250 100 NH 1510 X1 .650 15. 990. 1006. 750. 1150. 1010. ‐1.96 GR612.96 900. 612.46 940. 611.07 962. 606.77 984. 605.17 990. GR601.67 996. 601.46 1000. 601.67 1004. 602.86 1006. 604.46 1045. GR606.86 1100. 607.96 1170. 609.46 1200. 610.77 1250. 615 1510 NC .06 .06 .045 .3 .5 X1 .670 20. 1485.5 1515.51 100. 100. 100. X3 10. 610.0 610.3 GR 615 1300 613.36 1398.5 612.96 1399.5 612.46 1439.5 611.07 1461.5 GR606.77 1483.5 599.43 1485.5 599.43 1489.51 599.43 1499.5 599.43 1499.51 GR599.43 1500.5 599.43 1500.51 599.43 1510.5 599.43 1515.51 604.46 1549.51 GR606.86 1604.51 607.96 1674.51 609.46 1704.51 610.77 1754.51 615.89 1755.51 * * * 143rd Street 3@8'X10' RCBC * * SC 3.012 .20 2.6 0 8 10 79. 9.1 600.93 599.61 X1 .671 79. 79. 79. X2 2 607.63 614.08 X3 10. 613.36 614.17 BT ‐20. 1300 615 1398.5 613.36 1399.5 613.36 BT 1439.5 613.68 1461.5 613.86 1483.5 614.03 BT 1485.5 614.08 1489.51 614. 1499.5 614.16 BT 1499.51 614.16 1500.5 614.17 1500.51 614.17 BT 1510.5 614.25 1515.51 614.25 1549.5 614.56 BT 1604.51 614.99 1674.51 615.41 1704.51 615.5 BT 1754.51 615.89 1755.51 615.89 NH 5 100 800 .06 990 .045 1006 .06 1350 100 NH 1710 * X1 .690 17. 990. 1006. 50. 50. 50. X1 .690 17. 990. 1006. 32. 32. 32. GR 615 800 612.96 900. 612.46 940. 611.07 962. 606.77 984. GR605.17 990. 601.67 996. 601.46 1000. 601.67 1004. 602.86 1006. GR604.46 1045. 606.86 1100. 607.96 1170. 609.46 1200. 610.77 1250. GR611.69 1350 615 1710 * ADDITIONAL XS 501 NC .035 .035 .035 .1 .3 X1 0.76 26. ‐27. 26. 450 120 350 GR 620.0 ‐217. 612.0 ‐217. 611.6 ‐200. 610.8 ‐189. 608.1 ‐79. GR 607.6 ‐36. 608.4 ‐27. 606.3 ‐22. 604.8 ‐11. 603.8 ‐6. GR 601.2 ‐4. 600.6 0. 600.9 4. 603.3 7. 610.2 26. GR 611.0 32. 612.7 67. 613.6 120. 613.6 135. 612.9 160. GR 611.5 185. 611.5 236. 610.8 242. 610.7 250. 613.3 258. GR 616.0 264. * ADDITIONAL XS 505 X1 0.87 20. ‐9. 11. 555 610 600 GR 620.0 ‐203. 612.7 ‐203. 612.7 ‐196. 611.9 ‐91. 610.5 ‐65. GR 605.0 ‐25. 604.8 ‐13. 605.7 ‐9. 604.7 ‐4. 601.4 ‐2.5 GR 601.3 0. 601.3 2.5 608.0 11. 612.0 24. 612.9 50. GR 613.4 135. 613.7 166. 614.2 187. 613.9 212. 614.6 275. * ADDITIONAL XS 506 X1 0.90 22. ‐26. 20. 90 220 145 GR 620.0 ‐175. 611.3 ‐175. 611.9 ‐164. 612.2 ‐105. 610.3 ‐66. GR 607.0 ‐26. 601.4 0. 602.2 9. 605.6 16. 608.7 37. GR 608.0 50. 608.0 116. 609.2 132. 609.4 155. 610.8 164. GR 610.1 182. 611.8 316. 611.6 344. 612.3 370. 612.3 394. GR 612.9 396. 613.0 414. * ADDITIONAL XS 507 X1 0.93 29. ‐15. 12. 140 85 195 GR 620.0 ‐80. 610.7 ‐80. 611.0 ‐72. 610.8 ‐65. 609.8 ‐58. GR 609.4 ‐40. 609.7 ‐27. 609.4 ‐15. 603.3 ‐6. 601.9 0. GR 603.1 7. 606.4 10. 609.1 30. 608.0 48. 608.0 152. GR 608.0 164. 608.2 169. 609.1 173. 609.3 187. 607.5 205. GR 605.9 213. 605.9 264. 607.0 294. 608.5 314. 611.2 330. GR 610.9 349. 610.5 357. 611.1 375. 610.8 463. * ADDITIONAL XS 508 X1 0.96 39. ‐22. 13. 160 115 150 GR 615.3 ‐222. 615.0 ‐215. 614.1 ‐170. 614.3 ‐143. 613.9 ‐131. GR 611.2 ‐122. 611.0 ‐115. 611.5 ‐111. 611.5 ‐98. 610.3 ‐86. GR 611.9 ‐77. 611.2 ‐64. 608.3 ‐22. 606.5 ‐18. 605.7 ‐13. GR 604.2 ‐7. 602.7 ‐4.5 602.3 0. 602.7 5. 604.9 5.5 GR 608.1 13. 608.7 33. 608.0 55. 608.8 123. 608.8 137. GR 609.0 149. 609.3 162. 609.1 167. 606.6 179. 606.5 187. GR 605.6 220. 606.1 261. 607.5 291. 609.7 314. 610.2 377. GR 611.3 418. 612.0 430. 611.1 441. 610.9 453. * ADDITIONAL XS 509 X1 0.99 40. ‐13. 13. 140 120 145 GR 615.0 ‐280. 614.7 ‐265. 614.5 ‐214. 613.3 ‐191. 611.2 ‐184. GR 611.2 ‐180. 612.2 ‐176. 612.1 ‐162. 609.7 ‐146. 610.0 ‐116. GR 609.7 ‐97. 608.7 ‐82. 608.6 ‐73. 607.7 ‐57. 607.4 ‐38. GR 607.4 ‐13. 606.0 ‐9. 603.2 ‐6. 603.0 0. 603.1 4. GR 603.6 6. 607.9 13. 608.5 20. 609.0 28. 608.3 37. GR 608.8 42. 608.2 50. 608.4 62. 609.4 68. 609.7 88. GR 608.0 94. 608.0 224. 609.7 235. 609.9 313. 610.2 377. GR 610.0 394. 611.0 427. 613.0 432. 617.2 449. 620.0 455. * ADDITIONAL XS 510 * XS ID OF 1.04 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE * BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE X1 1.04 41. ‐29. 11. 175 200 395 GR 614.9 ‐412. 614.6 ‐384. 614.0 ‐335. 612.7 ‐307. 611.5 ‐301. GR 612.0 ‐296. 613.8 ‐286. 613.8 ‐273. 613.2 ‐266. 609.7 ‐258. GR 608.4 ‐250. 609.5 ‐193. 609.4 ‐175. 608.3 ‐157. 607.8 ‐133. GR 607.8 ‐110. 607.4 ‐94. 608.5 ‐29. 607.3 ‐17. 605.7 ‐14. GR 605.3 ‐11. 604.3 ‐8. 604.1 ‐3. 603.4 0. 603.7 2. GR 604.6 5. 609.0 9. 609.7 11. 610.5 24. 611.3 27. GR 612.8 39. 613.0 57. 611.7 74. 611.0 108. 611.1 122. GR 610.1 138. 609.6 148. 609.9 200. 609.9 240. 614.5 255. GR 620.0 267. * ADDITIONAL XS 511 * XS ID OF 1.05 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE * BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE X1 1.05 36. ‐63. 23. 175 140 165 GR 615.0 ‐283. 614.8 ‐275. 614.2 ‐249. 611.5 ‐244. 613.9 ‐234. GR 613.9 ‐223. 614.2 ‐214. 614.2 ‐199. 614.7 ‐192. 614.8 ‐169. GR 610.3 ‐142. 608.7 ‐124. 608.2 ‐107. 608.4 ‐78. 608.7 ‐63. GR 607.5 ‐54. 607.4 ‐45. 605.8 ‐40. 605.8 ‐28. 605.0 ‐17. GR 606.0 ‐9. 604.2 ‐5. 604.0 0. 604.4 8. 606.1 10. GR 607.8 17. 611.9 24. 612.2 47. 612.0 121. 612.3 187. GR 616.5 206. 620.0 215. 620.0 291. 613.2 308. 614.3 366. GR 617.5 422. * CORRECTED BRIDGE DECK INPUT NC .4 .6 QT 4 1120 1850 2170 3210 X1 1.07 24. 2469.02 2536. 60. 90. 80. X3 10. 614.3 614.3 GR615.15 2199.02 615.15 2200.02 612.08 2300.02 611.28 2400. 611.28 2400.02 GR609.47 2440.02 612.13 2469.02 612.13 2471. 608.65 2474. 608.55 2481. GR608.15 2491. 604.26 2500. 604.05 2510. 604.76 2520. 608.55 2526. GR608.55 2531. 611.95 2534. 611.95 2536. 609.08 2550. 609.22 2600. GR609.38 2650. 611.97 2750. 615.38 2850. 618.7 2851. SB .900 1.5 2.5 51.1 8. 347. 604.05 604.05 X1 1.07 20. 20. 20. X2 1. 612.32 615.46 X3 10. 615.05 615.46 BT 24. 2199.02 615.15 615.15 2200.02 615.15 615.15 2300.02 615.05 612.08 BT 2400. 615.05 611.28 2400.02 615.05 611.28 2440.02 615.29 609.47 2469.02 BT 615.4 612.13 2471. 615.46 612.13 2474. 615.46 612.39 2481. 615.46 BT 612.3 2491. 615.46 612.35 2500. 615.46 612.32 2510. 615.46 612.29 BT 2520. 615.46 612.27 2526. 615.46 612.25 2531. 615.46 612.24 2534. BT 615.4 611.95 2536. 615.46 611.95 2550. 615.45 609.08 2600. 615.73 BT609.22 2650. 616. 609.38 2750. 617.35 611.97 2850. 618.7 615.38 BT 2851. 618.7 618.7 X1 1.08 14. 2269. 2286. 50. 50. 50. GR615.28 2000. 612.08 2100. 611.28 2200. 609.47 2240. 607.78 2269. GR605.97 2273. 604.78 2278. 605.97 2283. 608.58 2286. 609.08 2300. GR609.38 2400. 611.97 2500. 615.38 2600. 620 2800 * X‐SEC 2 NC .03 .03 .04 .1 .3 X1 1.08 24. 1500. 1517. 150 300 220 GR614.97 1000. 614.34 1115. 613.63 1233. 612.71 1348. 610.95 1464. GR610.00 1480. 608.15 1500. 605.96 1502. 604.92 1504. 604.74 1508. GR604.83 1511. 605.77 1514. 608.55 1517. 609.22 1541. 609.58 1558. GR609.77 1568. 610.07 1578. 610.65 1616. 613.39 1726. 614.10 1764. GR617.27 2039. 619.97 2147. 621.68 2249. 621.88 2260. * ADDED SURVEY XS THROUGH SUBDIVISION NC .03 .03 .04 X1 1.12 23. 55. 78. 185 185 185 GR 616. ‐181. 614. ‐147. 613. ‐115. 614. ‐71. 614. ‐53. GR613.53 0. 612.83 36. 612.47 51. 609.33 55. 605.84 59. GR605.28 61. 604.65 63. 604.96 66. 605.41 68. 605.88 70. GR607.14 73. 609.85 78. 609.75 89. 609.66 108. 610.17 148. GR613.70 150. 614. 251. 616. 350. * ADDED SURVEY XS THROUGH SUBDIVISION NC .03 .03 .04 X1 1.21 23. 72. 112. 500 500 500 GR 616. ‐149. 614. ‐112. 614. ‐27. 614.53 0. 612.95 24. GR611.09 44. 609.87 72. 609.32 81. 607.34 88. 606.14 92. GR605.61 93. 605.05 97. 605.06 102. 605.41 104. 606.14 105. GR607.11 106. 608.40 109. 610.25 112. 609.86 144. 610.32 172. GR611.51 190. 614.95 192. 616. 284. * REVISED XS PER WILL COUNTY 2' TOPO NC .06 .06 .04 X1 1.27 13. 87. 105. 315. 165 300 GR620.00 ‐245. 616.00 ‐245. 614.00 ‐50. 612.00 83. 608.00 87. GR605.10 97. 605.50 100. 608.00 105. 610.00 290. 614.00 310. GR616.00 375. 617.30 500. 618.00 780. * REVISED XS PER WILL COUNTY 2' TOPO NC .07 .07 .05 X1 1.38 12. ‐10. 12. 400 800 629 GR616.00 ‐195. 614.00 ‐155. 612.06 ‐115. 610.00 ‐80. 610.00 ‐40. GR610.00 ‐10. 608.00 ‐6. 608.00 8. 610.00 12. 612.00 15. GR614.00 45. 616.00 145. * REVISED XS PER WILL COUNTY 2' TOPO NC .06 .06 .04 X1 1.54 11. 2480. 2525. 400 400 413 GR618.00 2350. 616.00 2400. 614.00 2480. 611.50 2487. 608.10 2495. GR607.60 2500. 608.10 2505. 610.40 2515. 614.00 2525. 616.00 2570. GR618.00 2585. NC .3 .5 X1 1.56 11. 2493.02 2507. 100. 100. 100. X3 10. 610 610 GR 620 2250 617.03 2305.02 617.03 2306.02 614.67 2351.02 613.97 2406.02 GR609.67 2493.02 608.67 2500. 607.77 2507. 614.07 2592. 618.57 2642. GR619.37 2643. SB .900 1.5 2.5 13.9 83.8 607.77 607.77 X1 1.56 16. 16. 16. X2 1. 614.62 616.48 X3 10. 616.48 616.48 BT ‐11. 2250 620 620 2305.02 617.03 617.03 2306.02 617.03 617.03 BT 2351.02 616.72 614.67 2406. 616.37 613.97 2493.02 616.28 614.77 BT 2500. 616.38 614.7 2507. 616.4 614.62 2592. 618.12 614.07 BT 2642. 619.37 618.57 2643. 619.37 619.3 X1 1.58 10. 2487. 2515. 50. 50. 50. GR618.67 2300. 614.67 2345. 613.97 2400. 613.97 2487. 610.57 2495. GR610.07 2500. 610.57 2505. 612.87 2515. 614.07 2600. 618.57 2650. NC .1 .3 QT 4 910 1490 1820 2630 NH 5 100 2200 .07 2215 .07 2246 .07 2286 100 NH 2600 X1 1.65 21. 2215. 2246. 620. 420. 470. ‐1.53 GR628.23 2000. 621.73 2025. 619.23 2037. 617.73 2100. 616.63 2200. GR615.93 2215. 614.73 2224. 612.53 2229. 611.93 2233. 612.53 2238. GR614.13 2246. 615.23 2256. 616.23 2286. 623.13 2300. 623.93 2306. GR623.93 2315. 617.63 2331. 616.53 2347. 616.43 2400. 619.73 2500. GR621.93 2600. NC .07 .07 .07 .6 .8 X1 1.67 22. 2477.02 2500. 100. 100. 100. X3 10. 624.9 624.9 GR 628.6 2276.02 628.23 2277.02 621.73 2302.02 619.23 2314.02 617.73 2377.02 GR617.47 2400. 616.63 2477.02 611.78 2492.02 610.98 2500. 610.48 2508. GR615.23 2518. 616.23 2548. 623.13 2562. 623.93 2568. 623.93 2577. GR617.63 2593. 617.14 2600. 616.53 2609. 616.43 2662. 619.73 2762. GR621.93 2862. 626.24 2863. SB .900 1.56 2.5 15.9.0000001 186 610.48 610.48 X1 1.67 25. 25. 25. X2 1. 622.19 627.68 X3 10. 627.68 626.24 BT 22. 2276.02 628.6 628.6 2277.02 628.6 628.23 2302.02 628.48 621.73 BT 2314. 628.43 619.23 2377.02 628.18 617.73 2400. 628.08 628.08 2477.02 BT 627.7 616.63 2492.02 627.68 621.55 2500. 627.64 622.23 2508. 627.59 BT 622.1 2518. 627.55 615.23 2548. 627.45 616.23 2562. 627.41 623.13 BT 2568. 627.39 623.93 2577. 627.36 623.93 2593. 627.31 617.63 2600. BT 627.2 617.14 2609. 627.25 616.53 2662. 627.04 616.43 2762. 626.64 BT 619.7 2862. 626.24 621.93 2863. 626.24 626.24 NC .000001 .000001 NH 3 100 2215 .03 2246 100 2600 X1 1.68 21. 2215. 2246. 22. 22. 22. ‐.820 GR628.23 2000. 621.73 2025. 619.23 2037. 617.73 2100. 616.63 2200. GR615.93 2215. 614.73 2224. 612.53 2229. 611.93 2233. 612.53 2238. GR614.13 2246. 615.23 2256. 616.23 2286. 623.13 2300. 623.93 2306. GR623.93 2315. 617.63 2331. 616.53 2347. 616.43 2400. 619.73 2500. GR621.93 2600. NC 100 100 .06 .3 .5 X1 1.69 22. 2477.52 2500. 32. 32. 32. X3 10. 627.68 626.24 GR 625 2200 618.48 2276.52 618.48 2277.52 618.09 2302.52 617.92 2314.52 GR617.73 2377.52 617.48 2400. 616.63 2477.52 612.53 2492.52 611.93 2500. GR611.73 2507.5 615.23 2517.5 616.23 2547.5 623.13 2561.5 621.31 2567.5 GR620.54 2576.5 617.63 2592.5 617.11 2600. 616.53 2608.5 616.43 2661.5 GR619.73 2761.5 621.93 2861.5 622.26 2862.5 NC 100 100 .06 ET 9.11 9.11 9.11 9.11 2477.52 2500 X1 1.69 14. 14. 14. X2 620.73 617.92 X3 10. 627.68 626.24 BT ‐23. 2200 625 625 2276.52 618.48 618.48 2277.52 618.48 618.48 BT 2302.52 618.09 618.09 2314.5 617.92 617.92 2377.52 619.94 617.73 BT 2400. 620.8 620.8 2477.52 623.7 616.63 2492.52 623.63 621.12 BT 2500. 623.63 620.93 2507.5 623.63 620.7 2517.5 623.63 615.23 BT 2547.5 623.63 616.23 2561.5 623.16 623.13 2567.5 621.31 621.31 BT 2576.5 620.54 620.54 2592.5 622.28 617.63 2600. 622.8 617.11 BT 2608.5 623.57 616.53 2661.5 621.77 616.43 2761.5 621.98 619.7 BT 2861.5 622.26 621.93 2862.5 622.26 622.26 NH 5 100 2100 .07 2215 .05 2246 .07 2347 100 NH 3000 X1 1.78 22. 2215. 2246. 100. 100. 100. GR628.23 2000. 621.73 2025. 619.23 2037. 617.73 2100. 616.63 2200. GR615.93 2215. 614.73 2224. 612.53 2229. 611.93 2233. 612.53 2238. GR614.13 2246. 615.23 2256. 616.23 2286. 623.13 2300. 623.93 2306. GR623.93 2315. 617.63 2331. 616.53 2347. 616.43 2400. 619.73 2500. GR621.93 2600. 625 3000 NC .07 .07 .05 .1 .3 X1 1.95 22. 2224. 2265. 860. 860. 860. GR 629.6 2000. 627.6 2014. 623.81 2100. 621.7 2200. 620.51 2212. GR 618.6 2224. 616.01 2233. 614.81 2241. 616.01 2249. 620.81 2265. GR621.81 2283. 622.31 2293. 622.2 2300. 622.01 2308. 619.6 2316. GR 620.1 2331. 619.81 2400. 618.6 2500. 622.51 2600. 624.01 2700. GR625.81 2800. 626.31 2900. * X‐SEC 1DS NC .07 .07 .05 X1 1.95 20. 1308. 1334. 700 900 790 GR630.33 1000. 629.23 1098. 628.31 1209. 626.66 1268. 624.55 1282. GR623.43 1300. 622.63 1308. 617.19 1317. 616.82 1319. 616.16 1323. GR616.61 1325. 617.35 1327. 620.20 1334. 621.36 1386. 621.25 1438. GR622.88 1503. 626.49 1513. 627.59 1529. 627.88 1544. 630 1660 NC .3 .5 X1 2.00 300 100 250 X3 10 627.0 624.3 SC 2.012 .2 2.65 9 10 40 9.1 616.37 616.37 X1 2.01 40 40 40 X2 2 625.37 626.24 X3 10 627.81 626.24 BT ‐9 785 631.53 912 631.32 1057 629.85 BT 1203 627.81 1341 626.50 1403 626.24 BT 1555 627.51 1670 630.12 1803 632.17 * X‐SEC 1US NC .07 .07 .05 X1 2.04 17. 1363. 1385. 190 150 185. GR630.49 1000. 629.49 1092. 627.18 1200. 624.43 1319. 622.24 1363. GR621.15 1364. 620.59 1366. 618.29 1367. 617.64 1368. 617.76 1373. GR617.84 1376. 618.22 1379. 619.83 1382. 622.61 1385. 623.50 1484. GR625.04 1563. 632.20 1721. * X‐SEC 4 NC .07 .07 .05 .001 .001 X1 2.33 19. 1586. 1599. 1600 1350 1547. GR631.80 1000. 628.31 1157. 626.99 1302. 626.15 1436. 624.42 1445. GR625.09 1548. 625.87 1563. 624.40 1586. 621.92 1587. 621.21 1589. GR620.65 1591. 620.38 1593. 620.35 1596. 621.30 1598. 624.04 1599. GR625.62 1606. 626.28 1622. 629.39 1726. 632.21 1802. * X‐SEC 3UF NC .06 .06 .04 QT 4 730 1180 1450 2090 X1 2.60 17 1398 1409 1270 1450 1385 X3 10 629.76 627.53 GR645.68 1000 640.17 1016 631.80 1220 629.76 1366 629.93 1398 GR623.87 1398.5 624.04 1401 623.89 1405 623.91 1407 624.23 1408.5 GR629.95 1409 629.34 1439 629.23 1476 627.53 1509 631.30 1598 GR631.55 1748 632.13 1888 SB 1.56 2.65 11 67.1 X1 2.61 14 14 14 X2 1 630.0 627.53 X3 10 629.76 627.53 BT ‐17 1000 645.68 645.68 1016 640.17 640.17 1220 631.80 631.80 BT 1366 629.76 629.76 1398 630.69 630.69 1398.5 630.69 630.00 BT 1401 630.68 630.00 1405 630.67 630.00 1407 630.66 630.00 BT 1408.5 630.66 630.00 1409 630.66 630.00 1439 629.34 629.34 BT 1476 629.23 629.23 1509 627.53 627.53 1598 631.30 631.30 BT 1748 631.55 631.55 1888 632.13 632.13 NC .05 .05 .04 X1 2.86 18. 1564. 1586. 1300 1400 1365 ‐2.45 GR 635 900 634.30 1000. 633.84 1174. 633.58 1367. 633.51 1544. GR634.59 1549. 632.55 1564. 630.74 1568. 628.89 1571. 628.76 1574. GR630.00 1579. 632.08 1580. 633.18 1586. 633.70 1591. 633.37 1742. GR636.00 1911. 637.56 2022. 638.05 2181. * X‐SEC 5 NC .045 .045 .035 X1 2.99 650 700 680 1.23 X1 3.12 18. 1564. 1586. 650 700 685 GR 635 900 634.30 1000. 633.84 1174. 633.58 1367. 633.51 1544. GR634.59 1549. 632.55 1564. 630.74 1568. 628.89 1571. 628.76 1574. GR630.00 1579. 632.08 1580. 633.18 1586. 633.70 1591. 633.37 1742. GR636.00 1911. 637.56 2022. 638.05 2181. X1 3.19 375 375 370 .75 X1 3.26 375 375 375 .75 X1 3.33 375 375 370 0.75 * X‐SEC 6 NC .045 .045 .035 X1 3.40 17. 1744. 1758. 375 375 375 GR637.76 1410. 637.24 1579. 635.85 1723. 636.72 1728. 635.05 1737. GR635.02 1744. 633.12 1746. 632.97 1749. 631.74 1752. 632.18 1756. GR635.31 1758. 636.99 1767. 636.54 1791. 636.81 1929. 637.43 2079. GR638.29 2206. 640.15 2392. * X‐SEC 2DS X1 3.46 315 370 354 .48 NC .045 .045 .035 X1 3.53 14. 1498. 1519. 315 370 354 GR638.77 1321. 636.62 1465. 637.49 1483. 637.46 1498. 633.18 1504. GR632.71 1508. 633.44 1513. 635.17 1514. 636.99 1519. 638.05 1526. GR637.59 1543. 639.18 1663. 640.77 1780. 643.28 1905. NC .045 .045 .035 .3 .5 X1 3.57 15 1498 1518.1 230 100 181 X3 10 639. 640.86 GR640.28 1000 639.35 1202 638.77 1321 636.62 1465 637.49 1483 GR637.46 1498 632.82 1498.1 632.38 1502 633.48 1518 641.61 1518.1 GR638.05 1526 637.59 1543 639.18 1663 640.77 1780 643.28 1905 SB .9 1.56 2.65 20.0000001 140 X1 3.58 30 30 30 X2 1 639.82 639.23 X3 10 639.23 640.86 BT ‐15 1000 640.28 640.28 1202 639.35 639.35 1321 639.23 638.77 BT 1465 641.08 636.62 1483 641.49 637.49 1498 641.82 637.46 BT 1498.1 641.82 639.82 1502 641.82 639.82 1518 641.83 639.83 BT 1518.1 641.83 641.61 1526 641.76 638.65 1543 641.56 637.59 BT 1663 640.86 639.18 1780 641.41 640.77 1905 643.34 643.28 * X‐SEC 2US NC .07 .07 .05 X1 3.61 16. 1565. 1592. 180 180 180. GR642.69 1114. 642.51 1195. 641.91 1282. 640.73 1398. 639.38 1505. GR639.43 1565. 635.66 1578. 633.51 1579. 633.01 1583. 633.47 1586. GR635.13 1589. 637.52 1592. 639.41 1611. 638.36 1657. 639.97 1755. GR644.97 1972. * X‐SEC 7 NC .07 .07 .07 .1 .3 X1 3.84 17. 1576. 1599. 1300 1100 1220. GR 645 660 643.28 1000. 642.93 1131. 642.39 1274. 641.61 1411. GR640.88 1538. 640.97 1576. 638.12 1584. 636.93 1585. 636.14 1588. GR636.34 1591. 637.84 1593. 638.70 1597. 640.35 1599. 641.10 1618. GR644.24 1752. 646.91 1900. * X‐SEC 8 NC .07 .07 .06 X1 4.20 16. 1389. 1409. 1700 1800 1911. GR652.31 1000. 649.42 1116. 646.38 1240. 644.18 1371. 644.44 1382. GR644.02 1389. 640.56 1393. 640.16 1396. 640.41 1398. 642.03 1399. GR642.11 1404. 644.58 1409. 643.47 1423. 643.64 1521. 646.38 1620. GR650.51 1778. QT 4 580 940 1170 1630 * X‐SEC 9 NC .07 .07 .05 X1 4.69 17. 1233. 1256. 2130 2700 2592. GR659.54 1000. 653.84 1083. 649.47 1181. 650.06 1219. 649.66 1233. GR648.52 1237. 646.43 1245. 646.04 1247. 646.53 1251. 648.18 1252. GR648.48 1255. 650.13 1256. 650.10 1272. 649.19 1278. 651.69 1457. GR655.67 1649. 656.20 1712. * X‐SEC 6DS NC .07 .07 .05 X1 4.93 19. 1448. 1470. 1250 1210 1257. GR 660 700 655.84 1000. 654.80 1047. 653.86 1185. 653.44 1316. GR651.98 1416. 652.92 1423. 652.87 1448. 649.80 1454. 648.72 1462. GR649.13 1465. 652.43 1470. 653.39 1476. 652.62 1494. 652.51 1593. GR654.07 1731. 655.20 1868. 656.12 2013. 660 2330 NC .3 .5 X1 4.97 225 225 225 X3 10 654.3 654.3 SC 2.024 .5 2.65 7 32 2.1 649.34 649.22 X1 4.98 32 32 32 X2 2 656.34 657.06 X3 10 657.38 657.06 BT ‐8 1000 661.77 1196 658.88 1338 657.39 BT 1470 657.58 1610 657.06 1755 657.99 BT 1914 659.94 2125 662.58 * X‐SEC 6US NC .07 .07 .05 X1 5.01 15. 1388. 1408. 160 160 160 GR662.21 1000. 658.73 1109. 654.35 1244. 653.47 1381. 653.11 1388. GR650.62 1392. 649.69 1396. 650.09 1399. 650.78 1402. 653.61 1408. GR654.52 1422. 654.93 1569. 655.64 1710. 657.90 1859. 659.49 2020. * X‐SEC 7UF NC .07 .07 .05 .3 .5 X1 5.16 16 1364 1390 700 900 829 X3 10 655.83 655.65 GR661.37 1000 657.08 1167 655.83 1317 655.50 1364 652.64 1370 GR649.87 1372 648.71 1374 648.95 1377 649.22 1380 649.88 1382 GR653.93 1385 656.39 1390 655.65 1454 656.09 1608 657.71 1755 GR660.20 1913 SC 1.014 .8 2.65 7 32 2.3 648.95 648.67 X1 5.17 32 32 32 X2 2 655.95 655.65 X3 10 655.83 655.65 BT ‐8 1000 661.37 1167 657.08 1317 655.83 BT 1377 655.80 1454 655.65 1608 656.09 BT 1755 657.71 1913 660.20 * X‐SEC 10 QT 4 390 630 780 1070 NC .07 .07 .05 X1 5.47 17. 1633. 1656. 1700 1500 1595. GR660.95 1000. 661.05 1161. 659.38 1341. 657.82 1488. 657.94 1626. GR658.61 1633. 655.45 1639. 654.60 1642. 653.20 1643. 652.96 1645. GR653.92 1650. 657.11 1651. 658.99 1656. 658.52 1726. 660.38 1848. GR662.48 1979. 663.73 2023. * X‐SEC 8UF NC .06 .06 .05 .3 .5 X1 5.77 14 1202 1211 1400 1450 1549 X3 10 659.95 660.34 GR664.09 1000 659.95 1061 660.51 1096 659.99 1101 659.90 1178 GR660.91 1202 654.94 1204 654.75 1207 655.75 1210 660.93 1211 GR660.34 1238 661.33 1379 662.64 1551 664.33 1759 SC 1.014 .8 2.65 7 19 2.3 654.75 654.75 X1 5.78 19 19 19 X2 2 661.75 659.95 X3 10 659.90 660.34 BT ‐14 1000 664.09 1061 659.95 1096 660.51 BT 1101 659.99 1178 659.90 1202 660.91 BT 1204 661.40 1207 661.96 1210 661.10 BT 1211 660.93 1238 660.34 1379 661.33 BT 1551 662.64 1759 664.33 QT 4 320 520 640 890 * X‐SEC 11 NC .07 .07 .06 X1 5.88 23. 1667. 1682. 650 500 565 ‐3.39 X3 1643. GR669.79 1530. 666.10 1544. 665.87 1562. 667.72 1572. 667.59 1584. GR664.17 1610. 667.46 1627. 667.85 1630. 668.14 1643. 667.82 1656. GR667.41 1659. 665.03 1667. 662.56 1670. 662.46 1675. 661.53 1677. GR662.38 1680. 664.69 1682. 665.77 1688. 665.72 1730. 665.59 1880. GR665.81 2040. 666.64 2188. 670 2300 X1 5.93 325 250 285 1.70 X3 1643. NC .07 .07 .06 X1 5.98 23. 1667. 1682. 325 250 280 X3 1643. GR669.79 1530. 666.10 1544. 665.87 1562. 667.72 1572. 667.59 1584. GR664.17 1610. 667.46 1627. 667.85 1630. 668.14 1643. 667.82 1656. GR667.41 1659. 665.03 1667. 662.56 1670. 662.46 1675. 661.53 1677. GR662.38 1680. 664.69 1682. 665.77 1688. 665.72 1730. 665.59 1880. GR665.81 2040. 666.64 2188. 670 2300 * X‐SEC 9DF NC .06 .06 .05 .3 .5 X1 6.15 16 1541 1561 960 730 873 X3 10 668.34 668.37 GR674.44 1000 672.55 1104 670.05 1223 668.34 1374 669.28 1539 GR669.15 1541 664.68 1552 664.45 1554 664.45 1556 668.37 1561 GR669.44 1690 671.40 1804 673.76 1871 672.68 1876 673.79 1987 GR674.47 2065 SC 1.014 .8 2.65 5 19 2.3 664.45 664.30 X1 6.16 19 19 19 X2 2 669.45 668.34 X3 10 668.34 668.37 BT ‐16 1000 674.44 1104 672.55 1223 670.05 BT 1374 668.34 1539 669.28 1541 669.15 BT 1552 670.39 1554 670.62 1556 669.98 BT 1561 668.37 1690 669.44 1804 671.40 BT 1871 673.76 1876 672.68 1987 673.79 BT 2065 674.47 * X‐SEC 10DS NC .06 .06 .05 .3 .5 X1 6.27 12 1362 1391 600 580 597. X3 10 670.0 670.0 GR677.62 1000 675.18 1100 671.18 1283 672.36 1362 666.52 1371 GR666.27 1373 668.46 1384 672.92 1391 672.19 1467 672.57 1532 GR674.78 1709 678.43 1847 SB 1.25 1.56 2.65 6.5 2 15.90 666.21 666.11 X1 6.28 27 27 27 X2 1 669.71 671.81 X3 10 671.81 672.19 BT ‐12 1000 677.62 677.62 1100 675.18 675.18 1283 671.81 671.81 BT 1362 672.36 672.36 1371 672.51 666.52 1373 672.54 669.71 BT 1384 672.75 668.46 1391 672.92 672.92 1467 672.19 672.19 BT 1532 672.57 672.57 1709 674.78 674.78 1847 678.43 678.43 * X‐SEC 12 NC .06 .06 .05 X1 6.34 12. 1650. 1715. 350 420 390 GR679.72 1000. 679.35 1225. 678.49 1264. 677.26 1269. 676.14 1352. GR673.80 1490. 672.80 1650. 671.34 1683. 672.77 1715. 673.63 1861. GR673.54 2027. 675.87 2266. * X‐SEC 11DS QT 4 110 180 220 300 NC .06 .06 .05 .1 .3 X1 6.46 9. 1599. 1655. 350 630 590. GR678.34 1000. 678.34 1136. 678.64 1305. 677.55 1445. 676.05 1599. GR673.77 1624. 675.69 1655. 682.32 1825. 686.70 1967. NC .08 .08 .07 X1 6.47 43 43 43 .75 X1 6.47 42 42 42 .74 NC .08 .08 .07 .3 .5 X1 6.49 85 85 85 1.49 X3 10 677 677 SB 1.56 2.5 2.0 3.1 676.98 676.75 X1 6.50 30 30 30 .23 X2 1 678.98 680.26 X3 10 680.26 680.55 BT ‐6 1343 683.70 1439 682.45 1537 680.26 BT 1646 680.55 1784 682.19 1910 686.06 * X‐SEC 11US NC .06 .06 .05 X1 6.53 11. 1351. 1512. 180 180 180. GR682.40 1278. 682.19 1298. 680.82 1341. 679.89 1351. 679.45 1431. GR680.28 1512. 680.37 1583. 687.55 1721. 688.96 1785. 690.24 1809. GR690.84 1860. X1 6.57 190 175 200 .67 X1 6.60 195 180 205 .70 NC .07 .07 .07 .1 .3 X1 6.68 12. 1438. 1495. 385 355 400 ‐2.74 GR689.45 1000. 688.76 1075. 688.18 1223. 686.78 1352. 685.55 1438. GR684.93 1460. 686.20 1495. 686.13 1514. 686.31 1599. 686.01 1664. GR689.93 1824. 697.82 1960. * X‐SEC 13 NC .07 .07 .07 .1 .3 X1 6.83 12. 1438. 1495. 770 710 800. GR689.45 1000. 688.76 1075. 688.18 1223. 686.78 1352. 685.55 1438. GR684.93 1460. 686.20 1495. 686.13 1514. 686.31 1599. 686.01 1664. GR689.93 1824. 697.82 1960. X1 6.90 350 280 340 1.97 * X‐SEC 14 NC .06 .06 .05 X1 6.96 10. 1261. 1300. 350 280 335. GR694.28 1000. 691.18 1164. 691.71 1261. 688.87 1285. 690.48 1300. GR692.56 1367. 695.23 1437. 695.17 1539. 697.51 1660. 697.84 1758. * X‐SEC 12DS NC .06 .06 .05 .3 .5 X1 7.10 27. 1483. 1513. 930 650 728. GR697.91 1000. 697.47 1014. 697.74 1015. 699.10 1045. 699.46 1145. GR699.80 1271. 698.75 1390. 697.17 1418. 694.92 1483. 692.57 1493. GR691.77 1495. 691.69 1496. 691.74 1499. 694.69 1513. 695.39 1565. GR697.08 1583. 700.42 1657. 700.51 1685. 699.46 1701. 699.53 1728. GR700.33 1734. 700.06 1735. 700.38 1749. 700.09 1765. 700.37 1766. GR700.40 1778. 702.29 1793. EJ T1 FEMA ‐ WILL COUNTY FIS T2 50‐YR T3 WEST NORMAN DRAIN J1 3 .00317 600.31 J2 2 ‐1 T1 FEMA ‐ WILL COUNTY FIS T2 100‐YR T3 WEST NORMAN DRAIN J1 4 .00317 600.31 J2 3 ‐1 T1 FEMA ‐ WILL COUNTY FIS T2 500‐YEAR T3 WEST NORMAN DRAIN J1 5 .00317 600.31 J2 15 ‐1 ER THIS RUN EXECUTED 18SEP07 18:07:18 ************************************* HEC‐2 WATER SURFACE PROFILES Version 4.6.2; May 1991 ************************************* NOTE‐ ASTERISK (*) AT LEFT OF CROSS‐SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ILE NAME ASB.HC2 SUMMARY PRINTOUT TABLE 100 SECNO EGLWC ELLC EGPRS ELTRD QPR QWEIR CLASS H3 DEPTH CWSEL VCH EG .430 607.06 605.88 607.07 609.40 1230.00 .00 10.00 .88 6.77 605.65 9.55 607.07 * .430 609.79 605.88 612.44 609.40 1518.99 474.40 30.00 .00 11.03 609.91 1.60 609.92 * .430 611.18 605.88 615.43 609.40 1487.57 911.79 30.00 .00 11.27 610.15 1.82 610.17 * .430 611.82 605.88 627.54 609.40 1386.74 2227.31 30.00 .00 11.79 610.67 2.46 610.70 1.070 610.99 612.32 .00 615.46 1120.00 .00 1.00 .08 6.61 610.66 4.60 610.99 1.070 612.71 612.32 612.80 615.46 1850.00 .00 10.00 .12 8.32 612.37 5.27 612.80 1.070 613.59 612.32 613.93 615.46 2170.00 .00 10.00 .12 9.48 613.53 5.06 613.93 * 1.070 615.18 612.32 617.06 615.46 2347.34 867.62 30.00 .00 12.06 616.11 1.29 616.13 * 1.560 617.52 614.62 619.23 616.48 800.98 323.09 30.00 .00 9.42 617.19 1.56 617.20 * 1.560 616.55 614.62 627.85 616.48 689.02 1171.36 30.00 .00 10.28 618.05 2.13 618.08 * 1.560 617.06 614.62 632.62 616.48 637.15 1533.36 30.00 .00 10.55 618.32 2.36 618.35 1.560 618.23 614.62 652.34 616.48 519.77 2699.13 30.00 .00 11.24 619.01 3.05 619.06 1.670 618.94 622.19 .00 627.68 910.00 .00 1.00 .00 6.77 617.75 8.75 618.94 1.670 620.88 622.19 .00 627.68 1490.00 .00 1.00 .00 7.72 618.70 11.83 620.88 1.670 621.93 622.19 .00 627.68 1820.00 .00 1.00 .00 8.07 619.05 13.61 621.93 * 1.670 624.34 622.19 625.43 627.68 2630.00 .00 10.00 .00 12.53 623.51 11.12 625.43 2.610 630.36 630.00 632.96 627.53 730.00 .00 59.00 .00 6.41 630.28 4.19 630.43 2.610 630.97 630.00 638.25 627.53 1180.00 .00 59.00 .00 7.05 630.92 3.70 631.04 2.610 631.25 630.00 642.35 627.53 1450.00 .00 59.00 .00 7.32 631.19 3.79 631.32 2.610 631.75 630.00 655.02 627.53 2090.00 .00 59.00 .00 7.81 631.68 3.94 631.82 * 3.580 639.34 639.82 639.82 639.23 733.18 4.02 15.00 .00 6.97 639.35 2.74 639.42 * 3.580 640.02 639.82 640.15 639.23 752.33 427.88 30.00 .00 7.71 640.09 2.85 640.15 * 3.580 640.28 639.82 640.39 639.23 752.82 702.37 30.00 .00 7.94 640.32 3.06 640.39 * 3.580 640.70 639.82 640.82 639.23 735.71 1364.56 30.00 .00 8.36 640.74 3.50 640.82 * 6.280 674.80 669.71 681.10 671.81 121.76 198.37 30.00 .00 6.39 672.66 2.06 672.71 * 6.280 678.11 669.71 697.83 671.81 105.18 415.01 30.00 .00 6.63 672.90 2.77 672.98 * 6.280 679.85 669.71 711.43 671.81 97.83 543.18 30.00 .00 6.74 673.01 3.13 673.10 * 6.280 683.12 669.71 748.48 671.81 87.85 802.39 30.00 .00 6.91 673.18 3.78 673.32 1 18SEP07 18:07:18 PAGE 129 SECNO EGLWC ELLC EGPRS ELTRD QPR QWEIR CLASS H3 DEPTH CWSEL VCH EG * 6.500 678.85 678.98 .00 680.26 110.00 .00 59.00 .00 4.00 680.98 3.11 681.10 * 6.500 679.21 678.98 760.51 680.26 29.24 151.02 30.00 .00 4.01 680.99 .71 680.99 * 6.500 679.39 678.98 800.99 680.26 28.78 191.56 30.00 .00 4.10 681.08 .81 681.08 * 6.500 679.68 678.98 906.10 680.26 28.14 271.98 30.00 .00 4.24 681.22 1.00 681.23 1 18SEP07 18:07:18 PAGE 130 ILE NAME ASB.HC2 SUMMARY PRINTOUT TABLE 101 SECNO EGOC ELLC EGIC ELTRD QCULV QWEIR CLASS H4 DEPTH CWSEL VCH EG .671 608.37 607.63 607.00 614.08 1230.00 .00 7.00 .17 8.59 608.02 4.77 608.37 .671 611.30 607.63 609.29 614.08 1990.00 .00 7.00 .78 11.34 610.77 5.85 611.30 * .671 612.45 607.63 610.35 614.08 2380.00 .00 7.00 1.91 12.39 611.82 6.40 612.45 * .671 615.73 607.63 614.22 614.08 3182.42 413.66 17.00 3.43 15.26 614.69 2.43 614.73 2.010 624.34 625.37 622.87 626.24 910.00 .00 7.00 .07 7.50 623.66 6.60 624.34 2.010 625.93 625.37 625.40 626.24 1490.00 .00 7.00 .24 8.48 624.64 9.11 625.93 * 2.010 627.01 625.37 626.69 626.24 1739.81 83.70 17.00 1.92 10.61 626.77 2.49 626.82 2.010 631.88 625.37 630.17 626.24 1000.85 1653.41 17.00 .54 12.12 628.28 2.54 628.33 * 4.980 656.67 656.34 656.18 657.06 580.00 .00 7.00 1.76 7.67 656.39 4.21 656.67 * 4.980 659.67 656.34 659.81 657.06 741.76 199.76 16.00 3.12 9.01 657.73 .46 657.73 * 4.980 658.59 656.34 662.91 657.06 758.60 420.73 16.00 3.11 9.22 657.94 .53 657.95 * 4.980 661.38 656.34 671.15 657.06 788.12 843.15 16.00 3.00 9.51 658.23 .68 658.24 5.170 663.66 655.95 665.26 655.65 318.01 263.31 16.00 .00 8.30 657.01 2.37 657.06 5.170 675.38 655.95 685.69 655.65 360.74 584.08 16.00 .00 9.19 657.90 1.99 657.93 5.170 685.23 655.95 703.81 655.65 368.81 805.95 16.00 .00 9.44 658.15 2.12 658.18 5.170 711.07 655.95 751.90 655.65 383.45 1240.46 16.00 .00 9.81 658.52 2.40 658.55 5.780 664.44 661.75 664.49 659.95 243.49 147.64 16.00 .00 6.66 661.41 2.17 661.44 5.780 669.56 661.75 673.35 659.95 266.87 367.64 16.00 .00 7.10 661.85 2.20 661.88 5.780 673.84 661.75 681.25 659.95 275.86 508.73 16.00 .00 7.28 662.03 2.34 662.06 5.780 684.53 661.75 701.28 659.95 290.78 775.67 16.00 .00 7.56 662.31 2.54 662.35 6.160 677.08 669.45 681.82 668.34 109.63 209.56 16.00 .00 4.87 669.32 2.92 669.40 6.160 690.08 669.45 705.92 668.34 118.31 403.23 16.00 .00 5.14 669.59 3.26 669.67 6.160 700.75 669.45 725.88 668.34 122.37 517.02 16.00 .00 5.27 669.72 3.42 669.80 6.160 729.95 669.45 780.75 668.34 129.77 767.01 16.00 .00 5.50 669.95 3.68 670.03 1 18SEP07 18:07:18 PAGE 131 ILE NAME ASB.HC2 SUMMARY PRINTOUT TABLE 105 SECNO CWSEL HL OLOSS TOPWID QLOB QCH QROB ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ .410 605.29 1.23 .02 176.75 717.36 512.64 .00 .410 606.12 1.40 .03 198.54 1273.08 716.30 .62 .410 606.48 1.47 .04 208.64 1570.52 817.08 2.40 .410 607.38 1.61 .05 246.10 2500.67 1093.53 15.79 * .430 604.76 .33 .86 19.01 .00 1230.00 .00 * .430 606.40 .10 .04 259.63 1179.17 481.17 329.66 * .430 606.79 .11 .05 273.72 1432.16 550.85 396.99 * .430 607.77 .13 .06 310.35 2243.27 749.70 607.03 .430 605.65 .43 .00 19.01 .00 1230.00 .00 * .430 609.91 3.44 .00 650.09 1287.95 336.28 365.77 * .430 610.15 3.29 .00 679.52 1533.85 390.08 456.07 * .430 610.67 2.80 .00 745.92 2286.10 551.96 761.94 * .450 607.50 .06 .41 236.94 878.83 351.17 .00 * .450 609.91 .01 .01 612.17 1501.05 445.35 43.60 * .450 610.15 .01 .01 639.56 1774.61 518.19 87.20 * .450 610.67 .02 .01 720.34 2594.34 732.58 273.08 .650 607.93 .43 .00 248.54 45.02 292.85 892.13 .650 610.14 .24 .00 386.31 108.04 353.75 1528.21 .650 610.44 .29 .00 409.09 135.80 409.64 1834.56 .650 611.13 .47 .00 492.88 231.48 577.36 2791.16 * .670 607.83 .07 .16 30.01 .00 1230.00 .00 * .670 609.90 .05 .30 30.01 .00 1990.00 .00 .670 610.44 .04 .03 277.39 37.21 1098.01 1244.77 .670 611.14 .06 .05 294.23 69.42 1543.27 1987.31 .671 608.02 .17 .00 30.01 .00 1230.00 .00 .671 610.77 .78 .00 30.01 .00 1990.00 .00 * .671 611.82 1.91 .00 30.01 .00 2380.00 .00 * .671 614.69 3.43 .00 436.51 222.39 1113.99 2263.62 .690 608.36 .04 .07 202.31 28.97 380.60 820.43 * .690 611.42 .02 .15 364.73 95.50 382.56 1511.94 * .690 612.62 .02 .18 523.56 137.20 388.75 1854.05 .690 614.72 .01 .01 864.04 324.99 457.52 2817.49 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 1.050 610.60 .08 .01 165.65 242.49 980.07 7.44 * 1.050 612.23 .04 .02 329.25 567.87 1395.36 26.77 * 1.050 613.13 .03 .02 359.54 722.31 1503.29 154.40 * 1.050 615.00 .02 .01 556.89 1131.65 1792.18 676.17 1 18SEP07 18:07:18 PAGE 132 SECNO CWSEL HL OLOSS TOPWID QLOB QCH QROB * 1.070 610.57 .07 .15 60.45 .00 1120.00 .00 * 1.070 612.14 .06 .22 66.98 .00 1850.00 .00 * 1.070 613.02 .04 .23 66.98 .00 2170.00 .00 1.070 615.06 .01 .02 637.91 798.12 892.03 1519.85 1.070 610.66 .07 .00 60.59 .00 1120.00 .00 1.070 612.37 .19 .00 66.98 .00 1850.00 .00 1.070 613.53 .44 .00 66.98 .00 2170.00 .00 * 1.070 616.11 1.04 .00 651.20 900.93 778.79 1530.28 1.080 611.01 .08 .08 256.87 222.22 351.31 546.47 * 1.080 612.94 .03 .15 455.51 499.17 292.68 1058.15 * 1.080 614.07 .02 .15 523.62 673.89 259.72 1236.38 1.080 616.12 .00 .00 631.93 1147.70 268.15 1794.15 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 1.540 614.24 1.40 .13 60.16 .49 1119.24 .27 * 1.540 615.24 1.40 .23 122.46 41.56 1785.07 23.37 * 1.540 615.65 1.23 .26 147.95 88.65 2031.50 49.85 * 1.540 616.92 .90 .24 199.78 403.78 2581.94 224.28 * 1.560 615.07 .11 .16 259.72 362.13 252.81 505.06 * 1.560 616.50 .11 .27 302.89 716.61 334.84 798.55 * 1.560 617.00 .11 .29 317.92 877.22 368.68 924.10 * 1.560 618.16 .11 .26 353.53 1406.60 477.78 1325.62 * 1.560 617.19 2.08 .00 324.67 459.84 185.84 474.32 * 1.560 618.05 1.52 .00 350.15 805.32 278.64 766.04 * 1.560 618.32 1.29 .00 357.98 958.85 318.08 893.07 1.560 619.01 .83 .00 374.25 1465.26 439.47 1305.27 * 1.580 617.19 .01 .01 318.08 422.75 335.33 361.92 * 1.580 618.05 .01 .01 337.49 751.26 488.00 610.74 * 1.580 618.32 .01 .01 343.41 895.77 554.03 720.20 * 1.580 619.02 .02 .02 350.00 1371.64 756.69 1081.66 * 1.650 617.44 .29 .02 393.06 79.07 501.43 329.50 * 1.650 618.39 .39 .03 443.07 152.42 767.32 570.26 * 1.650 618.70 .46 .03 460.27 193.54 920.41 706.05 * 1.650 619.52 .61 .05 505.11 302.73 1277.91 1049.36 * 1.670 617.75 .53 .89 22.98 .00 910.00 .00 * 1.670 618.70 .73 1.64 22.98 .00 1490.00 .00 * 1.670 619.05 .89 2.17 22.98 .00 1820.00 .00 * 1.670 620.59 1.07 2.81 22.98 .00 2630.00 .00 1.670 617.75 .00 .00 22.98 .00 910.00 .00 1.670 618.70 .00 .00 22.98 .00 1490.00 .00 1.670 619.05 .00 .00 22.98 .00 1820.00 .00 * 1.670 623.51 1.09 .00 22.98 .00 2630.00 .00 1 18SEP07 18:07:18 PAGE 133 SECNO CWSEL HL OLOSS TOPWID QLOB QCH QROB * 1.680 618.60 .06 .00 420.68 .26 909.27 .47 * 1.680 620.32 .07 .00 509.87 .78 1488.04 1.18 * 1.680 621.26 .08 .00 554.48 1.15 1817.13 1.72 * 1.680 624.69 .04 .00 589.54 2.45 2623.74 3.80 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 1.950 622.96 2.25 .01 198.55 .19 495.69 414.12 * 1.950 623.64 .95 .05 208.41 4.38 680.48 805.14 * 1.950 624.40 .55 .04 222.89 18.83 710.81 1090.36 * 1.950 627.64 .11 .02 298.11 154.05 693.91 1782.04 * 2.000 623.57 .88 .27 26.00 .00 910.00 .00 * 2.000 624.20 1.20 .64 26.00 .00 1490.00 .00 2.000 624.77 .32 .01 200.23 .00 678.56 1141.44 2.000 627.72 .08 .00 305.16 157.66 689.01 1783.33 2.010 623.66 .07 .00 26.00 .00 910.00 .00 2.010 624.64 .24 .00 26.00 .00 1490.00 .00 * 2.010 626.77 1.92 .00 209.07 .00 544.59 1275.41 2.010 628.28 .54 .00 355.52 184.22 656.24 1789.53 * 2.040 624.93 .57 .16 259.63 92.26 512.02 305.72 * 2.040 626.59 .36 .37 371.70 261.98 508.17 719.85 * 2.040 626.86 .11 .01 389.57 339.35 580.76 899.89 2.040 628.35 .08 .00 491.14 652.77 609.89 1367.35 2.330 627.42 2.40 .00 404.64 603.78 246.81 59.41 2.330 628.16 1.56 .00 511.92 1066.56 296.53 126.91 2.330 628.54 1.65 .00 550.74 1334.70 315.14 170.16 2.330 629.49 1.13 .00 624.51 1997.19 336.81 295.99 * 2.600 630.10 2.89 .00 227.37 7.75 354.18 368.07 * 2.600 630.76 2.75 .00 290.84 84.11 398.22 697.67 * 2.600 631.03 2.66 .00 316.85 143.73 426.91 879.37 * 2.600 631.52 2.21 .00 483.26 301.50 490.27 1298.23 2.610 630.28 .07 .00 246.17 16.50 266.23 447.28 2.610 630.92 .07 .00 305.89 95.53 245.17 839.30 2.610 631.19 .07 .00 331.71 157.01 262.61 1030.38 2.610 631.68 .07 .00 551.08 316.55 293.86 1479.60 * 2.860 632.24 1.83 .00 881.92 370.40 184.26 175.34 * 2.860 632.69 1.67 .00 956.01 678.17 205.04 296.79 * 2.860 632.92 1.61 .00 970.29 862.60 218.32 369.07 * 2.860 633.35 1.56 .00 998.85 1297.20 249.77 543.03 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 3.530 638.51 .58 .00 274.18 264.39 409.32 56.30 * 3.530 638.88 .67 .00 319.21 491.70 545.97 142.33 * 3.530 639.05 .71 .00 332.42 637.59 610.93 201.48 * 3.530 639.39 .79 .00 357.70 974.76 742.64 372.61 1 18SEP07 18:07:18 PAGE 134 SECNO CWSEL HL OLOSS TOPWID QLOB QCH QROB 3.570 638.84 .52 .18 20.07 .00 730.00 .00 * 3.570 639.45 .40 .04 338.73 632.72 547.28 .00 * 3.570 639.69 .44 .05 390.76 845.96 604.04 .00 * 3.570 640.15 .50 .06 491.21 1380.96 709.04 .00 * 3.580 639.35 .00 .00 315.35 374.70 355.30 .00 * 3.580 640.09 .55 .00 477.11 768.10 411.89 .00 * 3.580 640.32 .54 .00 518.08 993.23 456.77 .00 * 3.580 640.74 .50 .00 518.09 1539.31 550.69 .00 * 3.610 639.39 .28 .24 170.56 .01 618.48 111.51 * 3.610 640.20 .25 .15 324.50 94.61 702.80 382.58 * 3.610 640.46 .27 .13 356.81 162.49 762.73 524.78 * 3.610 640.93 .31 .13 417.90 348.88 895.58 845.54 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 4.930 653.80 2.51 .00 504.43 144.12 237.47 198.41 4.930 654.27 2.39 .00 630.31 297.13 277.46 365.41 4.930 654.50 2.32 .00 692.50 399.21 298.79 472.00 4.930 654.90 2.19 .00 789.15 612.94 334.62 682.44 * 4.970 654.28 .76 .28 22.00 .00 580.00 .00 4.970 654.58 .28 .01 713.67 327.85 229.27 382.88 4.970 654.81 .28 .01 773.97 430.96 251.94 487.10 4.970 655.20 .28 .01 838.76 647.30 289.90 692.80 * 4.980 656.39 1.76 .00 22.00 .00 580.00 .00 * 4.980 657.73 3.12 .00 1280.88 418.17 76.69 445.14 * 4.980 657.94 3.11 .00 1313.93 521.44 91.42 557.14 * 4.980 658.23 3.00 .00 1358.56 727.96 120.57 781.47 * 5.010 656.80 .05 .08 617.70 240.23 120.21 219.56 * 5.010 657.73 .01 .00 708.24 374.26 144.15 421.59 * 5.010 657.95 .01 .00 730.80 462.01 169.42 538.57 * 5.010 658.24 .01 .00 769.33 635.49 219.12 775.39 * 5.160 657.01 .23 .02 516.70 87.71 313.13 179.15 * 5.160 657.90 .18 .01 632.20 225.78 309.38 404.83 * 5.160 658.15 .21 .01 657.64 297.61 343.42 528.97 * 5.160 658.52 .29 .01 695.16 441.32 412.07 776.61 5.170 657.01 .00 .00 516.12 87.53 313.65 178.81 5.170 657.90 .00 .00 632.18 225.78 309.40 404.82 5.170 658.15 .00 .00 657.63 297.61 343.43 528.96 5.170 658.52 .00 .00 695.16 441.32 412.07 776.61 * 5.470 658.96 1.95 .00 366.09 187.05 196.31 6.63 * 5.470 659.26 1.38 .02 421.91 340.19 256.41 33.39 * 5.470 659.53 1.40 .02 467.54 448.12 266.38 65.50 * 5.470 659.98 1.48 .01 546.12 652.11 283.38 134.50 1 18SEP07 18:07:18 PAGE 135 SECNO CWSEL HL OLOSS TOPWID QLOB QCH QROB 5.770 661.41 2.41 .01 349.67 217.42 104.54 68.04 5.770 661.85 2.54 .01 415.33 344.80 114.68 170.51 5.770 662.03 2.46 .01 440.58 420.92 125.15 233.93 5.770 662.31 2.32 .00 481.56 562.39 142.85 364.76 5.780 661.41 .00 .00 349.34 217.42 104.77 67.81 5.780 661.85 .00 .00 414.79 344.90 115.01 170.09 5.780 662.03 .00 .00 439.84 421.11 125.60 233.29 5.780 662.31 .00 .00 481.48 562.42 142.90 364.68 * 5.880 662.69 1.34 .05 424.08 1.85 190.83 127.32 * 5.880 663.00 1.18 .03 481.17 3.39 201.38 315.23 * 5.880 663.18 1.18 .02 513.38 4.37 202.18 433.46 * 5.880 663.48 1.18 .01 534.75 6.40 209.17 674.43 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 5.980 666.06 1.69 .01 421.90 1.84 194.29 123.86 5.980 666.35 1.72 .02 472.97 3.35 213.07 303.58 5.980 666.48 1.74 .02 498.14 4.28 221.87 413.85 5.980 666.71 1.79 .03 529.06 6.24 242.05 641.71 * 6.150 669.32 3.17 .02 388.82 101.55 176.51 41.94 6.150 669.59 3.21 .01 435.80 213.35 214.73 91.93 6.150 669.72 3.21 .01 454.35 280.88 233.95 125.17 6.150 669.95 3.23 .00 489.01 425.67 266.43 197.90 6.160 669.32 .00 .00 389.19 101.80 176.17 42.02 6.160 669.59 .00 .00 436.06 213.58 214.34 92.08 6.160 669.72 .00 .00 454.55 281.06 233.65 125.29 6.160 669.95 .00 .00 487.86 424.72 268.05 197.23 6.270 671.29 2.06 .10 36.79 .16 319.84 .00 * 6.270 671.92 2.49 .16 110.21 32.42 487.58 .00 * 6.270 672.19 2.64 .18 141.08 76.70 563.30 .00 * 6.270 672.58 2.81 .18 277.13 198.04 676.79 15.17 * 6.280 672.66 1.15 .00 296.28 77.60 233.49 8.91 * 6.280 672.90 .66 .00 352.03 151.41 333.78 34.81 * 6.280 673.01 .48 .00 367.50 196.54 387.21 56.25 * 6.280 673.18 .29 .00 390.27 292.59 487.38 110.02 * 6.340 673.37 .75 .04 260.27 25.01 264.62 30.37 * 6.340 673.81 .90 .00 564.52 81.93 314.27 123.81 6.340 673.98 .93 .01 593.25 120.09 326.88 193.03 6.340 674.27 .98 .02 640.32 193.50 363.53 332.96 ‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐‐ 6.470 677.03 .77 .00 48.27 .00 110.00 .00 6.470 677.39 .86 .01 60.20 .00 179.66 .34 6.470 677.55 .88 .01 66.95 .00 218.63 1.37 6.470 677.78 .83 .00 95.64 1.67 293.44 4.89 1 18SEP07 18:07:18 PAGE 136 SECNO CWSEL HL OLOSS TOPWID QLOB QCH QROB 6.490 678.51 1.48 .00 47.90 .00 110.00 .00 6.490 678.84 1.45 .01 58.28 .00 179.82 .18 6.490 678.99 1.45 .01 63.94 .00 218.99 1.01 6.490 679.24 1.47 .00 92.13 1.25 294.29 4.47 * 6.500 680.98 .90 ‐.87 291.59 24.43 79.60 5.96 * 6.500 680.99 2.01 .00 293.69 45.10 117.56 17.34 * 6.500 681.08 1.93 .00 307.37 59.04 139.14 21.82 * 6.500 681.22 1.79 .00 330.06 88.77 180.14 31.09 * 6.530 681.21 .07 .04 270.29 2.19 91.89 15.93 6.530 681.05 .06 .00 262.20 2.96 154.05 22.99 6.530 681.15 .07 .00 267.24 4.08 185.39 30.53 6.530 681.32 .10 .00 275.97 6.73 246.78 46.49 1 18SEP07 18:07:18 PAGE 137 ILE NAME ASB.HC2 SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K .010 .00 .00 .00 595.00 1230.00 601.63 .00 601.96 31.38 5.65 416.75 219.57 .010 .00 .00 .00 595.00 1990.00 602.37 .00 602.69 31.72 6.17 669.19 353.31 .010 .00 .00 .00 595.00 2390.00 602.67 .00 602.99 31.74 6.37 775.21 424.24 .010 .00 .00 .00 595.00 3610.00 603.45 .00 603.78 31.69 6.86 1052.02 641.31 .120 530.00 .00 .00 597.00 1230.00 603.03 .00 603.14 16.11 3.53 654.79 306.46 * .120 530.00 .00 .00 597.00 1990.00 603.73 .00 603.84 15.24 3.79 1006.70 509.74 * .120 530.00 .00 .00 597.00 2390.00 604.02 .00 604.14 15.22 3.93 1154.22 612.55 * .120 530.00 .00 .00 597.00 3610.00 604.79 .00 604.92 15.12 4.28 1544.06 928.41 .230 630.00 .00 .00 598.78 1230.00 604.11 .00 604.19 17.30 3.43 620.27 295.75 .230 630.00 .00 .00 598.78 1990.00 604.79 .00 604.91 18.95 3.97 855.80 457.15 .230 630.00 .00 .00 598.78 2390.00 605.10 .00 605.22 19.61 4.20 963.02 539.70 .230 630.00 .00 .00 598.78 3610.00 605.88 .00 606.04 20.92 4.77 1255.71 789.21 .410 630.00 .00 .00 598.86 1230.00 605.29 .00 605.44 22.16 4.27 463.35 261.27 .410 630.00 .00 .00 598.86 1990.00 606.12 .00 606.34 26.43 5.11 619.60 387.11 .410 630.00 .00 .00 598.86 2390.00 606.48 .00 606.73 28.18 5.50 692.75 450.25 .410 630.00 .00 .00 598.86 3610.00 607.38 .00 607.71 32.12 6.42 893.78 637.01 * .430 80.00 .00 .00 598.88 1230.00 604.76 .00 606.64 104.73 11.01 111.74 120.19 * .430 80.00 .00 .00 598.88 1990.00 606.40 .00 606.48 7.05 3.37 1015.39 749.55 * .430 80.00 .00 .00 598.88 2380.00 606.79 .00 606.88 7.80 3.66 1119.43 851.96 * .430 80.00 .00 .00 598.88 3600.00 607.77 .00 607.90 9.80 4.44 1404.80 1149.73 .430 80.00 609.40 605.88 598.88 1230.00 605.65 .00 607.07 65.15 9.55 128.85 152.39 * .430 80.00 609.40 605.88 598.88 1990.00 609.91 .00 609.92 .96 1.60 2271.42 2031.60 * .430 80.00 609.40 605.88 598.88 2380.00 610.15 .00 610.17 1.20 1.82 2433.81 2172.49 * .430 80.00 609.40 605.88 598.88 3600.00 610.67 .00 610.70 2.07 2.46 2797.06 2499.96 * .450 50.00 .00 .00 599.08 1230.00 607.50 .00 607.54 5.00 2.14 838.69 549.84 * .450 50.00 .00 .00 599.08 1990.00 609.91 .00 609.94 2.48 1.84 1631.06 1264.11 * .450 50.00 .00 .00 599.08 2380.00 610.15 .00 610.19 3.02 2.08 1776.48 1368.74 * .450 50.00 .00 .00 599.08 3600.00 610.67 .00 610.73 4.84 2.75 2128.27 1636.53 .650 1010.00 .00 .00 599.50 1230.00 607.93 .00 607.97 4.04 2.43 858.18 611.90 .650 1010.00 .00 .00 599.50 1990.00 610.14 .00 610.18 2.50 2.27 1539.45 1257.44 .650 1010.00 .00 .00 599.50 2380.00 610.44 .00 610.48 3.04 2.55 1656.66 1364.75 .650 1010.00 .00 .00 599.50 3600.00 611.13 .00 611.20 4.83 3.36 1972.50 1637.68 * .670 100.00 .00 .00 599.43 1230.00 607.83 .00 608.20 12.77 4.88 252.19 344.25 * .670 100.00 .00 .00 599.43 1990.00 609.90 .00 610.52 16.09 6.34 314.02 496.13 .670 100.00 .00 .00 599.43 2380.00 610.44 .00 610.54 4.13 3.32 1214.91 1171.38 .670 100.00 .00 .00 599.43 3600.00 611.14 .00 611.30 6.65 4.39 1416.37 1396.51 1 18SEP07 18:07:18 PAGE 138 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K .671 79.00 614.08 607.63 599.43 1230.00 608.02 .00 608.37 11.88 4.77 257.68 356.84 .671 79.00 614.08 607.63 599.43 1990.00 610.77 .00 611.30 12.29 5.85 340.42 567.57 * .671 79.00 614.08 607.63 599.43 2380.00 611.82 .00 612.45 13.11 6.40 371.76 657.31 * .671 79.00 614.08 607.63 599.43 3600.00 614.69 .00 614.73 1.43 2.43 2654.44 3006.13 .690 32.00 .00 .00 601.46 1230.00 608.36 .00 608.48 14.50 3.95 518.29 323.00 * .690 32.00 .00 .00 601.46 1990.00 611.42 .00 611.47 3.73 2.63 1305.04 1031.01 * .690 32.00 .00 .00 601.46 2380.00 612.62 .00 612.65 2.55 2.37 1829.95 1490.89 .690 32.00 .00 .00 601.46 3600.00 614.72 .00 614.74 1.90 2.31 3289.79 2609.51 * .760 350.00 .00 .00 600.60 1230.00 608.68 .00 609.16 31.21 5.74 246.85 220.18 .760 350.00 .00 .00 600.60 1990.00 611.50 .00 611.62 5.72 3.36 777.33 831.91 .760 350.00 .00 .00 600.60 2380.00 612.66 .00 612.74 3.13 2.78 1180.75 1345.50 .760 350.00 .00 .00 600.60 3600.00 614.74 .00 614.80 1.66 2.37 2116.30 2797.74 * .870 600.00 .00 .00 601.30 1230.00 610.07 .00 610.34 13.53 4.61 306.43 334.39 .870 600.00 .00 .00 601.30 1990.00 611.83 .00 612.12 11.03 4.92 472.33 599.16 * .870 600.00 .00 .00 601.30 2380.00 612.84 .00 613.06 8.35 4.63 653.78 823.65 * .870 600.00 .00 .00 601.30 3600.00 614.84 .00 614.97 4.36 3.83 1425.89 1724.76 * .900 145.00 .00 .00 601.40 1230.00 610.36 .00 610.44 3.22 2.66 659.16 685.29 * .900 145.00 .00 .00 601.40 1990.00 612.15 .00 612.20 1.82 2.33 1323.14 1476.88 * .900 145.00 .00 .00 601.40 2380.00 613.09 .00 613.12 1.21 2.04 1855.61 2165.36 * .900 145.00 .00 .00 601.40 3600.00 614.97 .00 615.00 .77 1.84 2966.92 4092.37 * .930 195.00 .00 .00 601.90 1230.00 610.45 .00 610.47 1.42 1.57 1087.99 1031.51 * .930 195.00 .00 .00 601.90 1990.00 612.20 .00 612.21 .79 1.38 1965.71 2240.58 * .930 195.00 .00 .00 601.90 2380.00 613.12 .00 613.13 .59 1.28 2464.80 3108.50 .930 195.00 .00 .00 601.90 3600.00 614.99 .00 615.01 .46 1.29 3487.57 5292.53 .960 150.00 .00 .00 602.30 1230.00 610.47 .00 610.49 1.37 1.46 1109.08 1049.05 .960 150.00 .00 .00 602.30 1990.00 612.21 .00 612.22 .76 1.30 2018.14 2289.75 .960 150.00 .00 .00 602.30 2380.00 613.12 .00 613.14 .56 1.21 2547.86 3187.75 .960 150.00 .00 .00 602.30 3600.00 615.00 .00 615.01 .43 1.22 3691.76 5488.84 .990 145.00 .00 .00 603.00 1230.00 610.48 .00 610.51 2.68 2.14 962.13 751.12 .990 145.00 .00 .00 603.00 1990.00 612.22 .00 612.23 .97 1.53 1980.66 2017.10 .990 145.00 .00 .00 603.00 2380.00 613.13 .00 613.15 .65 1.35 2547.49 2943.07 .990 145.00 .00 .00 603.00 3600.00 615.00 .00 615.02 .45 1.28 3769.97 5343.59 1.040 395.00 .00 .00 603.40 1230.00 610.55 .00 610.60 4.41 2.31 752.91 585.49 1.040 395.00 .00 .00 603.40 1990.00 612.24 .00 612.27 1.71 1.78 1504.33 1519.95 1.040 395.00 .00 .00 603.40 2380.00 613.14 .00 613.17 1.14 1.59 1969.05 2227.78 1.040 395.00 .00 .00 603.40 3600.00 615.01 .00 615.03 .74 1.50 3091.19 4189.51 1.050 165.00 .00 .00 604.00 1230.00 610.60 .00 610.70 5.23 2.65 530.71 537.84 * 1.050 165.00 .00 .00 604.00 1990.00 612.23 .00 612.33 3.89 2.80 829.92 1008.99 * 1.050 165.00 .00 .00 604.00 2380.00 613.13 .00 613.21 2.88 2.63 1146.55 1402.69 * 1.050 165.00 .00 .00 604.00 3600.00 615.00 .00 615.06 1.88 2.49 1981.03 2622.98 1 18SEP07 18:07:18 PAGE 139 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K * 1.070 80.00 .00 .00 604.05 1120.00 610.57 .00 610.92 21.31 4.70 238.32 242.64 * 1.070 80.00 .00 .00 604.05 1850.00 612.14 .00 612.61 21.72 5.52 335.34 396.92 * 1.070 80.00 .00 .00 604.05 2170.00 613.02 .00 613.49 17.41 5.50 394.34 520.03 1.070 80.00 .00 .00 604.05 3210.00 615.06 .00 615.09 1.09 1.68 2552.76 3075.75 1.070 20.00 615.46 612.32 604.05 1120.00 610.66 .00 610.99 19.94 4.60 243.42 250.79 1.070 20.00 615.46 612.32 604.05 1850.00 612.37 .00 612.80 18.65 5.27 351.06 428.43 1.070 20.00 615.46 612.32 604.05 2170.00 613.53 .00 613.93 13.16 5.06 428.86 598.08 * 1.070 20.00 615.46 612.32 604.05 3210.00 616.11 .00 616.13 .55 1.29 3239.77 4340.32 1.080 50.00 .00 .00 604.78 1120.00 611.01 .00 611.14 13.01 4.18 438.87 310.57 * 1.080 50.00 .00 .00 604.78 1850.00 612.94 .00 612.98 3.00 2.50 1152.48 1067.61 * 1.080 50.00 .00 .00 604.78 2170.00 614.07 .00 614.09 1.43 1.91 1702.94 1816.17 1.080 50.00 .00 .00 604.78 3210.00 616.12 .00 616.14 .71 1.57 2896.44 3805.20 1.080 220.00 .00 .00 604.74 1120.00 611.33 .00 611.53 17.58 4.53 327.61 267.13 1.080 220.00 .00 .00 604.74 1850.00 613.01 .00 613.09 5.41 2.99 823.64 795.32 1.080 220.00 .00 .00 604.74 2170.00 614.10 .00 614.14 2.20 2.09 1365.54 1461.76 1.080 220.00 .00 .00 604.74 3210.00 616.13 .00 616.15 .70 1.36 3026.61 3837.10 1.120 185.00 .00 .00 604.65 1120.00 611.63 .00 611.98 27.55 5.40 246.07 213.38 * 1.120 185.00 .00 .00 604.65 1850.00 612.98 .00 613.35 19.35 5.30 384.72 420.55 * 1.120 185.00 .00 .00 604.65 2170.00 614.04 .00 614.28 10.51 4.32 610.43 669.22 * 1.120 185.00 .00 .00 604.65 3210.00 616.12 .00 616.19 2.88 2.66 1588.81 1892.37 * 1.210 500.00 .00 .00 605.05 1120.00 612.53 .00 612.63 7.17 2.84 448.27 418.29 * 1.210 500.00 .00 .00 605.05 1850.00 613.75 .00 613.88 6.14 3.04 656.46 746.41 * 1.210 500.00 .00 .00 605.05 2170.00 614.51 .00 614.62 4.56 2.82 850.41 1016.57 1.210 500.00 .00 .00 605.05 3210.00 616.25 .00 616.33 2.60 2.47 1494.62 1990.06 1.270 300.00 .00 .00 605.10 1120.00 612.72 .00 612.76 4.00 2.45 848.32 560.14 1.270 300.00 .00 .00 605.10 1850.00 613.95 .00 614.00 4.23 2.84 1232.33 899.13 1.270 300.00 .00 .00 605.10 2170.00 614.67 .00 614.72 3.50 2.74 1521.52 1160.70 1.270 300.00 .00 .00 605.10 3210.00 616.35 .00 616.39 2.58 2.66 2456.16 1999.55 * 1.380 629.00 .00 .00 608.00 1120.00 613.16 .00 613.31 26.14 4.20 429.90 219.04 * 1.380 629.00 .00 .00 608.00 1850.00 614.38 .00 614.55 22.96 4.58 666.96 386.07 * 1.380 629.00 .00 .00 608.00 2170.00 615.02 .00 615.17 18.81 4.43 825.39 500.31 * 1.380 629.00 .00 .00 608.00 3210.00 616.59 .00 616.72 13.15 4.27 1326.92 885.26 1.540 413.00 .00 .00 607.60 1120.00 614.24 .00 614.84 46.61 6.21 182.10 164.06 * 1.540 413.00 .00 .00 607.60 1850.00 615.24 .00 616.18 56.52 7.93 273.12 246.07 * 1.540 413.00 .00 .00 607.60 2170.00 615.65 .00 616.66 56.37 8.34 328.28 289.02 * 1.540 413.00 .00 .00 607.60 3210.00 616.92 .00 617.86 45.11 8.59 553.79 477.94 * 1.560 100.00 .00 .00 607.77 1120.00 615.07 .00 615.12 4.99 2.84 773.01 501.38 * 1.560 100.00 .00 .00 607.77 1850.00 616.50 .00 616.55 4.46 3.07 1175.40 876.17 * 1.560 100.00 .00 .00 607.77 2170.00 617.00 .00 617.06 4.40 3.18 1330.00 1034.73 * 1.560 100.00 .00 .00 607.77 3210.00 618.16 .00 618.23 4.76 3.61 1722.44 1470.58 1 18SEP07 18:07:18 PAGE 140 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K * 1.560 16.00 616.48 614.62 607.77 1120.00 617.19 .00 617.20 1.03 1.56 1392.15 1100.92 * 1.560 16.00 616.48 614.62 607.77 1850.00 618.05 .00 618.08 1.69 2.13 1682.32 1424.22 * 1.560 16.00 616.48 614.62 607.77 2170.00 618.32 .00 618.35 2.00 2.36 1775.85 1532.90 1.560 16.00 616.48 614.62 607.77 3210.00 619.01 .00 619.06 3.03 3.05 2031.17 1843.81 * 1.580 50.00 .00 .00 610.07 1120.00 617.19 .00 617.21 3.08 2.06 1007.69 638.33 * 1.580 50.00 .00 .00 610.07 1850.00 618.05 .00 618.10 4.10 2.61 1292.12 913.50 * 1.580 50.00 .00 .00 610.07 2170.00 618.32 .00 618.37 4.64 2.85 1382.26 1006.95 * 1.580 50.00 .00 .00 610.07 3210.00 619.02 .00 619.10 6.29 3.53 1625.77 1279.42 * 1.650 470.00 .00 .00 610.40 910.00 617.44 .00 617.52 22.68 3.03 827.07 191.10 * 1.650 470.00 .00 .00 610.40 1490.00 618.39 .00 618.52 30.80 3.94 1224.87 268.48 * 1.650 470.00 .00 .00 610.40 1820.00 618.70 .00 618.87 37.67 4.50 1366.57 296.54 * 1.650 470.00 .00 .00 610.40 2630.00 619.52 .00 619.76 49.17 5.56 1761.32 375.08 * 1.670 100.00 .00 .00 610.98 910.00 617.75 .00 618.94 237.71 8.75 103.98 59.02 * 1.670 100.00 .00 .00 610.98 1490.00 618.70 .00 620.88 336.54 11.83 125.94 81.22 * 1.670 100.00 .00 .00 610.98 1820.00 619.05 619.02 621.93 412.92 13.63 133.55 89.57 * 1.670 100.00 .00 .00 610.98 2630.00 620.59 620.59 624.34 392.10 15.55 169.16 132.82 1.670 25.00 627.68 622.19 610.98 910.00 617.75 .00 618.94 237.79 8.75 103.97 59.01 1.670 25.00 627.68 622.19 610.98 1490.00 618.70 .00 620.88 336.63 11.83 125.93 81.21 1.670 25.00 627.68 622.19 610.98 1820.00 619.05 .00 621.93 410.61 13.61 133.77 89.82 * 1.670 25.00 627.68 622.19 610.98 2630.00 623.51 .00 625.43 128.41 11.12 236.45 232.09 * 1.680 22.00 .00 .00 611.11 910.00 618.60 .00 619.00 10.44 5.07 1012.29 281.70 * 1.680 22.00 .00 .00 611.11 1490.00 620.32 .00 620.95 11.78 6.40 1805.36 434.15 * 1.680 22.00 .00 .00 611.11 1820.00 621.26 .00 622.01 11.84 6.95 2308.69 528.85 * 1.680 22.00 .00 .00 611.11 2630.00 624.69 .00 625.47 7.91 7.13 4279.20 935.06 * 1.690 32.00 .00 .00 611.93 910.00 618.25 .00 619.53 190.69 9.10 100.02 65.90 * 1.690 32.00 .00 .00 611.93 1490.00 619.78 .00 621.68 190.74 11.08 134.45 107.89 * 1.690 32.00 .00 .00 611.93 1820.00 620.64 .00 622.81 181.36 11.83 153.90 135.14 * 1.690 32.00 .00 .00 611.93 2630.00 624.15 .00 626.13 95.20 11.29 232.88 269.54 1.690 14.00 617.92 620.73 611.93 910.00 618.90 .00 619.88 171.61 7.93 114.74 69.47 1.690 14.00 617.92 620.73 611.93 1490.00 620.61 .00 622.08 188.84 9.72 153.25 108.43 1.690 14.00 617.92 620.73 611.93 1820.00 621.50 .00 623.23 225.15 10.55 172.54 121.29 * 1.690 14.00 617.92 620.73 611.93 2630.00 624.15 .00 626.72 782.97 12.86 204.46 93.99 * 1.780 100.00 .00 .00 611.93 910.00 620.24 .00 620.26 3.02 1.79 1368.20 523.44 * 1.780 100.00 .00 .00 611.93 1490.00 622.56 .00 622.58 1.92 1.74 2604.83 1076.19 * 1.780 100.00 .00 .00 611.93 1820.00 623.78 .00 623.80 1.61 1.74 3489.24 1435.66 * 1.780 100.00 .00 .00 611.93 2630.00 627.51 .00 627.52 .86 1.56 7079.16 2842.66 * 1.950 860.00 .00 .00 614.81 910.00 620.74 .00 620.86 25.45 3.56 449.11 180.38 * 1.950 860.00 .00 .00 614.81 1490.00 622.81 .00 622.85 5.50 2.21 1218.88 635.38 1.950 860.00 .00 .00 614.81 1820.00 623.96 .00 623.98 2.92 1.82 1836.33 1064.49 1.950 860.00 .00 .00 614.81 2630.00 627.57 .00 627.58 .57 1.06 4579.56 3498.05 1 18SEP07 18:07:18 PAGE 141 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K 1.950 790.00 .00 .00 616.16 910.00 622.96 .00 623.12 28.44 4.14 378.23 170.64 * 1.950 790.00 .00 .00 616.16 1490.00 623.64 .00 623.85 33.98 4.96 515.14 255.60 * 1.950 790.00 .00 .00 616.16 1820.00 624.40 .00 624.57 23.58 4.52 680.77 374.84 * 1.950 790.00 .00 .00 616.16 2630.00 627.64 .00 627.70 5.40 2.88 1475.52 1132.29 * 2.000 250.00 .00 .00 616.16 910.00 623.57 .00 624.27 63.42 6.72 135.49 114.27 * 2.000 250.00 .00 .00 616.16 1490.00 624.20 .00 625.69 116.42 9.82 151.79 138.09 2.000 250.00 .00 .00 616.16 1820.00 624.77 .00 624.90 17.70 4.07 734.41 432.59 2.000 250.00 .00 .00 616.16 2630.00 627.72 .00 627.78 5.17 2.83 1499.85 1156.92 2.010 40.00 626.24 625.37 616.16 910.00 623.66 .00 624.34 59.83 6.60 137.88 117.65 2.010 40.00 626.24 625.37 616.16 1490.00 624.64 .00 625.93 90.78 9.11 163.55 156.38 * 2.010 40.00 626.24 625.37 616.16 1820.00 626.77 .00 626.82 4.60 2.49 1141.50 848.17 2.010 40.00 626.24 625.37 616.16 2630.00 628.28 .00 628.33 3.86 2.54 1685.43 1338.72 * 2.040 185.00 .00 .00 617.64 910.00 624.93 .00 625.07 19.89 3.91 443.56 204.05 * 2.040 185.00 .00 .00 617.64 1490.00 626.59 .00 626.66 8.61 3.04 971.46 507.89 * 2.040 185.00 .00 .00 617.64 1820.00 626.86 .00 626.94 9.99 3.35 1075.59 575.75 2.040 185.00 .00 .00 617.64 2630.00 628.35 .00 628.41 6.18 2.96 1731.90 1057.59 2.330 1547.00 .00 .00 620.35 910.00 627.42 .00 627.47 12.71 3.02 642.63 255.26 2.330 1547.00 .00 .00 620.35 1490.00 628.16 .00 628.22 12.61 3.24 985.75 419.56 2.330 1547.00 .00 .00 620.35 1820.00 628.54 .00 628.59 11.99 3.27 1185.56 525.68 2.330 1547.00 .00 .00 620.35 2630.00 629.49 .00 629.53 9.17 3.10 1743.26 868.68 * 2.600 1385.00 .00 .00 623.87 730.00 630.10 .00 630.36 51.96 5.50 253.75 101.27 * 2.600 1385.00 .00 .00 623.87 1180.00 630.76 .00 630.97 45.84 5.55 426.54 174.28 * 2.600 1385.00 .00 .00 623.87 1450.00 631.03 .00 631.25 45.95 5.71 509.57 213.92 * 2.600 1385.00 .00 .00 623.87 2090.00 631.52 .00 631.75 48.34 6.13 684.09 300.61 2.610 14.00 627.53 630.00 623.87 730.00 630.28 .00 630.43 52.71 4.19 289.08 100.55 2.610 14.00 627.53 630.00 623.87 1180.00 630.92 .00 631.04 57.97 3.70 456.59 154.99 2.610 14.00 627.53 630.00 623.87 1450.00 631.19 .00 631.32 57.42 3.79 543.08 191.36 2.610 14.00 627.53 630.00 623.87 2090.00 631.68 .00 631.82 55.96 3.94 756.27 279.40 * 2.860 1365.00 .00 .00 626.31 730.00 632.24 .00 632.26 6.02 2.12 851.50 297.63 * 2.860 1365.00 .00 .00 626.31 1180.00 632.69 .00 632.71 5.17 2.11 1274.89 518.94 * 2.860 1365.00 .00 .00 626.31 1450.00 632.92 .00 632.94 4.98 2.14 1488.93 650.06 * 2.860 1365.00 .00 .00 626.31 2090.00 633.35 .00 633.38 4.80 2.24 1926.53 954.24 * 2.990 680.00 .00 .00 627.54 730.00 632.83 632.82 633.10 39.81 5.54 340.33 115.70 * 2.990 680.00 .00 .00 627.54 1180.00 633.23 .00 633.37 25.11 4.75 650.50 235.50 * 2.990 680.00 .00 .00 627.54 1450.00 633.43 .00 633.54 21.22 4.52 815.93 314.80 * 2.990 680.00 .00 .00 627.54 2090.00 633.83 .00 633.91 16.07 4.20 1183.40 521.44 * 3.120 685.00 .00 .00 628.76 730.00 634.38 .00 634.44 11.86 3.23 596.95 211.96 3.120 685.00 .00 .00 628.76 1180.00 634.61 .00 634.69 15.88 3.88 778.69 296.08 3.120 685.00 .00 .00 628.76 1450.00 634.73 .00 634.81 17.06 4.11 885.73 351.05 3.120 685.00 .00 .00 628.76 2090.00 634.98 .00 635.07 18.84 4.50 1117.56 481.49 1 18SEP07 18:07:18 PAGE 142 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K * 3.190 370.00 .00 .00 629.51 730.00 634.91 .00 635.08 26.12 4.59 419.82 142.83 3.190 370.00 .00 .00 629.51 1180.00 635.26 .00 635.37 20.99 4.39 698.58 257.54 3.190 370.00 .00 .00 629.51 1450.00 635.41 .00 635.51 20.58 4.46 825.38 319.62 3.190 370.00 .00 .00 629.51 2090.00 635.70 .00 635.80 20.16 4.63 1090.44 465.49 3.260 375.00 .00 .00 630.26 730.00 635.77 .00 635.87 17.72 3.86 502.43 173.42 3.260 375.00 .00 .00 630.26 1180.00 636.03 .00 636.13 19.74 4.27 715.73 265.60 3.260 375.00 .00 .00 630.26 1450.00 636.17 .00 636.27 19.88 4.39 836.19 325.17 3.260 375.00 .00 .00 630.26 2090.00 636.46 .00 636.56 20.16 4.63 1090.32 465.42 3.330 370.00 .00 .00 631.01 730.00 636.47 .00 636.60 21.27 4.19 462.33 158.29 3.330 370.00 .00 .00 631.01 1180.00 636.77 .00 636.88 20.05 4.30 711.39 263.55 3.330 370.00 .00 .00 631.01 1450.00 636.91 .00 637.02 20.04 4.41 833.78 323.93 3.330 370.00 .00 .00 631.01 2090.00 637.20 .00 637.30 19.75 4.59 1098.62 470.30 3.400 375.00 .00 .00 631.74 730.00 637.28 .00 637.51 28.09 5.40 336.54 137.73 3.400 375.00 .00 .00 631.74 1180.00 637.59 .00 637.81 31.74 6.00 507.90 209.46 3.400 375.00 .00 .00 631.74 1450.00 637.74 .00 637.95 32.00 6.16 611.85 256.34 3.400 375.00 .00 .00 631.74 2090.00 638.04 .00 638.24 32.23 6.43 828.97 368.13 * 3.460 354.00 .00 .00 632.22 730.00 638.05 .00 638.14 12.84 3.81 494.82 203.71 * 3.460 354.00 .00 .00 632.22 1180.00 638.41 .00 638.49 13.40 4.08 744.58 322.34 * 3.460 354.00 .00 .00 632.22 1450.00 638.57 .00 638.65 13.92 4.25 865.36 388.69 * 3.460 354.00 .00 .00 632.22 2090.00 638.88 .00 638.97 15.01 4.58 1110.21 539.52 3.530 354.00 .00 .00 632.71 730.00 638.51 .00 638.72 23.57 4.82 297.17 150.38 * 3.530 354.00 .00 .00 632.71 1180.00 638.88 .00 639.16 31.39 5.89 406.98 210.61 * 3.530 354.00 .00 .00 632.71 1450.00 639.05 .00 639.37 34.52 6.34 464.01 246.78 * 3.530 354.00 .00 .00 632.71 2090.00 639.39 .00 639.76 40.19 7.18 581.43 329.67 3.570 181.00 .00 .00 632.38 730.00 638.84 .00 639.42 32.78 6.11 119.44 127.50 * 3.570 181.00 .00 .00 632.38 1180.00 639.45 .00 639.60 13.64 4.15 506.09 319.45 * 3.570 181.00 .00 .00 632.38 1450.00 639.69 .00 639.85 14.90 4.42 593.46 375.60 * 3.570 181.00 .00 .00 632.38 2090.00 640.15 .00 640.32 16.82 4.86 797.41 509.56 * 3.580 30.00 639.23 639.82 632.38 730.00 639.35 .00 639.42 6.05 2.74 470.82 296.82 * 3.580 30.00 639.23 639.82 632.38 1180.00 640.09 .00 640.15 5.83 2.85 765.96 488.55 * 3.580 30.00 639.23 639.82 632.38 1450.00 640.32 .00 640.39 6.52 3.06 882.86 568.07 * 3.580 30.00 639.23 639.82 632.38 2090.00 640.74 .00 640.82 8.05 3.50 1096.68 736.76 * 3.610 180.00 .00 .00 633.01 730.00 639.39 639.08 639.94 99.04 6.42 169.91 73.35 * 3.610 180.00 .00 .00 633.01 1180.00 640.20 .00 640.54 65.38 5.96 387.21 145.94 * 3.610 180.00 .00 .00 633.01 1450.00 640.46 .00 640.79 63.35 6.10 476.95 182.17 * 3.610 180.00 .00 .00 633.01 2090.00 640.93 .00 641.26 63.40 6.50 657.52 262.48 * 3.840 1220.00 .00 .00 636.14 730.00 642.99 .00 643.01 10.92 1.87 709.34 220.94 * 3.840 1220.00 .00 .00 636.14 1180.00 643.45 .00 643.47 12.15 2.09 1023.08 338.59 * 3.840 1220.00 .00 .00 636.14 1450.00 643.68 .00 643.71 12.26 2.17 1207.01 414.12 * 3.840 1220.00 .00 .00 636.14 2090.00 644.16 .00 644.19 12.32 2.29 1612.11 595.55 1 18SEP07 18:07:18 PAGE 143 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K 4.200 1911.00 .00 .00 640.16 730.00 645.68 .00 645.73 22.22 2.57 472.64 154.88 4.200 1911.00 .00 .00 640.16 1180.00 646.29 .00 646.35 22.23 2.85 684.63 250.26 4.200 1911.00 .00 .00 640.16 1450.00 646.56 .00 646.63 22.83 3.00 786.89 303.47 4.200 1911.00 .00 .00 640.16 2090.00 647.08 .00 647.16 23.95 3.30 1002.97 427.10 4.690 2592.00 .00 .00 646.04 580.00 651.27 .00 651.35 21.53 3.06 381.38 125.01 4.690 2592.00 .00 .00 646.04 940.00 651.85 .00 651.93 21.43 3.37 561.46 203.07 4.690 2592.00 .00 .00 646.04 1170.00 652.14 .00 652.22 21.00 3.49 663.99 255.33 4.690 2592.00 .00 .00 646.04 1630.00 652.67 .00 652.76 19.94 3.66 862.72 365.00 4.930 1257.00 .00 .00 648.72 580.00 653.80 .00 653.86 19.13 2.94 458.93 132.62 4.930 1257.00 .00 .00 648.72 940.00 654.27 .00 654.32 17.53 3.04 724.94 224.53 4.930 1257.00 .00 .00 648.72 1170.00 654.50 .00 654.55 16.95 3.10 878.39 284.18 4.930 1257.00 .00 .00 648.72 1630.00 654.90 .00 654.95 15.90 3.19 1175.12 408.80 * 4.970 225.00 .00 .00 648.72 580.00 654.28 .00 654.91 75.80 6.34 91.45 66.62 4.970 225.00 .00 .00 648.72 940.00 654.58 .00 654.61 9.40 2.34 933.92 306.55 4.970 225.00 .00 .00 648.72 1170.00 654.81 .00 654.84 9.61 2.45 1103.85 377.39 4.970 225.00 .00 .00 648.72 1630.00 655.20 .00 655.23 9.75 2.60 1417.76 521.97 * 4.980 32.00 657.06 656.34 648.72 580.00 656.39 .00 656.67 19.27 4.21 137.92 132.14 * 4.980 32.00 657.06 656.34 648.72 940.00 657.73 .00 657.73 .18 .46 4141.32 2234.55 * 4.980 32.00 657.06 656.34 648.72 1170.00 657.94 .00 657.95 .23 .53 4420.06 2444.09 * 4.980 32.00 657.06 656.34 648.72 1630.00 658.23 .00 658.24 .35 .68 4807.79 2743.58 * 5.010 160.00 .00 .00 649.69 580.00 656.80 .00 656.80 1.38 1.06 1226.21 494.14 * 5.010 160.00 .00 .00 649.69 940.00 657.73 .00 657.74 1.19 1.09 1846.61 860.95 * 5.010 160.00 .00 .00 649.69 1170.00 657.95 .00 657.96 1.48 1.24 2001.54 961.76 * 5.010 160.00 .00 .00 649.69 1630.00 658.24 .00 658.25 2.15 1.54 2220.37 1110.71 * 5.160 829.00 .00 .00 648.71 580.00 657.01 .00 657.06 9.17 2.36 557.98 191.55 * 5.160 829.00 .00 .00 648.71 940.00 657.90 .00 657.93 5.24 1.99 1072.85 410.83 * 5.160 829.00 .00 .00 648.71 1170.00 658.15 .00 658.18 5.63 2.12 1233.10 493.00 * 5.160 829.00 .00 .00 648.71 1630.00 658.52 .00 658.55 6.70 2.40 1481.01 629.60 5.170 32.00 655.65 655.95 648.71 580.00 657.01 .00 657.06 9.22 2.37 556.56 191.06 5.170 32.00 655.65 655.95 648.71 940.00 657.90 .00 657.93 5.24 1.99 1072.77 410.80 5.170 32.00 655.65 655.95 648.71 1170.00 658.15 .00 658.18 5.63 2.12 1233.06 492.98 5.170 32.00 655.65 655.95 648.71 1630.00 658.52 .00 658.55 6.70 2.40 1481.01 629.60 * 5.470 1595.00 .00 .00 652.96 390.00 658.96 .00 659.01 19.68 2.60 307.33 87.91 * 5.470 1595.00 .00 .00 652.96 630.00 659.26 .00 659.33 25.01 3.10 430.19 125.98 * 5.470 1595.00 .00 .00 652.96 780.00 659.53 .00 659.59 21.15 3.00 551.35 169.60 * 5.470 1595.00 .00 .00 652.96 1070.00 659.98 .00 660.03 16.54 2.85 781.06 263.08 5.770 1549.00 .00 .00 654.75 390.00 661.41 .00 661.44 14.05 2.17 349.54 104.04 5.770 1549.00 .00 .00 654.75 630.00 661.85 .00 661.88 12.93 2.20 521.53 175.23 5.770 1549.00 .00 .00 654.75 780.00 662.03 .00 662.06 13.96 2.33 595.53 208.77 5.770 1549.00 .00 .00 654.75 1070.00 662.31 .00 662.35 15.61 2.54 724.90 270.86 1 18SEP07 18:07:18 PAGE 144 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K 5.780 19.00 659.95 661.75 654.75 390.00 661.41 .00 661.44 14.13 2.17 348.75 103.74 5.780 19.00 659.95 661.75 654.75 630.00 661.85 .00 661.88 13.03 2.20 519.98 174.55 5.780 19.00 659.95 661.75 654.75 780.00 662.03 .00 662.06 14.10 2.34 593.27 207.73 5.780 19.00 659.95 661.75 654.75 1070.00 662.31 .00 662.35 15.62 2.54 724.63 270.73 * 5.880 565.00 .00 .00 658.14 320.00 662.69 .00 662.83 56.43 3.79 201.02 42.60 * 5.880 565.00 .00 .00 658.14 520.00 663.00 .00 663.09 46.62 3.66 343.27 76.16 * 5.880 565.00 .00 .00 658.14 640.00 663.18 .00 663.26 40.14 3.51 431.44 101.01 * 5.880 565.00 .00 .00 658.14 890.00 663.48 .00 663.54 33.48 3.37 589.25 153.82 5.930 285.00 .00 .00 659.84 320.00 664.34 .00 664.51 66.73 4.09 183.50 39.17 5.930 285.00 .00 .00 659.84 520.00 664.55 .00 664.72 79.47 4.65 272.60 58.33 * 5.930 285.00 .00 .00 659.84 640.00 664.64 664.55 664.82 88.02 4.97 312.77 68.22 * 5.930 285.00 .00 .00 659.84 890.00 664.80 664.67 664.99 97.87 5.40 393.38 89.96 5.980 280.00 .00 .00 661.53 320.00 666.06 .00 666.21 59.20 3.88 195.96 41.59 5.980 280.00 .00 .00 661.53 520.00 666.35 .00 666.46 54.39 3.92 321.72 70.51 5.980 280.00 .00 .00 661.53 640.00 666.48 .00 666.58 52.04 3.93 388.99 88.72 5.980 280.00 .00 .00 661.53 890.00 666.71 .00 666.80 50.90 4.05 506.86 124.75 * 6.150 873.00 .00 .00 664.45 320.00 669.32 .00 669.40 25.62 2.93 242.82 63.22 6.150 873.00 .00 .00 664.45 520.00 669.59 .00 669.67 28.46 3.27 355.16 97.48 6.150 873.00 .00 .00 664.45 640.00 669.72 .00 669.80 29.78 3.43 411.53 117.27 6.150 873.00 .00 .00 664.45 890.00 669.95 .00 670.03 30.89 3.65 523.15 160.13 6.160 19.00 668.34 669.45 664.45 320.00 669.32 .00 669.40 25.47 2.92 243.51 63.41 6.160 19.00 668.34 669.45 664.45 520.00 669.59 .00 669.67 28.30 3.26 355.94 97.74 6.160 19.00 668.34 669.45 664.45 640.00 669.72 .00 669.80 29.66 3.42 412.17 117.51 6.160 19.00 668.34 669.45 664.45 890.00 669.95 .00 670.03 31.49 3.68 519.33 158.59 6.270 597.00 .00 .00 666.27 320.00 671.29 .00 671.56 49.54 4.17 77.33 45.46 * 6.270 597.00 .00 .00 666.27 520.00 671.92 .00 672.32 67.52 5.24 123.93 63.28 * 6.270 597.00 .00 .00 666.27 640.00 672.19 .00 672.62 73.33 5.62 157.43 74.74 * 6.270 597.00 .00 .00 666.27 890.00 672.58 672.43 673.03 78.37 6.09 240.12 100.53 * 6.280 27.00 671.81 669.71 666.27 320.00 672.66 .00 672.71 8.75 2.06 263.83 108.16 * 6.280 27.00 671.81 669.71 666.27 520.00 672.90 .00 672.98 14.96 2.77 341.88 134.44 * 6.280 27.00 671.81 669.71 666.27 640.00 673.01 .00 673.10 18.54 3.13 380.20 148.65 * 6.280 27.00 671.81 669.71 666.27 890.00 673.18 .00 673.32 25.57 3.78 448.75 176.01 * 6.340 390.00 .00 .00 671.34 320.00 673.37 .00 673.50 75.59 3.10 143.27 36.81 * 6.340 390.00 .00 .00 671.34 520.00 673.81 .00 673.88 41.61 2.77 322.64 80.61 6.340 390.00 .00 .00 671.34 640.00 673.98 .00 674.04 32.56 2.62 425.60 112.15 6.340 390.00 .00 .00 671.34 890.00 674.27 .00 674.32 25.15 2.53 605.32 177.47 6.460 590.00 .00 .00 673.77 110.00 676.14 .00 676.17 16.83 1.47 77.16 26.81 * 6.460 590.00 .00 .00 673.77 180.00 676.18 .00 676.26 40.32 2.32 80.54 28.35 * 6.460 590.00 .00 .00 673.77 220.00 676.13 .00 676.27 67.88 2.94 76.92 26.70 * 6.460 590.00 .00 .00 673.77 300.00 676.09 .00 676.36 141.54 4.16 73.77 25.22 1 18SEP07 18:07:18 PAGE 145 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K * 6.470 43.00 .00 .00 674.52 110.00 676.25 .00 676.37 196.42 2.70 40.74 7.85 * 6.470 43.00 .00 .00 674.52 180.00 676.47 .00 676.66 276.01 3.49 51.65 10.83 * 6.470 43.00 .00 .00 674.52 220.00 676.60 .00 676.82 283.71 3.77 58.66 13.06 6.470 43.00 .00 .00 674.52 300.00 676.89 .00 677.13 237.14 3.96 78.13 19.48 6.470 42.00 .00 .00 675.26 110.00 677.03 .00 677.13 170.46 2.56 42.97 8.43 6.470 42.00 .00 .00 675.26 180.00 677.39 .00 677.53 158.98 2.91 62.46 14.28 6.470 42.00 .00 .00 675.26 220.00 677.55 .00 677.70 160.10 3.12 71.96 17.39 6.470 42.00 .00 .00 675.26 300.00 677.78 .00 677.97 166.82 3.55 90.14 23.23 6.490 85.00 .00 .00 676.75 110.00 678.51 .00 678.62 177.55 2.60 42.32 8.26 6.490 85.00 .00 .00 676.75 180.00 678.84 .00 678.98 183.73 3.05 59.35 13.28 6.490 85.00 .00 .00 676.75 220.00 678.99 .00 679.16 181.55 3.25 68.80 16.33 6.490 85.00 .00 .00 676.75 300.00 679.24 .00 679.44 178.58 3.63 87.58 22.45 * 6.500 30.00 680.26 678.98 676.98 110.00 680.98 .00 681.10 607.39 3.11 42.56 4.46 * 6.500 30.00 680.26 678.98 676.98 180.00 680.99 .00 680.99 2.60 .71 377.69 111.69 * 6.500 30.00 680.26 678.98 676.98 220.00 681.08 .00 681.08 3.30 .81 404.37 121.14 * 6.500 30.00 680.26 678.98 676.98 300.00 681.22 .00 681.23 4.73 1.00 451.29 137.98 * 6.530 180.00 .00 .00 679.45 110.00 681.21 .00 681.21 1.09 .40 312.19 105.18 6.530 180.00 .00 .00 679.45 180.00 681.05 .00 681.06 4.55 .75 269.61 84.38 6.530 180.00 .00 .00 679.45 220.00 681.15 .00 681.16 5.13 .83 296.00 97.10 6.530 180.00 .00 .00 679.45 300.00 681.32 .00 681.33 6.14 .99 342.86 121.05 * 6.570 200.00 .00 .00 680.12 110.00 681.25 .00 681.26 9.19 .79 152.81 36.29 * 6.570 200.00 .00 .00 680.12 180.00 681.22 .00 681.25 28.59 1.35 145.00 33.67 * 6.570 200.00 .00 .00 680.12 220.00 681.33 .00 681.36 26.14 1.41 171.86 43.03 * 6.570 200.00 .00 .00 680.12 300.00 681.52 .00 681.55 23.65 1.52 219.00 61.69 * 6.600 205.00 .00 .00 680.82 110.00 681.62 .00 681.65 55.66 1.39 79.55 14.74 6.600 205.00 .00 .00 680.82 180.00 681.87 .00 681.90 35.53 1.45 134.23 30.20 6.600 205.00 .00 .00 680.82 220.00 681.95 .00 681.99 36.86 1.57 152.65 36.23 6.600 205.00 .00 .00 680.82 300.00 682.10 .00 682.14 36.04 1.75 190.21 49.97 6.680 400.00 .00 .00 682.19 110.00 683.64 .00 683.66 46.57 1.39 111.83 16.12 6.680 400.00 .00 .00 682.19 180.00 683.75 .00 683.78 68.38 1.80 143.27 21.77 6.680 400.00 .00 .00 682.19 220.00 683.83 .00 683.87 64.86 1.85 170.44 27.32 6.680 400.00 .00 .00 682.19 300.00 683.96 .00 684.00 65.84 2.01 212.66 36.97 6.830 800.00 .00 .00 684.93 110.00 686.46 .00 686.47 28.74 1.15 136.72 20.52 * 6.830 800.00 .00 .00 684.93 180.00 686.69 .00 686.70 24.02 1.21 211.66 36.73 * 6.830 800.00 .00 .00 684.93 220.00 686.78 .00 686.79 25.16 1.29 240.17 43.86 * 6.830 800.00 .00 .00 684.93 300.00 686.92 .00 686.94 25.41 1.40 295.27 59.51 * 6.900 340.00 .00 .00 686.90 110.00 688.19 .00 688.24 125.45 2.01 67.77 9.82 * 6.900 340.00 .00 .00 686.90 180.00 688.30 .00 688.38 167.71 2.54 97.74 13.90 * 6.900 340.00 .00 .00 686.90 220.00 688.39 .00 688.46 151.24 2.56 122.24 17.89 * 6.900 340.00 .00 .00 686.90 300.00 688.50 .00 688.58 142.61 2.69 160.02 25.12 1 18SEP07 18:07:18 PAGE 146 SECNO XLCH ELTRD ELLC ELMIN Q CWSEL CRIWS EG 10*KS VCH AREA .01K * 6.960 335.00 .00 .00 688.87 110.00 691.03 .00 691.13 62.75 2.65 44.82 13.89 * 6.960 335.00 .00 .00 688.87 180.00 691.41 .00 691.54 61.14 2.99 74.58 23.02 * 6.960 335.00 .00 .00 688.87 220.00 691.52 .00 691.67 67.24 3.24 90.22 26.83 6.960 335.00 .00 .00 688.87 300.00 691.72 .00 691.88 74.30 3.58 123.14 34.80 7.100 728.00 .00 .00 691.69 110.00 694.59 .00 694.69 39.17 2.48 44.37 17.58 7.100 728.00 .00 .00 691.69 180.00 695.09 .00 695.23 42.78 3.00 65.13 27.52 7.100 728.00 .00 .00 691.69 220.00 695.31 .00 695.46 41.63 3.18 81.98 34.10 7.100 728.00 .00 .00 691.69 300.00 695.64 .00 695.80 40.62 3.44 113.96 47.07 1 18SEP07 18:07:18 PAGE 147 ILE NAME ASB.HC2 SUMMARY PRINTOUT TABLE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH .010 1230.00 601.63 .00 .00 1.32 299.67 .00 .010 1990.00 602.37 .74 .00 2.06 355.00 .00 .010 2390.00 602.67 .30 .00 2.36 355.00 .00 .010 3610.00 603.45 .78 .00 3.14 355.00 .00 .120 1230.00 603.03 .00 1.40 .00 505.00 530.00 * .120 1990.00 603.73 .70 1.36 .00 505.00 530.00 * .120 2390.00 604.02 .29 1.35 .00 505.00 530.00 * .120 3610.00 604.79 .77 1.34 .00 505.00 530.00 .230 1230.00 604.11 .00 1.08 .00 333.69 630.00 .230 1990.00 604.79 .69 1.06 .00 351.80 630.00 .230 2390.00 605.10 .30 1.07 .00 359.74 630.00 .230 3610.00 605.88 .79 1.09 .00 380.57 630.00 .410 1230.00 605.29 .00 1.18 .00 176.75 630.00 .410 1990.00 606.12 .84 1.33 .00 198.54 630.00 .410 2390.00 606.48 .36 1.39 .00 208.64 630.00 .410 3610.00 607.38 .90 1.50 .00 246.10 630.00 * .430 1230.00 604.76 .00 ‐.53 .00 19.01 80.00 * .430 1990.00 606.40 1.64 .28 .00 259.63 80.00 * .430 2380.00 606.79 .39 .31 .00 273.72 80.00 * .430 3600.00 607.77 .98 .39 .00 310.35 80.00 .430 1230.00 605.65 .00 .89 .00 19.01 80.00 * .430 1990.00 609.91 4.25 3.51 .00 650.09 80.00 * .430 2380.00 610.15 .24 3.36 .00 679.52 80.00 * .430 3600.00 610.67 .52 2.90 .00 745.92 80.00 * .450 1230.00 607.50 .00 1.85 .00 236.94 50.00 * .450 1990.00 609.91 2.41 .00 .00 612.17 50.00 * .450 2380.00 610.15 .24 .00 .00 639.56 50.00 * .450 3600.00 610.67 .52 .00 .00 720.34 50.00 .650 1230.00 607.93 .00 .43 .00 248.54 1010.00 .650 1990.00 610.14 2.21 .24 .00 386.31 1010.00 .650 2380.00 610.44 .29 .29 .00 409.09 1010.00 .650 3600.00 611.13 .70 .47 .00 492.88 1010.00 * .670 1230.00 607.83 .00 ‐.10 .00 30.01 100.00 * .670 1990.00 609.90 2.07 ‐.24 .00 30.01 100.00 .670 2380.00 610.44 .55 .01 .00 277.39 100.00 .670 3600.00 611.14 .70 .01 .00 294.23 100.00 1 18SEP07 18:07:18 PAGE 148 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH .671 1230.00 608.02 .00 .18 .00 30.01 79.00 .671 1990.00 610.77 2.76 .87 .00 30.01 79.00 * .671 2380.00 611.82 1.04 1.37 .00 30.01 79.00 * .671 3600.00 614.69 2.87 3.55 .00 436.51 79.00 .690 1230.00 608.36 .00 .35 .00 202.31 32.00 * .690 1990.00 611.42 3.06 .65 .00 364.73 32.00 * .690 2380.00 612.62 1.19 .80 .00 523.56 32.00 .690 3600.00 614.72 2.10 .03 .00 864.04 32.00 * .760 1230.00 608.68 .00 .32 .00 124.59 350.00 .760 1990.00 611.50 2.81 .07 .00 257.18 350.00 .760 2380.00 612.66 1.17 .05 .00 374.98 350.00 .760 3600.00 614.74 2.08 .03 .00 478.21 350.00 * .870 1230.00 610.07 .00 1.39 .00 79.60 600.00 .870 1990.00 611.83 1.76 .33 .00 113.05 600.00 * .870 2380.00 612.84 1.01 .17 .00 250.92 600.00 * .870 3600.00 614.84 2.00 .10 .00 478.00 600.00 * .900 1230.00 610.36 .00 .29 .00 255.57 145.00 * .900 1990.00 612.15 1.79 .32 .00 528.32 145.00 * .900 2380.00 613.09 .94 .25 .00 589.00 145.00 * .900 3600.00 614.97 1.89 .13 .00 589.00 145.00 * .930 1230.00 610.45 .00 .09 .00 388.07 195.00 * .930 1990.00 612.20 1.75 .05 .00 543.00 195.00 * .930 2380.00 613.12 .92 .03 .00 543.00 195.00 .930 3600.00 614.99 1.87 .02 .00 543.00 195.00 .960 1230.00 610.47 .00 .02 .00 443.34 150.00 .960 1990.00 612.21 1.74 .01 .00 578.39 150.00 .960 2380.00 613.12 .92 .01 .00 581.43 150.00 .960 3600.00 615.00 1.87 .01 .00 667.97 150.00 .990 1230.00 610.48 .00 .02 .00 561.22 145.00 .990 1990.00 612.22 1.74 .01 .00 617.44 145.00 .990 2380.00 613.13 .91 .01 .00 622.97 145.00 .990 3600.00 615.00 1.87 .01 .00 720.11 145.00 1.040 1230.00 610.55 .00 .07 .00 395.27 395.00 1.040 1990.00 612.24 1.68 .02 .00 489.04 395.00 1.040 2380.00 613.14 .91 .01 .00 543.48 395.00 1.040 3600.00 615.01 1.87 .01 .00 668.13 395.00 1.050 1230.00 610.60 .00 .05 .00 165.65 165.00 * 1.050 1990.00 612.23 1.63 ‐.01 .00 329.25 165.00 * 1.050 2380.00 613.13 .90 ‐.01 .00 359.54 165.00 * 1.050 3600.00 615.00 1.87 ‐.01 .00 556.89 165.00 1 18SEP07 18:07:18 PAGE 149 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH * 1.070 1120.00 610.57 .00 ‐.03 .00 60.45 80.00 * 1.070 1850.00 612.14 1.56 ‐.09 .00 66.98 80.00 * 1.070 2170.00 613.02 .88 ‐.11 .00 66.98 80.00 1.070 3210.00 615.06 2.05 .07 .00 637.91 80.00 1.070 1120.00 610.66 .00 .08 .00 60.59 20.00 1.070 1850.00 612.37 1.71 .23 .00 66.98 20.00 1.070 2170.00 613.53 1.16 .51 .00 66.98 20.00 * 1.070 3210.00 616.11 2.58 1.05 .00 651.20 20.00 1.080 1120.00 611.01 .00 .35 .00 256.87 50.00 * 1.080 1850.00 612.94 1.93 .57 .00 455.51 50.00 * 1.080 2170.00 614.07 1.13 .53 .00 523.62 50.00 1.080 3210.00 616.12 2.05 .00 .00 631.93 50.00 1.080 1120.00 611.33 .00 .32 .00 203.94 220.00 1.080 1850.00 613.01 1.68 .07 .00 400.09 220.00 1.080 2170.00 614.10 1.09 .03 .00 608.84 220.00 1.080 3210.00 616.13 2.04 .02 .00 940.04 220.00 1.120 1120.00 611.63 .00 .30 .00 96.73 185.00 * 1.120 1850.00 612.98 1.35 ‐.03 .00 121.20 185.00 * 1.120 2170.00 614.04 1.06 ‐.06 .00 400.46 185.00 * 1.120 3210.00 616.12 2.08 ‐.01 .00 531.00 185.00 * 1.210 1120.00 612.53 .00 .91 .00 162.07 500.00 * 1.210 1850.00 613.75 1.22 .78 .00 179.49 500.00 * 1.210 2170.00 614.51 .76 .48 .00 312.15 500.00 1.210 3210.00 616.25 1.74 .13 .00 433.00 500.00 1.270 1120.00 612.72 .00 .19 .00 268.40 300.00 1.270 1850.00 613.95 1.23 .20 .00 356.30 300.00 1.270 2170.00 614.67 .72 .16 .00 447.19 300.00 1.270 3210.00 616.35 1.68 .10 .00 654.01 300.00 * 1.380 1120.00 613.16 .00 .44 .00 169.99 629.00 * 1.380 1850.00 614.38 1.22 .43 .00 226.65 629.00 * 1.380 2170.00 615.02 .64 .35 .00 271.20 629.00 * 1.380 3210.00 616.59 1.57 .24 .00 340.00 629.00 1.540 1120.00 614.24 .00 1.09 .00 60.16 413.00 * 1.540 1850.00 615.24 .99 .86 .00 122.46 413.00 * 1.540 2170.00 615.65 .41 .63 .00 147.95 413.00 * 1.540 3210.00 616.92 1.28 .33 .00 199.78 413.00 * 1.560 1120.00 615.07 .00 .83 .00 259.72 100.00 * 1.560 1850.00 616.50 1.43 1.27 .00 302.89 100.00 * 1.560 2170.00 617.00 .50 1.35 .00 317.92 100.00 * 1.560 3210.00 618.16 1.17 1.24 .00 353.53 100.00 1 18SEP07 18:07:18 PAGE 150 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH * 1.560 1120.00 617.19 .00 2.11 .00 324.67 16.00 * 1.560 1850.00 618.05 .87 1.55 .00 350.15 16.00 * 1.560 2170.00 618.32 .26 1.32 .00 357.98 16.00 1.560 3210.00 619.01 .70 .85 .00 374.25 16.00 * 1.580 1120.00 617.19 .00 .00 .00 318.08 50.00 * 1.580 1850.00 618.05 .87 .00 .00 337.49 50.00 * 1.580 2170.00 618.32 .26 .00 .00 343.41 50.00 * 1.580 3210.00 619.02 .70 .00 .00 350.00 50.00 * 1.650 910.00 617.44 .00 .25 .00 393.06 470.00 * 1.650 1490.00 618.39 .95 .33 .00 443.07 470.00 * 1.650 1820.00 618.70 .31 .38 .00 460.27 470.00 * 1.650 2630.00 619.52 .82 .50 .00 505.11 470.00 * 1.670 910.00 617.75 .00 .31 .00 22.98 100.00 * 1.670 1490.00 618.70 .96 .32 .00 22.98 100.00 * 1.670 1820.00 619.05 .34 .35 .00 22.98 100.00 * 1.670 2630.00 620.59 1.54 1.07 .00 22.98 100.00 1.670 910.00 617.75 .00 .00 .00 22.98 25.00 1.670 1490.00 618.70 .96 .00 .00 22.98 25.00 1.670 1820.00 619.05 .34 .00 .00 22.98 25.00 * 1.670 2630.00 623.51 4.46 2.92 .00 22.98 25.00 * 1.680 910.00 618.60 .00 .85 .00 420.68 22.00 * 1.680 1490.00 620.32 1.71 1.61 .00 509.87 22.00 * 1.680 1820.00 621.26 .94 2.21 .00 554.48 22.00 * 1.680 2630.00 624.69 3.43 1.18 .00 589.54 22.00 * 1.690 910.00 618.25 .00 ‐.36 .00 22.48 32.00 * 1.690 1490.00 619.78 1.53 ‐.54 .00 22.48 32.00 * 1.690 1820.00 620.64 .86 ‐.62 .00 22.48 32.00 * 1.690 2630.00 624.15 3.51 ‐.54 .00 22.48 32.00 1.690 910.00 618.90 .00 .65 .00 22.48 14.00 1.690 1490.00 620.61 1.71 .84 1.71 22.48 14.00 1.690 1820.00 621.50 .89 .86 2.60 22.48 14.00 * 1.690 2630.00 624.15 2.65 .00 5.25 22.48 14.00 * 1.780 910.00 620.24 .00 1.33 .00 460.47 100.00 * 1.780 1490.00 622.56 2.33 1.95 2.33 640.81 100.00 * 1.780 1820.00 623.78 1.22 2.28 3.54 813.28 100.00 * 1.780 2630.00 627.51 3.73 3.36 7.27 997.21 100.00 * 1.950 910.00 620.74 .00 .50 .00 297.52 860.00 * 1.950 1490.00 622.81 2.07 .25 2.07 472.93 860.00 1.950 1820.00 623.96 1.15 .18 3.22 600.09 860.00 1.950 2630.00 627.57 3.61 .07 6.83 885.33 860.00 1 18SEP07 18:07:18 PAGE 151 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.950 910.00 622.96 .00 2.22 .00 198.55 790.00 * 1.950 1490.00 623.64 .68 .83 .68 208.41 790.00 * 1.950 1820.00 624.40 .77 .45 1.45 222.89 790.00 * 1.950 2630.00 627.64 3.24 .07 4.68 298.11 790.00 * 2.000 910.00 623.57 .00 .61 .00 26.00 250.00 * 2.000 1490.00 624.20 .63 .56 .63 26.00 250.00 2.000 1820.00 624.77 .57 .36 1.20 200.23 250.00 2.000 2630.00 627.72 2.96 .08 4.15 305.16 250.00 2.010 910.00 623.66 .00 .09 .00 26.00 40.00 2.010 1490.00 624.64 .98 .45 .98 26.00 40.00 * 2.010 1820.00 626.77 2.13 2.00 3.11 209.07 40.00 2.010 2630.00 628.28 1.51 .55 4.62 355.52 40.00 * 2.040 910.00 624.93 .00 1.27 .00 259.63 185.00 * 2.040 1490.00 626.59 1.66 1.95 1.66 371.70 185.00 * 2.040 1820.00 626.86 .27 .09 1.94 389.57 185.00 2.040 2630.00 628.35 1.49 .08 3.43 491.14 185.00 2.330 910.00 627.42 .00 2.49 .00 404.64 1547.00 2.330 1490.00 628.16 .75 1.57 .75 511.92 1547.00 2.330 1820.00 628.54 .38 1.68 1.12 550.74 1547.00 2.330 2630.00 629.49 .95 1.13 2.07 624.51 1547.00 * 2.600 730.00 630.10 .00 2.68 .00 227.37 1385.00 * 2.600 1180.00 630.76 .66 2.59 .66 290.84 1385.00 * 2.600 1450.00 631.03 .28 2.50 .94 316.85 1385.00 * 2.600 2090.00 631.52 .48 2.03 1.42 483.26 1385.00 2.610 730.00 630.28 .00 .19 .00 246.17 14.00 2.610 1180.00 630.92 .63 .16 .63 305.89 14.00 2.610 1450.00 631.19 .27 .15 .90 331.71 14.00 2.610 2090.00 631.68 .49 .16 1.39 551.08 14.00 * 2.860 730.00 632.24 .00 1.96 .00 881.92 1365.00 * 2.860 1180.00 632.69 .45 1.78 .45 956.01 1365.00 * 2.860 1450.00 632.92 .22 1.73 .68 970.29 1365.00 * 2.860 2090.00 633.35 .44 1.67 1.11 998.85 1365.00 * 2.990 730.00 632.83 .00 .59 .00 684.32 680.00 * 2.990 1180.00 633.23 .40 .54 .40 831.70 680.00 * 2.990 1450.00 633.43 .20 .52 .60 873.52 680.00 * 2.990 2090.00 633.83 .40 .48 1.00 949.84 680.00 * 3.120 730.00 634.38 .00 1.55 .00 817.47 685.00 3.120 1180.00 634.61 .23 1.38 .23 864.65 685.00 3.120 1450.00 634.73 .12 1.29 .35 889.92 685.00 3.120 2090.00 634.98 .25 1.15 .60 942.33 685.00 1 18SEP07 18:07:18 PAGE 152 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH * 3.190 730.00 634.91 .00 .53 .00 735.23 370.00 3.190 1180.00 635.26 .35 .65 .35 844.27 370.00 3.190 1450.00 635.41 .15 .68 .50 875.76 370.00 3.190 2090.00 635.70 .29 .72 .79 936.35 370.00 3.260 730.00 635.77 .00 .86 .00 784.64 375.00 3.260 1180.00 636.03 .26 .77 .26 848.71 375.00 3.260 1450.00 636.17 .14 .76 .40 878.31 375.00 3.260 2090.00 636.46 .29 .76 .69 936.33 375.00 3.330 730.00 636.47 .00 .70 .00 761.05 370.00 3.330 1180.00 636.77 .30 .74 .30 847.59 370.00 3.330 1450.00 636.91 .14 .75 .45 877.75 370.00 3.330 2090.00 637.20 .29 .75 .74 938.16 370.00 3.400 730.00 637.28 .00 .81 .00 479.33 375.00 3.400 1180.00 637.59 .31 .82 .31 637.19 375.00 3.400 1450.00 637.74 .15 .83 .46 710.12 375.00 3.400 2090.00 638.04 .30 .83 .76 758.86 375.00 * 3.460 730.00 638.05 .00 .77 .00 627.41 354.00 * 3.460 1180.00 638.41 .36 .82 .36 742.26 354.00 * 3.460 1450.00 638.57 .16 .82 .52 765.91 354.00 * 3.460 2090.00 638.88 .31 .84 .83 806.70 354.00 3.530 730.00 638.51 .00 .46 .00 274.18 354.00 * 3.530 1180.00 638.88 .37 .47 .37 319.21 354.00 * 3.530 1450.00 639.05 .17 .49 .55 332.42 354.00 * 3.530 2090.00 639.39 .34 .52 .89 357.70 354.00 3.570 730.00 638.84 .00 .33 .00 20.07 181.00 * 3.570 1180.00 639.45 .61 .57 .61 338.73 181.00 * 3.570 1450.00 639.69 .24 .64 .85 390.76 181.00 * 3.570 2090.00 640.15 .46 .76 1.31 491.21 181.00 * 3.580 730.00 639.35 .00 .51 .00 315.35 30.00 * 3.580 1180.00 640.09 .74 .64 .74 477.11 30.00 * 3.580 1450.00 640.32 .23 .64 .97 518.08 30.00 * 3.580 2090.00 640.74 .41 .59 1.38 518.09 30.00 * 3.610 730.00 639.39 .00 .04 .00 170.56 180.00 * 3.610 1180.00 640.20 .80 .10 .80 324.50 180.00 * 3.610 1450.00 640.46 .26 .13 1.07 356.81 180.00 * 3.610 2090.00 640.93 .47 .19 1.53 417.90 180.00 * 3.840 730.00 642.99 .00 3.59 .00 587.46 1220.00 * 3.840 1180.00 643.45 .46 3.25 .46 750.92 1220.00 * 3.840 1450.00 643.68 .24 3.22 .70 807.65 1220.00 * 3.840 2090.00 644.16 .47 3.23 1.17 920.34 1220.00 1 18SEP07 18:07:18 PAGE 153 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 4.200 730.00 645.68 .00 2.69 .00 312.82 1911.00 4.200 1180.00 646.29 .61 2.84 .61 372.05 1911.00 4.200 1450.00 646.56 .27 2.88 .88 394.50 1911.00 4.200 2090.00 647.08 .52 2.93 1.40 435.65 1911.00 4.690 580.00 651.27 .00 5.60 .00 286.69 2592.00 4.690 940.00 651.85 .57 5.56 .57 337.03 2592.00 4.690 1170.00 652.14 .29 5.58 .87 357.89 2592.00 4.690 1630.00 652.67 .53 5.59 1.40 395.18 2592.00 4.930 580.00 653.80 .00 2.53 .00 504.43 1257.00 4.930 940.00 654.27 .47 2.42 .47 630.31 1257.00 4.930 1170.00 654.50 .23 2.35 .70 692.50 1257.00 4.930 1630.00 654.90 .40 2.23 1.10 789.15 1257.00 * 4.970 580.00 654.28 .00 .48 .00 22.00 225.00 4.970 940.00 654.58 .30 .31 .30 713.67 225.00 4.970 1170.00 654.81 .23 .31 .53 773.97 225.00 4.970 1630.00 655.20 .39 .30 .92 838.76 225.00 * 4.980 580.00 656.39 .00 2.11 .00 22.00 32.00 * 4.980 940.00 657.73 1.34 3.15 1.34 1280.88 32.00 * 4.980 1170.00 657.94 .21 3.13 1.55 1313.93 32.00 * 4.980 1630.00 658.23 .29 3.03 1.84 1358.56 32.00 * 5.010 580.00 656.80 .00 .40 .00 617.70 160.00 * 5.010 940.00 657.73 .93 .00 .93 708.24 160.00 * 5.010 1170.00 657.95 .22 .00 1.15 730.80 160.00 * 5.010 1630.00 658.24 .29 .01 1.44 769.33 160.00 * 5.160 580.00 657.01 .00 .21 .00 516.70 829.00 * 5.160 940.00 657.90 .89 .17 .89 632.20 829.00 * 5.160 1170.00 658.15 .25 .20 1.14 657.64 829.00 * 5.160 1630.00 658.52 .37 .28 1.51 695.16 829.00 5.170 580.00 657.01 .00 .00 .00 516.12 32.00 5.170 940.00 657.90 .89 .00 .89 632.18 32.00 5.170 1170.00 658.15 .25 .00 1.14 657.63 32.00 5.170 1630.00 658.52 .37 .00 1.51 695.16 32.00 * 5.470 390.00 658.96 .00 1.95 .00 366.09 1595.00 * 5.470 630.00 659.26 .30 1.36 .30 421.91 1595.00 * 5.470 780.00 659.53 .27 1.38 .58 467.54 1595.00 * 5.470 1070.00 659.98 .45 1.47 1.03 546.12 1595.00 5.770 390.00 661.41 .00 2.45 .00 349.67 1549.00 5.770 630.00 661.85 .45 2.60 .45 415.33 1549.00 5.770 780.00 662.03 .17 2.49 .62 440.58 1549.00 5.770 1070.00 662.31 .28 2.33 .90 481.56 1549.00 1 18SEP07 18:07:18 PAGE 154 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 5.780 390.00 661.41 .00 .00 .00 349.34 19.00 5.780 630.00 661.85 .45 .00 .45 414.79 19.00 5.780 780.00 662.03 .17 .00 .62 439.84 19.00 5.780 1070.00 662.31 .29 .00 .90 481.48 19.00 * 5.880 320.00 662.69 .00 1.29 .00 424.08 565.00 * 5.880 520.00 663.00 .31 1.15 .31 481.17 565.00 * 5.880 640.00 663.18 .18 1.16 .49 513.38 565.00 * 5.880 890.00 663.48 .29 1.17 .78 534.75 565.00 5.930 320.00 664.34 .00 1.65 .00 416.50 285.00 5.930 520.00 664.55 .20 1.55 .20 453.71 285.00 * 5.930 640.00 664.64 .09 1.45 .29 469.52 285.00 * 5.930 890.00 664.80 .17 1.33 .46 499.73 285.00 5.980 320.00 666.06 .00 1.72 .00 421.90 280.00 5.980 520.00 666.35 .28 1.80 .28 472.97 280.00 5.980 640.00 666.48 .14 1.85 .42 498.14 280.00 5.980 890.00 666.71 .23 1.91 .65 529.06 280.00 * 6.150 320.00 669.32 .00 3.26 .00 388.82 873.00 6.150 520.00 669.59 .27 3.25 .27 435.80 873.00 6.150 640.00 669.72 .13 3.24 .40 454.35 873.00 6.150 890.00 669.95 .23 3.24 .63 489.01 873.00 6.160 320.00 669.32 .00 .00 .00 389.19 19.00 6.160 520.00 669.59 .27 .00 .27 436.06 19.00 6.160 640.00 669.72 .13 .00 .40 454.55 19.00 6.160 890.00 669.95 .23 .00 .63 487.86 19.00 6.270 320.00 671.29 .00 1.96 .00 36.79 597.00 * 6.270 520.00 671.92 .63 2.33 .63 110.21 597.00 * 6.270 640.00 672.19 .27 2.47 .90 141.08 597.00 * 6.270 890.00 672.58 .39 2.63 1.29 277.13 597.00 * 6.280 320.00 672.66 .00 1.37 .00 296.28 27.00 * 6.280 520.00 672.90 .24 .98 .24 352.03 27.00 * 6.280 640.00 673.01 .11 .82 .35 367.50 27.00 * 6.280 890.00 673.18 .18 .61 .53 390.27 27.00 * 6.340 320.00 673.37 .00 .71 .00 260.27 390.00 * 6.340 520.00 673.81 .43 .91 .43 564.52 390.00 6.340 640.00 673.98 .18 .98 .61 593.25 390.00 6.340 890.00 674.27 .29 1.09 .90 640.32 390.00 6.460 110.00 676.14 .00 2.76 .00 76.26 590.00 * 6.460 180.00 676.18 .04 2.37 .04 81.75 590.00 * 6.460 220.00 676.13 ‐.05 2.15 .00 75.85 590.00 * 6.460 300.00 676.09 ‐.04 1.82 ‐.05 70.32 590.00 1 18SEP07 18:07:18 PAGE 155 SECNO Q CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH * 6.470 110.00 676.25 .00 .12 .00 47.00 43.00 * 6.470 180.00 676.47 .21 .29 .21 53.22 43.00 * 6.470 220.00 676.60 .13 .47 .35 57.84 43.00 6.470 300.00 676.89 .29 .80 .64 77.88 43.00 6.470 110.00 677.03 .00 .78 .00 48.27 42.00 6.470 180.00 677.39 .36 .93 .36 60.20 42.00 6.470 220.00 677.55 .16 .95 .52 66.95 42.00 6.470 300.00 677.78 .22 .88 .74 95.64 42.00 6.490 110.00 678.51 .00 1.48 .00 47.90 85.00 6.490 180.00 678.84 .33 1.44 .33 58.28 85.00 6.490 220.00 678.99 .16 1.44 .48 63.94 85.00 6.490 300.00 679.24 .25 1.46 .73 92.13 85.00 * 6.500 110.00 680.98 .00 2.47 .00 291.59 30.00 * 6.500 180.00 680.99 .01 2.15 .01 293.69 30.00 * 6.500 220.00 681.08 .09 2.08 .10 307.37 30.00 * 6.500 300.00 681.22 .15 1.98 .24 330.06 30.00 * 6.530 110.00 681.21 .00 .23 .00 270.29 180.00 6.530 180.00 681.05 ‐.16 .06 ‐.16 262.20 180.00 6.530 220.00 681.15 .10 .07 ‐.06 267.24 180.00 6.530 300.00 681.32 .17 .10 .11 275.97 180.00 * 6.570 110.00 681.25 .00 .04 .00 243.58 200.00 * 6.570 180.00 681.22 ‐.03 .17 ‐.03 242.62 200.00 * 6.570 220.00 681.33 .11 .18 .08 245.91 200.00 * 6.570 300.00 681.52 .19 .20 .27 252.24 200.00 * 6.600 110.00 681.62 .00 .37 .00 162.76 205.00 6.600 180.00 681.87 .24 .65 .24 241.28 205.00 6.600 220.00 681.95 .09 .62 .33 243.56 205.00 6.600 300.00 682.10 .15 .58 .48 248.14 205.00 6.680 110.00 683.64 .00 2.02 .00 298.90 400.00 6.680 180.00 683.75 .11 1.88 .11 310.33 400.00 6.680 220.00 683.83 .08 1.88 .19 319.88 400.00 6.680 300.00 683.96 .13 1.86 .32 334.17 400.00 6.830 110.00 686.46 .00 2.82 .00 307.98 800.00 * 6.830 180.00 686.69 .23 2.94 .23 333.84 800.00 * 6.830 220.00 686.78 .09 2.95 .32 343.17 800.00 * 6.830 300.00 686.92 .15 2.97 .47 363.84 800.00 * 6.900 110.00 688.19 .00 1.73 .00 215.58 340.00 * 6.900 180.00 688.30 .12 1.62 .12 293.63 340.00 * 6.900 220.00 688.39 .09 1.61 .20 302.73 340.00 * 6.900 300.00 688.50 .11 1.58 .32 316.25 340.00 1 18SEP07 18:07:18 PAGE 156 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix G G-2: BASE CROSS SECTION PLOTS DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Color.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Color.pltcfgDefault=MODEL NAME FILE NAME =Jeremy MetzL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.12/17/2019 (12:52:13 PM)sht01_WNormanDrain_Duplicate_Effective_Cross_Section_Plots.dgn 11"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 4 DUPLICATE EFFECTIVE CROSS SECTIONS EL 620.00 STA -175 EL 611.30 STA -175 EL 611.90 STA -164 EL 612.20 STA -105 EL 610.30 STA -66 EL 607.00 STA -26 EL 609.20 STA 132 EL 609.40 STA 155 EL 610.80 STA 164 EL 610.10 STA 182 EL 611.80 STA 316 EL 611.60 STA 344 EL 612.30 STA 370 EL 612.30 STA 394 EL 612.90 STA 396 EL 601.40 STA 0 602.20 STA 9 EL 605.60 STA 16 EL 608.70 STA 37 EL 608.00 STA 50 EL 608.00 STA 116 EL 620.00 STA -203 EL 612.70 STA -203 EL 612.70 STA -196 EL 611.90 STA -91 EL 610.50 STA -65 EL 605.00 STA -25 EL 604.80 STA -13 EL 601.30 STA 0 EL 608.00 STA 11 EL 612.00 STA 24 EL 612.90 STA 50 EL 613.40 STA 135 EL 613.70 STA 166 EL 614.20 STA 187 EL 613.90 STA 212 EL 614.60 STA 275 EL 605.70 STA -9 EL 604.70 STA -4 EL 60140 STA -2.5 EL 601.30 STA 2.5 n=0.035n=0.035n=0.035 n=0.035 n=0.035 n=0.035 XS13-0.87 XS14-0.9 EL 613.00 STA 414 CHANNEL, STONESCHANNEL, STONES CHANNEL, STONES CHANNEL, STONES CHANNEL, STONES CHANNEL, STONES U. 0380 1WILL06-00040-00-FP 07/23/2019NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Color.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Color.pltcfgDefault=MODEL NAME FILE NAME =Jeremy MetzL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.12/17/2019 (12:53:03 PM)sht02_WNormanDrain_Duplicate_Effective_Cross_Section_Plots.dgn 21"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT DUPLICATE EFFECTIVE CROSS SECTIONSMATCHLINE STA. 1350MATCHLINE STA. 1350EL 620.00 STA -217 EL 612.00 STA -217 EL 610.80 STA -189 EL 608.10 STA -79 EL 607.60 STA -36 EL 608.40 STA -27 EL 604.80 STA -11 EL 600.90 STA 4 EL 603.30 STA 7 EL 610.20 STA 26 EL 611.00 STA 32 EL 612.70 STA 67 EL 613.60 STA 120 EL 613.60 STA 135 EL 612.90 STA 160 EL 611.50 STA 185 EL 611.50 STA 236 EL 610.80 STA 242 EL 610.70 STA 250EL 611.60 STA -200 EL 606.30 STA -22 EL 603.80 STA -6 EL 601.20 STA -4 600.60 STA 0 EL 613.30 STA 258 EL 616.00 STA 264 EL 615.00 STA 800 EL 612.96 STA 900 EL 612.46 STA 940 EL 611.07 STA 962 EL 606.77 STA 984 EL 605.17 STA 990 EL 601.67 STA 996 EL 601.46 STA 1000 EL 606.86 STA 1100 EL 607.96 STA 1170 EL 609.46 STA 1200 EL 610.77 STA 1250 EL 611.69 STA 1350 EL 615.00 STA 1710 EL 602.86 STA 1006 EL 601.67 STA 1004 EL 604.46 STA 1045 n=0.035n=0.035n=0.035 n=0.06 n=0.045 n=0.06 n=100 XS11-0.69 XS12-0.76 XS11-0.69 LIGHT BRUSH, WEEDSLIGHT BRUSH, WEEDS CHANNEL, STONES CHANNEL, STONES CHANNEL, STONES CHANNEL, STONES, WEEDS OBSTRUCTION U. 0380 1WILL06-00040-00-FP 07/23/2019NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Color.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Color.pltcfgDefault=MODEL NAME FILE NAME =Jeremy MetzL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.12/17/2019 (12:53:37 PM)sht03_WNormanDrain_Duplicate_Effective_Cross_Section_Plots.dgn 31"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 4 DUPLICATE EFFECTIVE CROSS SECTIONS EL 615.00 STA 1300 EL 613.36 STA 1398.5 EL 612.96 STA 1399.5 EL 612.46 STA 1439.5 EL 611.07 STA 1461.5 EL 606.77 STA 1483.5 EL 599.43 STA 1485.5 EL 599.43 STA 1489.51 EL 599.43 STA 1499.5 EL 599.43 STA 1500.50 EL 599.43 STA 1510.50 EL 604.46 STA 1549.51 EL 606.86 STA 1604.51 EL 607.96 STA 1674.51 EL 609.46 STA 1704.51 EL 615.89 STA 1755.51 EL 599.43 STA 1500.51 EL 599.43 STA 1515.51 EL 610.77 STA 1754.51 EL 615.00 STA 1300 EL 599.43 STA 1500.51 EL 599.43 STA 1515.51 EL 604.46 STA 1549.51 EL 606.86 STA 1604.51 EL 615.89 STA 1755.51 EL 613.36 STA 1398.5 EL 612.96 STA 1399.5 EL 612.46 STA 1439.5 EL 611.07 STA 1461.5 EL 606.77 STA 1483.5 EL 599.43 STA 1485.5 EL 599.43 STA 1489.51 EL 599.43 STA 1499.5 EL 599.43 STA 1499.51 EL 599.43 STA 1500.50 EL 599.43 STA 1510.5 EL 607.96 STA 1674.51 EL 609.46 STA 1704.51 EL 610.77 STA 1754.51 n=0.06n=0.045n=0.06 n=0.06n=0.045n=0.06 XS09-0.67 XS10-0.671 LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS CHANNEL, STONES, WEEDS CHANNEL, STONES, WEEDS U. 0380 1WILL06-00040-00-FP 07/23/2019NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Color.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Color.pltcfgDefault=MODEL NAME FILE NAME =Jeremy MetzL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.12/17/2019 (12:54:09 PM)sht04_WNormanDrain_Duplicate_Effective_Cross_Section_Plots.dgn 41"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 4 DUPLICATE EFFECTIVE CROSS SECTIONS EL 611.00 STA 900 EL 610.50 STA 940 EL 609.11 STA 962 EL 604.81 STA 984 EL 599.71 STA 996 EL 599.71 STA 1004 EL 606.00 STA 1170 EL 607.50 STA 1200 EL 608.81 STA 1250 EL 613.04 STA 1510 EL 603.21 STA 990 EL 599.5 STA 1000 EL 600.90 STA 1006 EL 602.50 STA 1045 EL 604.9 STA 1100 n=100 n=0.06 n=0.045 n=0.06 n=100 XS08-0.65 LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS OBSTRUCTION WEEDS CHANNEL, STONES, OBSTRUCTION U. 0380 1WILL06-00040-00-FP 07/23/2019NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix G G-3: BASE HEC-RAS PRINTOUTS HEC-RAS Plan: Base Locations: User Defined River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 20 10-yr 611.13 610.83 0.30 0.08 0.13 1120.00 270.22 RIVER-1 Reach-1 20 50-year 612.69 612.24 0.46 0.09 0.21 1850.00 462.83 RIVER-1 Reach-1 20 100-year 613.55 613.10 0.46 0.08 0.23 2170.00 516.04 RIVER-1 Reach-1 20 500-year 615.28 615.26 0.02 0.01 0.01 819.70 868.88 1521.42 647.43 RIVER-1 Reach-1 19 10-yr 610.91 610.83 0.08 0.06 0.01 261.46 960.29 8.26 167.37 RIVER-1 Reach-1 19 50-year 612.38 612.29 0.10 0.04 0.02 571.65 1388.06 30.29 342.36 RIVER-1 Reach-1 19 100-year 613.25 613.17 0.08 0.03 0.02 723.37 1495.66 160.97 360.21 RIVER-1 Reach-1 19 500-year 615.26 615.20 0.06 0.02 0.01 1139.01 1743.84 717.15 561.91 RIVER-1 Reach-1 18 10-yr 610.84 610.80 0.04 0.06 0.00 766.66 381.42 81.92 401.78 RIVER-1 Reach-1 18 50-year 612.32 612.29 0.03 0.03 0.00 1219.44 435.78 334.78 490.85 RIVER-1 Reach-1 18 100-year 613.20 613.18 0.02 0.02 0.00 1421.12 449.02 509.86 544.50 RIVER-1 Reach-1 18 500-year 615.23 615.21 0.02 0.01 0.00 2061.51 524.89 1013.61 668.55 RIVER-1 Reach-1 17 10-yr 610.77 610.75 0.02 0.02 0.00 292.18 295.85 641.97 571.75 RIVER-1 Reach-1 17 50-year 612.29 612.27 0.02 0.01 0.00 488.25 300.83 1200.93 617.73 RIVER-1 Reach-1 17 100-year 613.18 613.17 0.01 0.01 0.00 596.39 299.22 1484.39 623.23 RIVER-1 Reach-1 17 500-year 615.22 615.20 0.01 0.01 0.00 947.46 340.64 2311.90 720.92 RIVER-1 Reach-1 16 10-yr 610.75 610.74 0.02 0.01 0.00 21.59 268.21 940.20 461.09 RIVER-1 Reach-1 16 50-year 612.27 612.26 0.02 0.01 0.00 92.61 329.00 1568.39 578.53 RIVER-1 Reach-1 16 100-year 613.17 613.16 0.01 0.01 0.00 156.96 345.25 1877.80 581.53 RIVER-1 Reach-1 16 500-year 615.21 615.20 0.01 0.00 0.00 366.33 421.38 2812.29 672.60 RIVER-1 Reach-1 15 10-yr 610.74 610.72 0.02 0.02 0.00 24.83 231.46 973.71 403.29 RIVER-1 Reach-1 15 50-year 612.27 612.25 0.02 0.01 0.00 98.75 274.31 1616.94 543.00 RIVER-1 Reach-1 15 100-year 613.17 613.15 0.01 0.01 0.00 145.93 284.55 1949.52 543.00 RIVER-1 Reach-1 15 500-year 615.21 615.19 0.02 0.01 0.00 278.48 343.59 2977.93 543.00 RIVER-1 Reach-1 14 10-yr 610.72 610.66 0.06 0.06 0.02 85.20 705.27 439.53 294.49 RIVER-1 Reach-1 14 50-year 612.25 612.20 0.05 0.04 0.02 208.79 824.31 956.90 541.41 RIVER-1 Reach-1 14 100-year 613.16 613.12 0.03 0.03 0.02 313.72 803.80 1262.48 589.00 RIVER-1 Reach-1 14 500-year 615.20 615.18 0.02 0.02 0.01 620.22 853.49 2126.29 589.00 RIVER-1 Reach-1 13 10-yr 610.64 610.42 0.22 0.59 0.02 656.61 558.86 14.52 83.28 RIVER-1 Reach-1 13 50-year 612.18 611.90 0.28 0.46 0.05 1158.37 780.05 51.58 114.64 RIVER-1 Reach-1 13 100-year 613.11 612.89 0.22 0.32 0.04 1458.78 824.46 96.76 252.65 RIVER-1 Reach-1 13 500-year 615.17 615.06 0.11 0.15 0.02 2201.71 804.84 593.46 478.00 RIVER-1 Reach-1 12 10-yr 610.04 609.87 0.17 0.20 0.04 292.99 937.01 176.17 RIVER-1 Reach-1 12 50-year 611.67 611.55 0.12 0.13 0.02 828.98 1146.63 14.39 311.06 RIVER-1 Reach-1 12 100-year 612.74 612.66 0.08 0.08 0.01 1133.34 1126.27 120.39 375.09 RIVER-1 Reach-1 12 500-year 615.01 614.96 0.05 0.04 0.01 1765.84 1189.43 644.73 478.68 RIVER-1 Reach-1 11 10-yr 609.80 609.76 0.04 0.02 0.06 43.73 299.01 887.26 242.66 RIVER-1 Reach-1 11 50-year 611.52 611.47 0.04 0.02 0.14 96.34 379.96 1513.70 370.95 RIVER-1 Reach-1 11 100-year 612.65 612.62 0.03 0.01 0.18 137.20 388.76 1854.05 523.53 RIVER-1 Reach-1 11 500-year 614.96 614.93 0.02 0.01 0.20 341.50 446.68 2811.83 899.39 RIVER-1 Reach-1 10 10-yr 609.72 609.46 0.26 1230.00 234.82 RIVER-1 Reach-1 10 50-year 611.36 610.83 0.53 1990.00 291.79 RIVER-1 Reach-1 10 100-year 612.46 611.82 0.64 2380.00 305.07 RIVER-1 Reach-1 10 500-year 614.75 614.06 0.69 479.64 3120.36 398.56 RIVER-1 Reach-1 9 10-yr 609.46 609.19 0.27 0.05 0.13 1230.00 227.93 RIVER-1 Reach-1 9 50-year 610.57 609.95 0.62 0.09 0.29 1990.00 256.04 RIVER-1 Reach-1 9 100-year 610.54 610.45 0.10 0.04 0.03 37.25 1097.70 1245.05 277.51 RIVER-1 Reach-1 9 500-year 611.31 611.15 0.16 0.06 0.05 69.52 1542.61 1987.87 294.29 RIVER-1 Reach-1 8 10-yr 609.29 609.27 0.02 0.15 0.00 56.99 243.15 929.87 318.65 RIVER-1 Reach-1 8 50-year 610.18 610.15 0.03 0.24 0.00 108.21 353.38 1528.41 387.02 RIVER-1 Reach-1 8 100-year 610.48 610.44 0.04 0.29 0.00 135.85 409.55 1834.60 409.25 RIVER-1 Reach-1 8 500-year 611.20 611.14 0.07 0.47 0.00 231.60 577.19 2791.21 493.06 RIVER-1 Reach-1 7 10-yr 609.13 609.12 0.02 0.01 0.22 934.78 294.63 0.59 305.22 RIVER-1 Reach-1 7 50-year 609.95 609.92 0.03 0.01 0.01 1501.07 445.36 43.57 612.14 RIVER-1 Reach-1 7 100-year 610.19 610.15 0.04 0.01 0.01 1774.37 518.04 87.59 639.84 RIVER-1 Reach-1 7 500-year 610.73 610.67 0.06 0.02 0.01 2593.61 732.19 274.20 721.05 RIVER-1 Reach-1 6 10-yr 608.89 608.14 0.76 1230.00 324.12 RIVER-1 Reach-1 6 50-year 609.92 609.91 0.02 1287.94 336.25 365.81 650.17 RIVER-1 Reach-1 6 100-year 610.16 610.15 0.02 1534.14 390.52 455.35 678.44 RIVER-1 Reach-1 6 500-year 610.70 610.67 0.03 2285.97 551.84 762.19 746.13 RIVER-1 Reach-1 5 10-yr 606.72 604.95 1.76 0.46 0.80 1230.00 209.77 RIVER-1 Reach-1 5 50-year 606.48 606.40 0.08 0.09 0.04 1179.21 481.12 329.67 259.66 HEC-RAS Plan: Base Locations: User Defined (Continued) River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 5 100-year 606.88 606.79 0.09 0.10 0.05 1432.34 550.66 397.00 273.82 RIVER-1 Reach-1 5 500-year 607.91 607.78 0.13 0.12 0.06 2244.20 748.67 607.12 310.86 RIVER-1 Reach-1 4 10-yr 605.45 605.29 0.16 1.24 0.02 717.90 512.10 176.85 RIVER-1 Reach-1 4 50-year 606.35 606.14 0.21 1.42 0.03 1274.47 714.87 0.66 198.91 RIVER-1 Reach-1 4 100-year 606.74 606.50 0.24 1.49 0.04 1572.31 815.19 2.50 209.11 RIVER-1 Reach-1 4 500-year 607.73 607.41 0.32 1.64 0.05 2504.97 1088.68 16.35 248.23 RIVER-1 Reach-1 3 10-yr 604.19 604.10 0.09 1.06 0.00 47.83 372.50 809.67 333.71 RIVER-1 Reach-1 3 50-year 604.91 604.79 0.11 1.09 0.00 171.00 502.11 1316.90 351.90 RIVER-1 Reach-1 3 100-year 605.22 605.09 0.13 1.11 0.00 248.16 564.71 1577.14 359.82 RIVER-1 Reach-1 3 500-year 606.05 605.89 0.16 1.14 0.01 519.67 738.91 2351.42 380.80 RIVER-1 Reach-1 2 10-yr 603.13 603.02 0.11 1.15 0.02 415.85 626.02 188.13 505.00 RIVER-1 Reach-1 2 50-year 603.82 603.71 0.11 1.11 0.02 848.02 778.14 363.83 505.00 RIVER-1 Reach-1 2 100-year 604.11 604.00 0.11 1.11 0.02 1079.96 853.18 456.87 505.00 RIVER-1 Reach-1 2 500-year 604.90 604.77 0.13 1.10 0.02 1804.82 1060.78 744.40 505.00 RIVER-1 Reach-1 1 10-yr 601.96 601.62 0.33 188.31 783.38 258.31 298.23 RIVER-1 Reach-1 1 50-year 602.69 602.37 0.32 457.81 967.99 564.20 355.00 RIVER-1 Reach-1 1 100-year 602.99 602.67 0.32 610.53 1046.36 733.12 355.00 RIVER-1 Reach-1 1 500-year 603.78 603.45 0.33 1090.33 1260.46 1259.21 355.00 Errors Warnings and Notes for Plan : Base (Continued) Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has been disregarded. Note: The downstream water surface is above the minimum elevation required for orifice flow. The orifice flow equation was used for pressure flow. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 19 Profile: 100-year Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 18 Profile: 100-year Warning: Divided flow computed for this cross-section. Location: River: RIVER-1 Reach: Reach-1 RS: 16 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Location: River: RIVER-1 Reach: Reach-1 RS: 15 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 14 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 13 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12 Profile: 100-year Warning: Divided flow computed for this cross-section. Location: River: RIVER-1 Reach: Reach-1 RS: 11 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 10 Profile: 100-year Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 9 Profile: 100-year Warning: Multiple water surfaces were found that could balance the energy equation. The program selected the water surface whose main channel velocity head was the closest to the previously computed Errors Warnings and Notes for Plan : Base (Continued) cross section. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 7 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 6 Profile: 100-year Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has been disregarded. Note: The downstream water surface is above the minimum elevation required for orifice flow. The orifice flow equation was used for pressure flow. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Note: For the cross section inside the bridge at the upstream end, the water surface and energy have been projected from the upstream cross section. The selected bridge modeling method does not compute answers inside the bridge. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Note: For the cross section inside the bridge at the downstream end, the water surface and energy have been projected from the downstream cross section. The selected bridge modeling method does not compute answers inside the bridge. Location: River: RIVER-1 Reach: Reach-1 RS: 5 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 4 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 3 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 2 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 1 Profile: 100-year Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. HEC-RAS HEC-RAS 5.0.7 March 2019 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: West Norman Drain Project File : WND.prj Run Date and Time: 9/1/2020 11:44:59 AM Project in English units Project Description: WEST NORMAN DRAIN FEMA WILL COUNTY FIS COPY OF WND.HC2 FILE NAME ASB.HC2 AS-BUILT MODEL 143RD STREET CULVERT IMPROVEMENTS ********************** FEMA - WILL COUNTY FIS 10-YEAR WEST NORMAN DRAIN EEI JOB NO. 3665 FILE NAME WND.HC2 ********************** PLAN DATA Plan Title: Base Plan File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.p06 Geometry Title: Base Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g07 Flow Title : Imported Flow 04 Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f04 Plan Summary Information: Number of: Cross Sections = 91 Multiple Openings = 0 Culverts = 6 Inline Structures = 0 Bridges = 8 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Program Selects Appropriate method Computational Flow Regime: Subcritical Flow Encroachment Data Equal Conveyance = True Left Offset = 0 Right Offset = 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 50-year 0 0 0 2 50-year 0 0 0 3 50-year 0 0 0 4 50-year 0 0 0 5 50-year 0 0 0 5.5 50-year 0 6 50-year 0 0 0 7 50-year 0 0 0 8 50-year 0 0 0 9 50-year 0 0 0 9.5 50-year 0 10 50-year 0 0 0 11 50-year 0 0 0 12 50-year 0 0 0 13 50-year 0 0 0 14 50-year 0 0 0 15 50-year 0 0 0 16 50-year 0 0 0 17 50-year 0 0 0 18 50-year 0 0 0 19 50-year 0 0 0 20 50-year 0 0 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 100-year 0 0 0 2 100-year 0 0 0 3 100-year 0 0 0 4 100-year 0 0 0 5 100-year 0 0 0 5.5 100-year 0 6 100-year 0 0 0 7 100-year 0 0 0 8 100-year 0 0 0 9 100-year 0 0 0 9.5 100-year 0 10 100-year 0 0 0 11 100-year 0 0 0 12 100-year 0 0 0 13 100-year 0 0 0 14 100-year 0 0 0 15 100-year 0 0 0 16 100-year 0 0 0 17 100-year 0 0 0 18 100-year 0 0 0 19 100-year 0 0 0 20 100-year 0 0 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 500-year 0 0 0 2 500-year 0 0 0 3 500-year 0 0 0 4 500-year 0 0 0 5 500-year 0 0 0 5.5 500-year 0 6 500-year 0 0 0 7 500-year 0 0 0 8 500-year 0 0 0 9 500-year 0 0 0 9.5 500-year 0 10 500-year 0 0 0 11 500-year 0 0 0 12 500-year 0 0 0 13 500-year 0 0 0 14 500-year 0 0 0 15 500-year 0 0 0 16 500-year 0 0 0 17 500-year 0 0 0 18 500-year 0 0 0 19 500-year 0 0 0 20 500-year 0 0 0 FLOW DATA Flow Title: Imported Flow 04 Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f04 Flow Data (cfs) River Reach RS 10-yr 50- year 100-year 500-year RIVER-1 Reach-1 91 110 180 220 300 RIVER-1 Reach-1 78 320 520 640 890 RIVER-1 Reach-1 70 390 630 780 1070 RIVER-1 Reach-1 67 580 940 1170 1630 RIVER-1 Reach-1 60 730 1180 1450 2090 RIVER-1 Reach-1 44 910 1490 1820 2630 RIVER-1 Reach-1 31 1120 1850 2170 3210 RIVER-1 Reach-1 19 1230 1990 2380 3600 RIVER-1 Reach-1 4 1230 1990 2390 3610 Boundary Conditions River Reach Profile Upstream Downstream RIVER-1 Reach-1 10-yr Normal S = 0.00317 RIVER-1 Reach-1 50-year Normal S = 0.00317 RIVER-1 Reach-1 100-year Normal S = 0.00317 RIVER-1 Reach-1 500-year Normal S = 0.00317 GEOMETRY DATA Geometry Title: Base Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g07 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 20 INPUT Description: 1.07 EJ&E RR SPUR CORRECTED BRIDGE DECK INPUT Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2199.02 615.15 2200.02 615.15 2300.02 612.08 2400 611.28 2400.02 611.28 2440.02 609.47 2469.02 612.13 2471 612.13 2474 608.65 2481 608.55 2491 608.15 2500 604.26 2510 604.05 2520 604.76 2526 608.55 2531 608.55 2534 611.95 2536 611.95 2550 609.08 2600 609.22 2650 609.38 2750 611.97 2850 615.38 2851 618.7 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2199.02 .035 2469.02 .035 2536 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2469.02 2536 60 80 90 .4 .6 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2199.02 2469.02 614.3 F 2536 2851 614.3 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 19 INPUT Description: 1.05 ADDITIONAL XS 511 XS ID OF 1.05 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -283 615 -275 614.8 -249 614.2 -244 611.5 -234 613.9 -223 613.9 -214 614.2 -199 614.2 -192 614.7 -169 614.8 -142 610.3 -124 608.7 -107 608.2 -78 608.4 -63 608.7 -54 607.5 -45 607.4 -40 605.8 -28 605.8 -17 605 -9 606 -5 604.2 0 604 8 604.4 10 606.1 17 607.8 24 611.9 47 612.2 121 612 187 612.3 206 616.5 215 620 291 620 308 613.2 366 614.3 422 617.5 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -283 .035 -63 .035 17 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -63 17 175 165 140 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 18 INPUT Description: 1.04 ADDITIONAL XS 510 XS ID OF 1.04 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -412 614.9 -384 614.6 -335 614 -307 612.7 -301 611.5 -296 612 -286 613.8 -273 613.8 -266 613.2 -258 609.7 -250 608.4 -193 609.5 -175 609.4 -157 608.3 -133 607.8 -110 607.8 -94 607.4 -29 608.5 -17 607.3 -14 605.7 -11 605.3 -8 604.3 -3 604.1 0 603.4 2 603.7 5 604.6 9 609 11 609.7 24 610.5 27 611.3 39 612.8 57 613 74 611.7 108 611 122 611.1 138 610.1 148 609.6 200 609.9 240 609.9 255 614.5 267 620 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -412 .035 -29 .035 11 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -29 11 175 395 200 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 17 INPUT Description: 0.99 ADDITIONAL XS 509 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -280 615 -265 614.7 -214 614.5 -191 613.3 -184 611.2 -180 611.2 -176 612.2 -162 612.1 -146 609.7 -116 610 -97 609.7 -82 608.7 -73 608.6 -57 607.7 -38 607.4 -13 607.4 -9 606 -6 603.2 0 603 4 603.1 6 603.6 13 607.9 20 608.5 28 609 37 608.3 42 608.8 50 608.2 62 608.4 68 609.4 88 609.7 94 608 224 608 235 609.7 313 609.9 377 610.2 394 610 427 611 432 613 449 617.2 455 620 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -280 .035 -13 .035 13 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -13 13 140 145 120 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 16 INPUT Description: 0.96 ADDITIONAL XS 508 Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -222 615.3 -215 615 -170 614.1 -143 614.3 -131 613.9 -122 611.2 -115 611 -111 611.5 -98 611.5 -86 610.3 -77 611.9 -64 611.2 -22 608.3 -18 606.5 -13 605.7 -7 604.2 -4.5 602.7 0 602.3 5 602.7 5.5 604.9 13 608.1 33 608.7 55 608 123 608.8 137 608.8 149 609 162 609.3 167 609.1 179 606.6 187 606.5 220 605.6 261 606.1 291 607.5 314 609.7 377 610.2 418 611.3 430 612 441 611.1 453 610.9 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -222 .035 -22 .035 13 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -22 13 160 150 115 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 15 INPUT Description: 0.93 ADDITIONAL XS 507 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -80 620 -80 610.7 -72 611 -65 610.8 -58 609.8 -40 609.4 -27 609.7 -15 609.4 -6 603.3 0 601.9 7 603.1 10 606.4 30 609.1 48 608 152 608 164 608 169 608.2 173 609.1 187 609.3 205 607.5 213 605.9 264 605.9 294 607 314 608.5 330 611.2 349 610.9 357 610.5 375 611.1 463 610.8 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -80 .035 -15 .035 10 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -15 10 140 195 85 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 14 INPUT Description: 0.9 ADDITIONAL XS 506 Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -175 620 -175 611.3 -164 611.9 -105 612.2 -66 610.3 -26 607 0 601.4 9 602.2 16 605.6 37 608.7 50 608 116 608 132 609.2 155 609.4 164 610.8 182 610.1 316 611.8 344 611.6 370 612.3 394 612.3 396 612.9 414 613 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -175 .035 -26 .035 16 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -26 16 90 145 220 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 13 INPUT Description: 0.87 ADDITIONAL XS 505 Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -203 620 -203 612.7 -196 612.7 -91 611.9 -65 610.5 -25 605 -13 604.8 -9 605.7 -4 604.7 -2.5 601.4 0 601.3 2.5 601.3 11 608 24 612 50 612.9 135 613.4 166 613.7 187 614.2 212 613.9 275 614.6 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -203 .035 -9 .035 11 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -9 11 555 600 610 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12 INPUT Description: 0.76 ADDITIONAL XS 501 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -217 620 -217 612 -200 611.6 -189 610.8 -79 608.1 -36 607.6 -27 608.4 -22 606.3 -11 604.8 -6 603.8 -4 601.2 0 600.6 4 600.9 7 603.3 26 610.2 32 611 67 612.7 120 613.6 135 613.6 160 612.9 185 611.5 236 611.5 242 610.8 250 610.7 258 613.3 264 616 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -217 .035 -27 .035 26 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -27 26 450 350 120 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 11 INPUT Description: 0.69 X1 .690 17. 990. 1006. 50. 50. 50. Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 800 615 900 612.96 940 612.46 962 611.07 984 606.77 990 605.17 996 601.67 1000 601.46 1004 601.67 1006 602.86 1045 604.46 1100 606.86 1170 607.96 1200 609.46 1250 610.77 1350 611.69 1710 615 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val 800 100 800 .06 990 .045 1006 .06 1350 100 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 990 1006 32 32 32 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 10 INPUT Description: 0.671 This is a REPEATED section. 143RD STREET Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1300 615 1398.5 613.36 1399.5 612.96 1439.5 612.46 1461.5 611.07 1483.5 606.77 1485.5 599.43 1489.51 599.43 1499.5 599.43 1499.51 599.43 1500.5 599.43 1500.51 599.43 1510.5 599.43 1515.51 599.43 1549.51 604.46 1604.51 606.86 1674.51 607.96 1704.51 609.46 1754.51 610.77 1755.51 615.89 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1300 .06 1485.5 .045 1515.51 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1485.5 1515.51 79 79 79 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1300 1485.5 613.36 F 1515.51 1755.51 614.17 F CULVERT RIVER: RIVER-1 REACH: Reach-1 RS: 9.5 INPUT Description: Culvert #1 (3 10' x 8' Boxes) 143rd Street 3@8'X10' RCBC Distance from Upstream XS = .01 Deck/Roadway Width = 78.98 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 22 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 1300 615 599.43 1398.5 613.36 599.43 1399.5 613.36 599.43 1439.5 613.68 599.43 1461.5 613.86 599.43 1483.5 614.03 599.43 1485.5 614.08 599.43 1485.5 614.08 599.43 1489.51 614 599.43 1499.5 614.16 599.43 1499.51 614.16 599.43 1500.5 614.17 599.43 1500.51 614.17 599.43 1510.5 614.25 599.43 1515.51 614.25 599.43 1515.51 614.25 599.43 1549.5 614.56 599.43 1604.51 614.99 599.43 1674.51 615.41 599.43 1704.51 615.5 599.43 1754.51 615.89 599.43 1755.51 615.89 599.43 Upstream Bridge Cross Section Data Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1300 615 1398.5 613.36 1399.5 612.96 1439.5 612.46 1461.5 611.07 1483.5 606.77 1485.5 599.43 1489.51 599.43 1499.5 599.43 1499.51 599.43 1500.5 599.43 1500.51 599.43 1510.5 599.43 1515.51 599.43 1549.51 604.46 1604.51 606.86 1674.51 607.96 1704.51 609.46 1754.51 610.77 1755.51 615.89 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1300 .06 1485.5 .045 1515.51 .06 Bank Sta: Left Right Coeff Contr. Expan. 1485.5 1515.51 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1300 1485.5 613.36 F 1515.51 1755.51 614.17 F Downstream Deck/Roadway Coordinates num= 22 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 1300 615 599.43 1398.5 613.36 599.43 1399.5 613.36 599.43 1439.5 613.68 599.43 1461.5 613.86 599.43 1483.5 614.03 599.43 1485.5 614.08 599.43 1485.5 614.08 599.43 1489.51 614 599.43 1499.5 614.16 599.43 1499.51 614.16 599.43 1500.5 614.17 599.43 1500.51 614.17 599.43 1510.5 614.25 599.43 1515.51 614.25 599.43 1515.51 614.25 599.43 1549.5 614.56 599.43 1604.51 614.99 599.43 1674.51 615.41 599.43 1704.51 615.5 599.43 1754.51 615.89 599.43 1755.51 615.89 599.43 Downstream Bridge Cross Section Data Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1300 615 1398.5 613.36 1399.5 612.96 1439.5 612.46 1461.5 611.07 1483.5 606.77 1485.5 599.43 1489.51 599.43 1499.5 599.43 1499.51 599.43 1500.5 599.43 1500.51 599.43 1510.5 599.43 1515.51 599.43 1549.51 604.46 1604.51 606.86 1674.51 607.96 1704.51 609.46 1754.51 610.77 1755.51 615.89 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1300 .06 1485.5 .045 1515.51 .06 Bank Sta: Left Right Coeff Contr. Expan. 1485.5 1515.51 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1300 1485.5 610 F 1515.51 1755.51 610.3 F Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = 614.08 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 1 Culvert Name Shape Rise Span Box1 Box 8 10 FHWA Chart # 9 - flared wingwalls and Inlet top edge bevel FHWA Scale # 1 - 45 deg Wingwall flare; inlet top edge bevel=0.043D Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef .01 78.98 .012 .012 0 .2 1 Number of Barrels = 3 Upstream Elevation = 600.93 Centerline Stations Sta. Sta. Sta. 1490.51500.505 1510.51 Downstream Elevation = 599.61 Centerline Stations Sta. Sta. Sta. 1490.51500.505 1510.51 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 9 INPUT Description: 0.67 Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1300 615 1398.5 613.36 1399.5 612.96 1439.5 612.46 1461.5 611.07 1483.5 606.77 1485.5 599.43 1489.51 599.43 1499.5 599.43 1499.51 599.43 1500.5 599.43 1500.51 599.43 1510.5 599.43 1515.51 599.43 1549.51 604.46 1604.51 606.86 1674.51 607.96 1704.51 609.46 1754.51 610.77 1755.51 615.89 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1300 .06 1485.5 .045 1515.51 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1485.5 1515.51 100 100 100 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 1300 1485.5 610 F 1515.51 1755.51 610.3 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 8 INPUT Description: 0.65 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 900 611 940 610.5 962 609.11 984 604.81 990 603.21 996 599.71 1000 599.5 1004 599.71 1006 600.9 1045 602.5 1100 604.9 1170 606 1200 607.5 1250 608.81 1510 613.04 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val 900 100 940 .06 990 .045 1006 .06 1250 100 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 990 1006 750 1010 1150 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7 INPUT Description: 0.45 Station Elevation Data num= 16 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2200 612.18 2300 606.58 2400 602.89 2490 603.48 2495 600.08 2500 599.08 2505 600.08 2512 603.58 2523 608.78 2600 609.48 2700 609.48 2800 609.39 2900 610.39 3000 610.98 3100 613.28 3150 613.89 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2200 .06 2490 .045 2523 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2490 2523 50 50 50 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6 INPUT Description: 0.43 This is a REPEATED section. ILLINOIS ROUTE 59 Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 609.9 2400.5 609.9 2500.5 606.58 2600 602.9 2600.5 602.89 2690.5 598.88 2690.51 598.88 2699.5 598.88 2699.51 598.88 2700.5 598.88 2700.51 598.88 2709.5 598.88 2709.51 598.88 2786.51 609.32 2800 609.34 2886.51 609.48 2986.51 609.39 3086.51 610.22 3186.51 610.98 3286.51 611.54 3336.51 611.79 3337.51 611.79 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 2690.5 .045 2709.51 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2690.5 2709.51 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 2690.5 609.4 F 2709.51 3337.51 609.4 F BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 5.5 INPUT Description: Bridge #1 Distance from Upstream XS = .01 Deck/Roadway Width = 79.98 Weir Coefficient = 2.5 Upstream Deck/Roadway Coordinates num= 22 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 609.9 609.9 2400.5 609.9 609.9 2500.5 609.4 606.58 2600 609.4 602.9 2600.5 609.4 602.89 2690.5 609.4 598.88 2690.51 609.4 605.88 2699.5 609.4 605.88 2699.51 609.4 598.88 2700.5 609.4 598.88 2700.51 609.4 605.88 2709.5 609.4 605.88 2709.51 609.4 598.88 2786.5 609.32 609.32 2800 609.34 609.34 2886.51 609.48 609.48 2986.51 609.6 609.39 3086.51 610.22 610.22 3186.51 611 610.98 3286.51 611.54 611.5 3336.51 611.79 611.79 3337.51 611.79 611.79 Upstream Bridge Cross Section Data Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 609.9 2400.5 609.9 2500.5 606.58 2600 602.9 2600.5 602.89 2690.5 598.88 2690.51 598.88 2699.5 598.88 2699.51 598.88 2700.5 598.88 2700.51 598.88 2709.5 598.88 2709.51 598.88 2786.51 609.32 2800 609.34 2886.51 609.48 2986.51 609.39 3086.51 610.22 3186.51 610.98 3286.51 611.54 3336.51 611.79 3337.51 611.79 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 2690.5 .045 2709.51 .06 Bank Sta: Left Right Coeff Contr. Expan. 2690.5 2709.51 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 2690.5 609.4 F 2709.51 3337.51 609.4 F Downstream Deck/Roadway Coordinates num= 22 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 609.9 609.9 2400.5 609.9 609.9 2500.5 609.4 606.58 2600 609.4 602.9 2600.5 609.4 602.89 2690.5 609.4 598.88 2690.51 609.4 605.88 2699.5 609.4 605.88 2699.51 609.4 598.88 2700.5 609.4 598.88 2700.51 609.4 605.88 2709.5 609.4 605.88 2709.51 609.4 598.88 2786.5 609.32 609.32 2800 609.34 609.34 2886.51 609.48 609.48 2986.51 609.6 609.39 3086.51 610.22 610.22 3186.51 611 610.98 3286.51 611.54 611.5 3336.51 611.79 611.79 3337.51 611.79 611.79 Downstream Bridge Cross Section Data Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 609.9 2400.5 609.9 2500.5 606.58 2600 602.9 2600.5 602.89 2690.5 598.88 2690.51 598.88 2699.5 598.88 2699.51 598.88 2700.5 598.88 2700.51 598.88 2709.5 598.88 2709.51 598.88 2786.51 609.32 2800 609.34 2886.51 609.48 2986.51 609.39 3086.51 610.22 3186.51 610.98 3286.51 611.54 3336.51 611.79 3337.51 611.79 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 2690.5 .045 2709.51 .06 Bank Sta: Left Right Coeff Contr. Expan. 2690.5 2709.51 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 2690.5 605.88 F 2709.51 3337.51 605.88 F Upstream Embankment side slope = 0 horiz. to 1.0 vertical Downstream Embankment side slope = 0 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = 609.4 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Piers = 1 Pier Data Pier Station Upstream=2700.005 Downstream=2700.005 Upstream num= 2 Width Elev Width Elev 1 598.88 1 605.88 Downstream num= 2 Width Elev Width Elev 1 598.88 1 605.88 Number of Bridge Coefficient Sets = 1 Low Flow Methods and Data Yarnell KVal = 1.25 Selected Low Flow Methods = Yarnell High Flow Method Pressure and Weir flow Submerged Inlet Cd = Submerged Inlet + Outlet Cd = .80064 Max Low Cord = 605.88 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: 5 INPUT Description: 0.43 ILLINOIS ROUTE 59 Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 609.9 2400.5 609.9 2500.5 606.58 2600 602.9 2600.5 602.89 2690.5 598.88 2690.51 598.88 2699.5 598.88 2699.51 598.88 2700.5 598.88 2700.51 598.88 2709.5 598.88 2709.51 598.88 2786.51 609.32 2800 609.34 2886.51 609.48 2986.51 609.39 3086.51 610.22 3186.51 610.98 3286.51 611.54 3336.51 611.79 3337.51 611.79 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 2690.5 .045 2709.51 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2690.5 2709.51 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 2690.5 605.88 F 2709.51 3337.51 605.88 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 4 INPUT Description: 0.41 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2200 608.76 2300 607.06 2400 602.26 2440 602.26 2474 603.56 2490 601.26 2492.5 599.76 2495 599.46 2500 598.96 2504 598.86 2507.5 599.76 2514 605.56 2554 611.06 2600 610.66 2700 609.86 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2200 .06 2490 .045 2514 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2490 2514 630 630 630 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 3 INPUT Description: 0.23 Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2250 611.18 2300 607.98 2400 603.58 2488 603.28 2494 599.28 2497 598.88 2500 598.78 2503 598.78 2506 599.28 2514 601.48 2600 601.58 2642 601.68 2680 602.28 2700 603.08 2720 603.58 2737 608.28 2800 608.68 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2250 .06 2488 .045 2514 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2488 2514 630 630 630 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 2 INPUT Description: 0.12 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1650 603 1880 602 1985 600 1995 598 2000 597 2005 598 2025 600 2075 602 2155 603 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1650 .06 1985 .045 2025 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1985 2025 530 530 530 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 1 INPUT Description: 0.01 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1830 602 1980 600 1990 598 1995 596 2000 595 2010 596 2015 598 2035 600 2185 602 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1830 .06 1990 .045 2015 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1990 2015 40 40 40 .1 .3 SUMMARY OF MANNING'S N VALUES River:RIVER-1 Reach River Sta. n1 n2 n3 n4 n5 Reach-1 20 .035 .035 .035 Reach-1 19 .035 .035 .035 Reach-1 18 .035 .035 .035 Reach-1 17 .035 .035 .035 Reach-1 16 .035 .035 .035 Reach-1 15 .035 .035 .035 Reach-1 14 .035 .035 .035 Reach-1 13 .035 .035 .035 Reach-1 12 .035 .035 .035 Reach-1 11 100 .06 .045 .06 100 Reach-1 10 .06 .045 .06 Reach-1 9.5 Culvert Reach-1 9 .06 .045 .06 Reach-1 8 100 .06 .045 .06 100 Reach-1 7 .06 .045 .06 Reach-1 6 .06 .045 .06 Reach-1 5.5 Bridge Reach-1 5 .06 .045 .06 Reach-1 4 .06 .045 .06 Reach-1 3 .06 .045 .06 Reach-1 2 .06 .045 .06 Reach-1 1 .06 .045 .06 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left Channel Right Reach-1 20 60 80 90 Reach-1 19 175 165 140 Reach-1 18 175 395 200 Reach-1 17 140 145 120 Reach-1 16 160 150 115 Reach-1 15 140 195 85 Reach-1 14 90 145 220 Reach-1 13 555 600 610 Reach-1 12 450 350 120 Reach-1 11 32 32 32 Reach-1 10 79 79 79 Reach-1 9.5 Culvert Reach-1 9 100 100 100 Reach-1 8 750 1010 1150 Reach-1 7 50 50 50 Reach-1 6 80 80 80 Reach-1 5.5 Bridge Reach-1 5 80 80 80 Reach-1 4 630 630 630 Reach-1 3 630 630 630 Reach-1 2 530 530 530 Reach-1 1 40 40 40 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. Reach-1 20 .4 .6 Reach-1 19 .1 .3 Reach-1 18 .1 .3 Reach-1 17 .1 .3 Reach-1 16 .1 .3 Reach-1 15 .1 .3 Reach-1 14 .1 .3 Reach-1 13 .1 .3 Reach-1 12 .1 .3 Reach-1 11 .3 .5 Reach-1 10 .3 .5 Reach-1 9.5 Culvert Reach-1 9 .3 .5 Reach-1 8 .1 .3 Reach-1 7 .3 .5 Reach-1 6 .3 .5 Reach-1 5.5 Bridge Reach-1 5 .3 .5 Reach-1 4 .1 .3 Reach-1 3 .1 .3 Reach-1 2 .1 .3 Reach-1 1 .1 .3 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix H H-1: EXISTING CROSS SECTION PLOTS DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Screen.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Screen.pltcfgDefault=MODEL NAME FILE NAME =Alec SeryL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.7/10/2020 (11:22:39 AM)sht01_WNormanDrain_Modified_Existing_Cross_Section_Plots.dgn 11"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 6 MODIFIED EXISTING CROSS SECTIONS EL 612.72 STA -175 EL 612.62 STA -157 EL 612.02 STA -155 EL 612.02 STA -131 EL 611.32 STA -105 EL 611.52 STA -77 EL 609.82 STA 57 EL 610.52 STA 75 EL 609.12 STA 84 EL 608.92 STA 107 EL 607.72 STA 123 EL 607.72 STA 189 EL 608.42 STA 202 EL 605.32 STA 223 EL 601.92 STA 230 EL 601.12 STA 239 EL 611.62 STA 403 EL 611.02 STA 414 EL 606.72 STA 265 EL 610.02 STA 305 EL 611.92 STA 344 EL 619.72 STA 414 n=0.035n=0.035n=0.035 CHANNEL, STONESSTONES STONES UNMAPPED FEMA X-SECTION XS14-0.9 1,174' U.S. FROM CULVER U. 0380 1WILL06-00040-00-FP 07/10/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = EL 614.32 STA -203 EL 613.62 STA -140 EL 613.92 STA -115 EL 613.42 STA -94 EL 613.12 STA -63 EL 601.02 STA 69.5 EL 612.62 STA 22 EL 611.72 STA 48 EL 607.72 STA 61 EL 601.12 STA 74.5 EL 601.02 STA 72 EL 604.42 STA 76 EL 605.42 STA 81 EL 604.52 STA 85 EL 604.72 STA 97 EL 610.22 STA 137 EL 611.62 STA 163 EL 612.42 STA 268 EL 612.42 STA 275 EL 619.72 STA 275 CHANNEL, STONES n=0.035 STONES n=0.035 n=0.035 STONES UNMAPPED FEMA X-SECTION XS13-0.87 UNMAPPED FEMA X-SECTIONXS14-0.9 1,029' U.S. FROM CULVER  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Screen.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Screen.pltcfgDefault=MODEL NAME FILE NAME =Alec SeryL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.7/10/2020 (11:22:40 AM)sht02_WNormanDrain_Modified_Existing_Cross_Section_Plots.dgn 21"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 6 MODIFIED EXISTING CROSS SECTIONS EL 615.80 STA 700 EL 602.34 STA 356.28 EL 602.26 STA 355.86 EL 607.31 STA 357.82 EL 608.85 STA 365.75 EL 609.65 STA 368.84 EL 615.99 STA 431.11 EL 615.18 STA 415.32 EL 611.23 STA 377.11 EL 611.69 STA 381.01 EL 611.70 STA 386.91 EL 612.56 STA 393.99 EL 614.56 STA 406.60 EL 613.99 STA 401.90 EL 613.14 STA 272.69 EL 612.75 STA 286.28 EL 612.87 STA 295.04 EL 612.64 STA 302.09 EL 604.00 STA 338.27 EL 605.18 STA 336.41 EL 610.94 STA 317.76 EL 612.45 STA 309.82 EL 613.44 STA 231.20 EL 613.74 STA 184.29 EL 613.44 STA 210.53 EL 613.63 STA 186.91 CHANNEL, STONES n=0.035 STONESSTONES EL 613.11 STA 15.58 EL 613.60 STA 37.16 EL 613.52 STA 41.74 EL 613.52 STA 64.35 EL 612.78 STA 72.02 EL 612.73 STA 74.79 EL 611.07 STA 81.97 EL 606.44 STA 90.43 EL 604.80 STA 96.04 EL 601.90 STA 98.01 EL 612.17 STA 303.80 EL 611.56 STA 291.80 EL 611.46 STA 285.47 EL 610.32 STA 269.17 EL 610.30 STA 265.30 EL 609.68 STA 251.50 EL 609.78 STA 248.30 EL 609.56 STA 245.17 EL 608.61 STA 196.38 EL 608.82 STA 190.77 EL 608.61 STA 185.53 EL 608.68 STA 178.92 EL 608.94 STA 165.96 EL 609.66 STA 154.41 EL 610.02 STA 141.83 EL 609.93 STA 137.07 EL 609.42 STA 130.21 EL 608.20 STA 124.66 EL 607.47 STA 122.39 EL 601.15 STA 106.60 EL 601.80 STA 114.32 EL 602.08 STA 114.73 EL 605.51 STA 117.40 CHANNEL, STONESSTONES STONES n = 0.035 n=0.035 n=0.035 n=0.035 n=0.035 STONES n=0.035 EL 615.43 STA 22.15 EL 616.04 STA 59.27 EL 615.98 STA 77.34 EL 615.15 STA 89.67 EL 614.33 STA 91.99 EL 615.98 STA 99.36 EL 615.91 STA 107.15 EL 614.28 STA 113.35 EL 614.02 STA 122.48 MATCHLINE STA. 140.08MATCHLINE STA. 140.08EL 613.99 STA 140.08 EL 613.74 STA 156.09 SURVEYED X-SECTION XS12B-0.85 SURVEYED X-SECTION XS12B-0.85 SURVEYED X-SECTION XS12A-0.77 915' U.S. FROM CULVER 915' U.S. FROM CULVER 466' U.S. FROM CULVER EL 615.62 STA 0 EL 615.57 STA 37.60 EL 607.89 STA 327.00 EL 602.29 STA 342.09 EL 602.15 STA. 342.39 EL 601.48 STA 349.91 EL 616.46 STA 452.58 EL 616.00 STA 463.55 EL 615.45 STA 553.99 EL 615.31 STA 647.32 EL 615.61 STA 685.30 EL 615.55 STA 687.71 EL 613.07 STA 0 EL 613.63 STA 59.65 EL 608.59 STA 204.99 EL 612.46 STA 320.12 EL 612.85 STA 329.20 EL 612.82 STA 331.70 EL 613.09 STA 336.81 EL 613.13 STA 428.19 U. 0380 1WILL06-00040-00-FP 07/10/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Screen.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Screen.pltcfgDefault=MODEL NAME FILE NAME =Alec SeryL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.7/10/2020 (11:22:41 AM)sht03_WNormanDrain_Modified_Existing_Cross_Section_Plots.dgn 31"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 6 MODIFIED EXISTING CROSS SECTIONS EL 615.72 STA -217 EL 613.02 STA -211 EL 610.42 STA -203 EL 610.52 STA -195 EL 611.22 STA -189 EL 611.22 STA -138 EL 612.62 STA -113 EL 613.32 STA -88 EL 613.32 STA -73 EL 612.42 STA -20 EL 600.92 STA 51 EL 603.52 STA 53 EL 604.52 STA 58 EL 606.02 STA 69 EL 608.12 STA 74 EL 607.32 STA 83EL 610.72 STA 15 EL 609.92 STA 21 EL 603.02 STA 40 EL 600.62 STA 43 EL 600.32 STA 47 EL 607.82 STA 126 EL 610.52 STA 236 EL 611.32 STA 247 EL 611.72 STA 264 EL 619.72 STA 264 EL 616.00 STA 796.95 EL 614.00 STA 796.95 EL 613.00 STA 915.96 EL 612.00 STA 930.85 EL 611.00 STA 940.18 EL 610.00 STA 949.51 EL 609.00 STA 959.12 EL 608.00 STA 964.21 EL 607.00 STA 969.30 EL 606.00 STA 973.67 EL 605.00 STA 977.18 EL 604.00 STA 978.42 EL 603.00 STA 979.66 EL 602.00 STA 980.9 EL 601.00 STA 981.93 EL 601.00 STA 1000 EL 602.00 STA 1036.22 EL 603.00 STA 1038.78 EL 604.00 STA 1041.38 EL 605.00 STA 1047.36 EL 606.00 STA 1069.88 EL 607.00 STA 1104.74 EL 607.00 STA 1111.78 EL 606.00 STA 1125.80 EL 606.00 STA 1143.17 EL 607.00 STA 1163.73 EL 608.00 STA 1264.58 EL 610.00 STA 1269.20 EL 612.00 STA 1275.16 EL 616.00 STA 1275.16 n=0.06n=0.045n=0.06 LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS CHANNEL, STONES CHANNEL, STONES, WEEDS n=0.035n=0.035n=0.035 STONES STONES FEMA X-SECTION E XS11-0.69 UNMAPPED FEMA X-SECTION XS12-0.76 428' U.S. FROM CULVER 111' U.S. FROM CULVER U. 0380 1WILL06-00040-00-FP 07/10/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Screen.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Screen.pltcfgDefault=MODEL NAME FILE NAME =Alec SeryL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.7/10/2020 (11:22:42 AM)sht04_WNormanDrain_Modified_Existing_Cross_Section_Plots.dgn 41"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 6 MODIFIED EXISTING CROSS SECTIONS EL 615.00 STA 818.25 EL 614.00 STA 818.25 EL 613.00 STA 932.39 EL 612.00 STA 948.51 EL 611.00 STA 958.02 EL 610.00 STA 969.52 EL 609.00 STA 974.60 EL 608.00 STA 978.39 EL 607.00 STA 981.22 EL 606.11 STA 983.17 EL 606.00 STA 983.40 EL 605.00 STA 985.58 EL 604.00 STA 987.76 EL 603.00 STA 989.94 EL 601.00 STA 994.53 EL 602.00 STA 992.12 EL 602.00 STA 1007.87 EL 603.00 STA 1009.59 EL 604.00 STA 1011.81 EL 604.23 STA 1016.83 EL 605.00 STA 1033.54 EL 606.00 STA 1129.62 EL 607.00 STA 1202.74 EL 608.00 STA 1309.85 n=0.06 n=0.06n=0.045 EL 615.00 STA 847.74 EL 614.00 STA 911.93 EL 613.00 STA 935.42 EL 612.00 STA 952.95 EL 611.00 STA 967.64 EL 610.00 STA 970.90 EL 609.00 STA 973.86 EL 608.00 STA 976.82 EL 607.00 STA 979.78 EL 606.00 STA 982.74 EL 605.86 STA 983.17 EL 605.00 STA 985.79 EL 604.00 STA 988.88 EL 603.00 STA 990.62 EL 602.00 STA 1008.62 EL 603.00 STA 1010.48 EL 603.44 STA 1016.83 EL 604.00 STA 1025.02 EL 605.00 STA 1257.88 EL 606.00 STA 1315.65 EL 607.00 STA 1342.94 EL 608.00 STA 1383.33 EL 609.00 STA 1410.41 EL 610.00 STA 1423.65 EL 611.00 STA 1436.14 EL 612.00 STA 1455.46 EL 613.00 STA 1472.68 EL 614.00 STA 1491.37 EL 615.00 STA 1514.48 EL 614.00 STA 1494.10 EL 615.00 STA 1494.10 EL 612.00 STA 1416.80 EL 610.00 STA 1369.34 n=0.06 n=0.06 n=0.045 n=0.06 n=0.06 LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS LIGHT BRUSH, WEEDS CHANNEL, STONES, WEEDS CHANNEL, STONES, WEEDS EL 599.86 STA 1003.99 EL 599.86 STA 1000 EL 599.86 STA 996.12 EL 602.00 STA 991.37MATCHLINE STA. 1436.14MATCHLINE STA. 1309.85UNMAPPED FEMA X-SECTION XS09-0.67 UNMAPPED FEMA X-SECTION XS09-0.67 UNMAPPED FEMA X-SECTION XS10-0.671 UNMAPPED FEMA X-SECTION XS10-0.671 MATCHLINE STA. 1436.14MATCHLINE STA. 1309.8563' U.S. FROM CULVER 63' U.S. FROM CULVER88' D.S. FROM CULVER 88' D.S. FROM CULVER U. 0380 1WILL06-00040-00-FP 07/10/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Screen.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Screen.pltcfgDefault=MODEL NAME FILE NAME =Alec SeryL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.7/10/2020 (11:22:42 AM)sht05_WNormanDrain_Modified_Existing_Cross_Section_Plots.dgn 51"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 6 MODIFIED EXISTING CROSS SECTIONS EL 608.53 STA 1160 EL 607.22 STA 1210 EL 605.72 STA 1240 EL 604.62 STA 1310 EL 602.22 STA 1365 EL 601.06 STA 1393.17 EL 600.62 STA 1404 EL 599.43 STA 1406 EL 599.22 STA 1410 n=100n=0.06n=0.045n=0.06n=100 EL 610.72 STA 1510 LIGHT BRUSH, WEEDSLIGHT BRUSH, WEEDS WEEDS CHANNEL, STONES, OBSTRUCTIONOBSTRUCTION EL 610.22 STA 1470 EL 608.83 STA 1448 EL 604.69 STA 1426.83 EL 604.53 STA 1426 EL 602.93 STA 1420 EL 599.43 STA 1414 EL 612.76 STA 900 FEMA X-SECTION D XS08-0.65 176' D.S. FROM CULVER U. 0380 1WILL06-00040-00-FP 07/10/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = n = 0.045 CHANNEL, STONES, WEEDS LIGHT BRUSH, WEEDSLIGHT BRUSH, WEEDS EL 603.43 STA 367.80 EL 603.29 STA 364.27 EL 603.44 STA 358.51 EL 603.26 STA 355.00 EL 603.48 STA 350.14 EL 602.99 STA 345.89 EL 602.93 STA 342.18 EL 603.42 STA 334.28 EL 603.40 STA 324.43 EL 603.06 STA 316.64 EL 603.24 STA 293.60 EL 603.30 STA 283.46 EL 606.75 STA 151.18 EL 606.07 STA 184.19 EL 604.03 STA 260.12 EL 605.16 STA 201.99 EL 603.69 STA 263.35 EL 605.33 STA 208.00 EL 605.08 STA 217.05 EL 604.73 STA 223.05 EL 604.88 STA 228.54 EL 604.66 STA 233.87 EL 602.98 STA 467.16 EL 603.33 STA 435.30 EL 603.72 STA 418.15 EL 600.89 STA 386.91 EL 601.05 STA 387.07 EL 601.77 STA 388.27 EL 602.65 STA 394.24 n=0.06 n=0.06 EL 609.89 STA 16.84 EL 609.13 STA 19.55 EL 608.67 STA 22.35 EL 607.97 STA 28.66 EL 607.84 STA 33.44 EL 608.11 STA 50.73 EL 607.74 STA 64.11 EL 606.77 STA 85.27 EL 606.94 STA 111.12 LIGHT BRUSH, WEEDS n=0.06 MATCHLINE STA. 111.12MATCHLINE STA. 111.12SURVEYED X-SECTION XS07-0.55 510' D.S. FROM CULVER EL 610.71 STA 0 EL 610.71 STA 1.50 EL 610.33 STA 4.23 EL 603.11 STA 374.77 EL 600.93 STA 376.51 EL 599.12 STA 380.87 EL 602.79 STA 481.31 EL 603.31 STA 505.01 EL 605.10 STA 557.49 EL 607.88 STA 610.80 EL 608.61 STA 629.17 EL 610.68 STA 668.47 EL 611.01 STA 677.04 EL 612.48 STA 716.44  Copyright CMT,License No. 184-000613 DIRECTORY==USER NAME PLOT DATEPLOT SCALE==ILDOT_Black.tblPDF_Screen.pltcfgPEN TABLEPLOT DRIVER==ILDOT_Black.tblPDF_Screen.pltcfgDefault=MODEL NAME FILE NAME =Alec SeryL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..40.0000 ' / in.7/10/2020 (11:22:43 AM)sht06_WNormanDrain_Modified_Existing_Cross_Section_Plots.dgn 61"=20' H 1:5 V WEST NORMAN DRAIN HYDRAULIC REPORT 6 MODIFIED EXISTING CROSS SECTIONS EL 602.41 STA 285.74 EL 602.43 STA 274.73 EL 601.99 STA 263.35 EL 601.54 STA 258.69 EL 601.81 STA 249.08 EL 601.85 STA 239.91 EL 602.30 STA 234.91 EL 602.53 STA 227.40 EL 611.65 STA 12.77 EL 611.78 STA 21.13 EL 611.53 STA 36.30 EL 611.38 STA 46.98 EL 611.53 STA 75.62 EL 608.31 STA 76.52 EL 610.32 STA 79.31 EL 611.54 STA 80.78 EL 610.74 STA 105.51 EL 606.31 STA 159.08 EL 606.04 STA 172.74 EL 604.92 STA 181.99 EL 603.90 STA 187.23 EL 604.20 STA 189.02 EL 605.31 STA 190.28 EL 603.08 STA 192.02 EL 600.63 STA 212.57 EL 600.86 STA 214.80 EL 602.20 STA 215.09 n = 0.045 CHANNEL, STONES, WEEDS LIGHT BRUSH, WEEDSLIGHT BRUSH, WEEDS OBSTRUCTION n=100n=0.06 n=0.06 SURVEYED X-SECTION XS06-0.46 982' D.S. FROM CULVER EL 610.85 STA 464.60 EL 611.78 STA 0 EL 602.33 STA 200.79 EL 600.60 STA 204.30 EL 600.40 STA 205.16 EL 600.06 STA 208.83 EL 603.27 STA 310.65 EL 607.29 STA 404.79 EL 609.38 STA 433.87 EL 609.89 STA 447.28 U. 0380 1WILL06-00040-00-FP 07/10/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix H H-2: EXISTING HEC-RAS PRINTOUTS HEC-RAS Plan: Existing Locations: User Defined River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 20 10-yr 611.08 610.81 0.27 0.07 0.12 1120.00 290.91 RIVER-1 Reach-1 20 50-year 612.82 612.44 0.38 0.07 0.18 1850.00 492.55 RIVER-1 Reach-1 20 100-year 613.35 612.91 0.44 0.07 0.22 2170.00 521.91 RIVER-1 Reach-1 20 500-year 615.25 615.23 0.02 0.01 0.01 1523.53 840.60 845.87 651.02 RIVER-1 Reach-1 19 10-yr 610.89 610.82 0.07 0.04 0.01 9.24 938.49 282.26 169.43 RIVER-1 Reach-1 19 50-year 612.56 612.49 0.07 0.03 0.02 81.23 1314.81 593.97 353.52 RIVER-1 Reach-1 19 100-year 613.06 612.98 0.08 0.03 0.02 175.75 1478.67 725.57 365.13 RIVER-1 Reach-1 19 500-year 615.23 615.18 0.05 0.02 0.01 765.59 1685.80 1148.61 568.16 RIVER-1 Reach-1 18 10-yr 610.83 610.80 0.03 0.04 0.00 107.55 352.54 769.91 424.97 RIVER-1 Reach-1 18 50-year 612.52 612.49 0.02 0.02 0.00 387.19 400.18 1202.62 510.13 RIVER-1 Reach-1 18 100-year 613.02 612.99 0.02 0.02 0.00 520.11 442.74 1417.15 548.23 RIVER-1 Reach-1 18 500-year 615.20 615.18 0.02 0.01 0.00 1031.92 510.86 2057.21 669.10 RIVER-1 Reach-1 17 10-yr 610.79 610.77 0.02 0.01 0.00 670.51 264.43 295.06 582.14 RIVER-1 Reach-1 17 50-year 612.49 612.48 0.01 0.01 0.00 1225.81 270.17 494.02 620.61 RIVER-1 Reach-1 17 100-year 612.99 612.98 0.01 0.01 0.00 1488.09 294.29 597.63 623.93 RIVER-1 Reach-1 17 500-year 615.19 615.18 0.01 0.00 0.00 2312.84 331.18 955.98 721.95 RIVER-1 Reach-1 16 10-yr 610.77 610.76 0.01 0.01 0.00 951.10 252.79 26.11 491.65 RIVER-1 Reach-1 16 50-year 612.49 612.47 0.01 0.01 0.00 1570.16 305.07 114.76 580.18 RIVER-1 Reach-1 16 100-year 612.99 612.97 0.01 0.01 0.00 1877.62 341.10 161.28 581.84 RIVER-1 Reach-1 16 500-year 615.19 615.17 0.01 0.01 0.00 2803.92 412.09 384.00 675.00 RIVER-1 Reach-1 15 10-yr 610.76 610.75 0.01 0.02 0.00 980.46 216.85 32.70 507.06 RIVER-1 Reach-1 15 50-year 612.48 612.47 0.01 0.01 0.00 1624.87 252.61 112.52 543.00 RIVER-1 Reach-1 15 100-year 612.98 612.96 0.01 0.01 0.00 1950.79 280.91 148.30 543.00 RIVER-1 Reach-1 15 500-year 615.18 615.17 0.01 0.01 0.00 2980.28 336.29 283.43 543.00 RIVER-1 Reach-1 14 10-yr 610.74 610.69 0.05 0.05 0.01 474.19 660.19 95.62 330.63 RIVER-1 Reach-1 14 50-year 612.47 612.43 0.03 0.03 0.02 1016.76 734.10 239.14 570.38 RIVER-1 Reach-1 14 100-year 612.97 612.94 0.03 0.03 0.02 1271.99 788.39 319.62 589.00 RIVER-1 Reach-1 14 500-year 615.17 615.15 0.02 0.02 0.01 2142.79 824.84 632.36 589.00 RIVER-1 Reach-1 13 10-yr 610.68 610.49 0.19 0.13 0.04 18.44 539.43 672.13 90.02 RIVER-1 Reach-1 13 50-year 612.42 612.22 0.20 0.12 0.06 67.94 729.14 1192.92 207.69 RIVER-1 Reach-1 13 100-year 612.92 612.72 0.20 0.13 0.08 102.02 810.06 1467.93 269.26 RIVER-1 Reach-1 13 500-year 615.15 615.06 0.09 0.05 0.04 667.99 759.93 2172.09 478.00 RIVER-1 Reach-1 12.6 10-yr 610.51 609.93 0.58 1.25 0.04 45.43 1024.53 160.05 49.56 RIVER-1 Reach-1 12.6 50-year 612.24 611.45 0.79 1.38 0.05 163.27 1482.04 344.69 64.48 RIVER-1 Reach-1 12.6 100-year 612.71 611.68 1.02 1.08 0.15 213.48 1740.29 426.23 68.80 RIVER-1 Reach-1 12.6 500-year 615.06 614.56 0.49 0.36 0.12 636.70 1833.97 1129.33 299.91 RIVER-1 Reach-1 12.3 10-yr 609.21 608.19 1.03 0.16 0.17 32.81 1118.71 78.48 37.80 RIVER-1 Reach-1 12.3 50-year 610.80 609.50 1.31 0.14 0.29 208.58 1602.22 179.21 132.87 RIVER-1 Reach-1 12.3 100-year 611.48 610.94 0.54 0.06 0.10 781.38 1381.77 216.85 194.63 RIVER-1 Reach-1 12.3 500-year 614.57 614.47 0.10 0.01 0.01 2247.92 986.51 365.57 428.19 RIVER-1 Reach-1 12 10-yr 608.89 608.42 0.47 0.61 0.18 1133.42 96.58 125.34 RIVER-1 Reach-1 12 50-year 610.29 609.97 0.32 0.36 0.09 0.00 1423.39 566.61 192.79 RIVER-1 Reach-1 12 100-year 611.32 611.12 0.19 0.20 0.03 12.21 1405.85 961.94 252.83 RIVER-1 Reach-1 12 500-year 614.55 614.50 0.05 0.06 0.02 610.93 1218.80 1770.27 478.28 RIVER-1 Reach-1 11 10-yr 608.10 608.00 0.10 0.06 0.38 15.34 1134.18 80.48 299.87 RIVER-1 Reach-1 11 50-year 609.83 609.70 0.14 0.06 0.29 56.78 1727.53 205.69 316.07 RIVER-1 Reach-1 11 100-year 611.08 610.95 0.13 0.04 0.21 104.37 1984.36 291.27 331.42 RIVER-1 Reach-1 11 500-year 614.47 614.35 0.12 0.01 0.05 347.21 2712.86 539.93 478.21 RIVER-1 Reach-1 10 10-yr 607.65 606.27 1.38 19.91 1032.51 177.58 166.79 RIVER-1 Reach-1 10 50-year 609.49 608.40 1.09 84.70 1433.66 471.64 344.91 RIVER-1 Reach-1 10 100-year 610.83 610.02 0.82 157.74 1583.17 639.09 400.36 RIVER-1 Reach-1 10 500-year 614.41 614.39 0.02 194.30 532.18 2873.52 675.85 RIVER-1 Reach-1 9 10-yr 607.17 606.57 0.60 0.30 0.25 26.12 1032.17 171.71 350.24 RIVER-1 Reach-1 9 50-year 608.64 607.82 0.82 0.30 0.36 75.19 1579.03 335.78 398.61 RIVER-1 Reach-1 9 100-year 609.35 608.45 0.89 0.28 0.40 110.60 1844.74 424.66 420.11 RIVER-1 Reach-1 9 500-year 610.90 610.86 0.04 0.03 0.01 77.14 704.01 2818.85 466.35 RIVER-1 Reach-1 8 10-yr 606.61 606.52 0.09 0.28 0.02 843.72 352.56 33.72 212.28 RIVER-1 Reach-1 8 50-year 607.97 607.88 0.09 0.23 0.02 1455.52 457.59 76.89 258.34 RIVER-1 Reach-1 8 100-year 608.66 608.57 0.09 0.20 0.02 1779.34 497.03 103.63 289.11 RIVER-1 Reach-1 8 500-year 610.86 610.79 0.07 0.12 0.02 2789.70 580.49 229.81 489.09 RIVER-1 Reach-1 7 10-yr 606.31 606.28 0.03 0.32 0.02 527.70 224.50 477.81 406.09 RIVER-1 Reach-1 7 50-year 607.72 607.70 0.02 0.22 0.02 859.84 267.49 862.67 544.01 HEC-RAS Plan: Existing Locations: User Defined (Continued) River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 7 100-year 608.44 608.42 0.02 0.18 0.02 1018.91 282.08 1079.02 599.55 RIVER-1 Reach-1 7 500-year 610.72 610.71 0.02 0.10 0.02 1503.16 317.60 1779.24 669.09 RIVER-1 Reach-1 6 10-yr 605.97 605.88 0.09 0.07 0.02 889.68 255.70 84.62 200.42 RIVER-1 Reach-1 6 50-year 607.49 607.40 0.09 0.07 0.04 1462.60 334.96 192.44 260.87 RIVER-1 Reach-1 6 100-year 608.25 608.15 0.09 0.07 0.05 1743.14 370.04 266.82 281.98 RIVER-1 Reach-1 6 500-year 610.61 610.52 0.09 0.04 0.04 2556.07 464.91 579.02 355.22 RIVER-1 Reach-1 5.6 10-yr 605.88 605.62 0.26 0.00 0.03 1230.00 47.75 RIVER-1 Reach-1 5.6 50-year 607.38 606.92 0.46 0.00 0.05 1990.00 51.81 RIVER-1 Reach-1 5.6 100-year 608.13 607.59 0.54 0.00 0.06 2380.00 59.80 RIVER-1 Reach-1 5.6 500-year 610.53 610.06 0.46 0.00 0.02 331.71 3187.92 80.38 703.21 RIVER-1 Reach-1 5 10-yr 605.41 605.10 0.31 0.16 0.08 1230.00 46.13 RIVER-1 Reach-1 5 50-year 606.51 605.88 0.63 0.24 0.21 1990.00 48.58 RIVER-1 Reach-1 5 100-year 607.02 606.21 0.81 0.29 0.28 2380.00 49.58 RIVER-1 Reach-1 5 500-year 608.46 606.97 1.49 0.42 0.58 3600.00 51.97 RIVER-1 Reach-1 4 10-yr 605.17 605.01 0.16 1.24 0.02 512.10 717.90 176.85 RIVER-1 Reach-1 4 50-year 606.06 605.85 0.21 1.41 0.03 0.63 708.59 1280.79 198.64 RIVER-1 Reach-1 4 100-year 606.45 606.20 0.24 1.48 0.04 2.38 805.35 1582.27 208.70 RIVER-1 Reach-1 4 500-year 607.46 607.12 0.33 1.64 0.05 16.05 1083.56 2510.40 247.46 RIVER-1 Reach-1 3 10-yr 603.91 603.82 0.09 1.06 0.00 809.67 372.51 47.83 333.71 RIVER-1 Reach-1 3 50-year 604.63 604.51 0.11 1.09 0.00 1316.89 502.10 171.01 351.90 RIVER-1 Reach-1 3 100-year 604.94 604.81 0.13 1.11 0.00 1577.13 564.70 248.17 359.82 RIVER-1 Reach-1 3 500-year 605.77 605.61 0.16 1.14 0.01 2351.40 738.90 519.70 380.80 RIVER-1 Reach-1 2 10-yr 602.85 602.73 0.11 1.15 0.02 188.13 626.02 415.85 505.00 RIVER-1 Reach-1 2 50-year 603.54 603.43 0.11 1.11 0.02 363.84 778.10 848.06 505.00 RIVER-1 Reach-1 2 100-year 603.83 603.72 0.11 1.11 0.02 456.92 852.96 1080.12 505.00 RIVER-1 Reach-1 2 500-year 604.62 604.49 0.13 1.10 0.02 744.42 1060.69 1804.89 505.00 RIVER-1 Reach-1 1 10-yr 601.68 601.34 0.33 258.31 783.38 188.31 298.23 RIVER-1 Reach-1 1 50-year 602.41 602.09 0.32 564.20 967.99 457.81 355.00 RIVER-1 Reach-1 1 100-year 602.71 602.39 0.32 733.12 1046.36 610.53 355.00 RIVER-1 Reach-1 1 500-year 603.50 603.17 0.33 1259.21 1260.46 1090.33 355.00 Errors Warnings and Notes for Plan : Existing (Continued) Location: River: RIVER-1 Reach: Reach-1 RS: 21 Profile: 100-year Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has been disregarded. Note: The downstream water surface is above the minimum elevation required for orifice flow. The orifice flow equation was used for pressure flow. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 19 Profile: 100-year Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 18 Profile: 100-year Warning: Divided flow computed for this cross-section. Location: River: RIVER-1 Reach: Reach-1 RS: 16 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Location: River: RIVER-1 Reach: Reach-1 RS: 15 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 14 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 13 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12.6 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12.3 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12 Profile: 100-year Errors Warnings and Notes for Plan : Existing (Continued) Warning: Divided flow computed for this cross-section. Location: River: RIVER-1 Reach: Reach-1 RS: 11 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 10 Profile: 100-year Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 9 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 8 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 7 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 6 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 5.6 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Downstream Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 4 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 3 Profile: 100-year Errors Warnings and Notes for Plan : Existing (Continued) Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 2 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 1 Profile: 100-year Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. HEC-RAS HEC-RAS 5.0.7 March 2019 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: West Norman Drain Project File : WND.prj Run Date and Time: 9/1/2020 11:46:34 AM Project in English units Project Description: WEST NORMAN DRAIN FEMA WILL COUNTY FIS COPY OF WND.HC2 FILE NAME ASB.HC2 AS-BUILT MODEL 143RD STREET CULVERT IMPROVEMENTS ********************** FEMA - WILL COUNTY FIS 10-YEAR WEST NORMAN DRAIN EEI JOB NO. 3665 FILE NAME WND.HC2 ********************** PLAN DATA Plan Title: Existing Plan File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.p10 Geometry Title: Existing Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g10 Flow Title : Imported Flow and Overtopping Flows Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f05 Plan Summary Information: Number of: Cross Sections = 94 Multiple Openings = 0 Culverts = 6 Inline Structures = 0 Bridges = 8 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Program Selects Appropriate method Computational Flow Regime: Subcritical Flow FLOW DATA Flow Title: Imported Flow and Overtopping Flows Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f05 Flow Data (cfs) River Reach RS 10-yr 50- year 100-year 500-year Overtop (E) Overtop (P) RIVER-1 Reach-1 91 110 180 220 300 220 220 RIVER-1 Reach-1 78 320 520 640 890 640 640 RIVER-1 Reach-1 70 390 630 780 1070 780 780 RIVER-1 Reach-1 67 580 940 1170 1630 1170 1170 RIVER-1 Reach-1 60 730 1180 1450 2090 1450 1450 RIVER-1 Reach-1 44 910 1490 1820 2630 1820 1820 RIVER-1 Reach-1 31 1120 1850 2170 3210 2170 2170 RIVER-1 Reach-1 19 1230 1990 2380 3600 3150 3170 RIVER-1 Reach-1 4 1230 1990 2390 3610 3150 3170 Boundary Conditions River Reach Profile Upstream Downstream RIVER-1 Reach-1 10-yr Normal S = 0.00317 RIVER-1 Reach-1 50-year Normal S = 0.00317 RIVER-1 Reach-1 100-year Normal S = 0.00317 RIVER-1 Reach-1 500-year Normal S = 0.00317 GEOMETRY DATA Geometry Title: Existing Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g10 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 20 INPUT Description: 1.07 EJ&E RR SPUR CORRECTED BRIDGE DECK INPUT Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2199.02 618.42 2200.02 615.1 2300.02 611.69 2400.02 609.1 2450.02 608.94 2500.02 608.8 2514.02 611.67 2516.02 611.67 2519.02 608.27 2524.02 608.27 2530.02 604.48 2540.02 603.77 2550.02 603.98 2559.02 607.87 2569.02 608.27 2576.02 608.37 2579.02 611.85 2581 611.85 2610 609.19 2650 611 2650.02 611 2750 611.8 2850 614.87 2851 614.87 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2199.02 .035 2514.02 .035 2581 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2514.02 2581 60 80 90 .4 .6 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2199.02 2514.02 614.02 F 2581 2851 614.02 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 19 INPUT Description: 1.05 ADDITIONAL XS 511 XS ID OF 1.05 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -283 617.22 -227 614.02 -169 612.92 -152 619.72 -76 619.72 -67 616.22 -48 612.02 18 611.72 92 611.92 115 611.62 122 607.52 129 605.82 131 604.12 139 603.72 144 603.92 148 605.72 156 604.72 167 605.52 179 605.52 184 607.12 193 607.22 202 608.42 217 608.12 246 607.92 263 608.42 281 610.02 308 614.52 331 614.42 338 613.92 353 613.92 362 613.62 373 613.62 383 611.22 388 613.92 414 614.52 422 614.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -283 .035 122 .035 202 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 122 202 175 165 140 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 18 INPUT Description: 1.04 ADDITIONAL XS 510 XS ID OF 1.04 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -412 619.72 -400 614.22 -385 609.62 -345 609.62 -293 609.32 -283 609.82 -267 610.82 -253 610.72 -219 611.42 -202 612.72 -184 612.52 -172 611.02 -169 610.22 -156 609.42 -154 608.72 -150 604.32 -147 603.42 -145 603.12 -142 603.82 -137 604.02 -134 605.02 -131 605.42 -128 607.02 -116 608.22 -51 607.12 -35 607.52 -12 607.52 12 608.02 30 609.12 48 609.22 105 608.12 113 609.42 121 612.92 128 613.52 141 613.52 151 611.72 156 611.22 162 612.42 190 613.72 239 614.32 267 614.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -412 .035 -156 .035 -116 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -156 -116 175 395 200 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 17 INPUT Description: 0.99 ADDITIONAL XS 509 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -280 619.72 -274 616.92 -257 612.72 -252 610.72 -219 609.72 -202 609.92 -138 609.62 -60 609.42 -49 607.72 81 607.72 87 609.42 107 609.12 113 608.12 125 607.92 133 608.52 138 608.02 147 608.72 155 608.22 162 607.62 169 603.32 171 602.82 175 602.72 181 602.92 184 605.72 188 607.12 213 607.12 232 607.42 248 608.32 257 608.42 272 609.42 291 609.72 321 609.42 337 611.82 351 611.92 355 610.92 359 610.92 366 613.02 389 614.22 440 614.42 455 614.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -280 .035 162 .035 188 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 162 188 140 145 120 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 16 INPUT Description: 0.96 ADDITIONAL XS 508 Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -222 610.62 -210 610.82 -199 611.72 -187 611.02 -146 609.92 -83 609.42 -60 607.22 -30 605.82 11 605.32 44 606.22 52 606.32 64 608.82 69 609.02 82 608.72 94 608.52 108 608.52 176 607.72 198 608.42 218 607.82 225.5 604.62 226 602.42 231 602.02 235.5 602.42 238 603.92 244 605.42 249 606.22 253 608.02 295 610.92 308 611.62 317 610.02 329 611.22 342 611.22 346 610.72 353 610.92 362 613.62 374 614.02 401 613.82 446 614.72 453 615.02 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -222 .035 218 .035 253 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 218 253 160 150 115 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 15 INPUT Description: 0.93 ADDITIONAL XS 507 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -80 610.52 8 610.82 26 610.22 34 610.62 53 610.92 69 608.22 89 606.72 119 605.62 170 605.62 178 607.22 196 609.02 210 608.82 214 607.92 219 607.72 231 607.72 335 607.72 353 608.82 373 606.12 376 602.82 383 601.62 389 603.02 398 609.12 410 609.42 423 609.12 441 609.52 448 610.52 455 610.72 463 610.42 463 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -80 .035 373 .035 398 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 373 398 140 195 85 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 14 INPUT Description: 0.9 ADDITIONAL XS 506 Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -175 612.72 -157 612.62 -155 612.02 -131 612.02 -105 611.32 -77 611.52 57 609.82 75 610.52 84 609.12 107 608.92 123 607.72 189 607.72 202 608.42 223 605.32 230 601.92 239 601.12 265 606.72 305 610.02 344 611.92 403 611.62 414 611.02 414 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -175 .035 223 .035 265 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 223 265 90 145 220 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 13 INPUT Description: 0.87 ADDITIONAL XS 505 Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -203 614.32 -140 613.62 -115 613.92 -94 613.42 -63 613.12 22 612.62 48 611.72 61 607.72 69.5 601.02 72 601.02 74.5 601.12 76 604.42 81 605.42 85 604.52 97 604.72 137 610.22 163 611.62 268 612.42 275 612.42 275 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -203 .035 61 .035 81 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 61 81 105 108 111 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12.6 INPUT Description: Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 616 10.42 616.46 21.56 616.11 30.4 616.04 48.41 615.03 58.86 614.3 62.87 613.65 73.52 612.07 85.89 611.23 90.39 610.38 94.16 609.65 97.25 608.85 105.18 607.31 106.72 602.34 107.14 602.26 113.09 601.48 120.61 602.15 120.91 602.29 124.73 604 126.6 605.18 130.84 606.21 136 607.89 138.89 608.77 145.24 610.94 148.53 611.82 162.71 612.89 182.38 612.94 193.42 613.1 216.49 613.29 237.85 613.41 247.71 613.52 276.09 613.63 291.34 613.76 310.83 613.82 322.93 613.98 340.52 614.01 349.66 614.28 362.54 615.97 371.34 614.34 385.67 615.97 425.41 615.57 463 615.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 105.18 .035 126.6 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 105.18 126.6 440 449 454 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12.3 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 613.13 96.93 612.82 114.83 612.37 127.53 611.91 136.69 611.5 148.69 611.11 152.58 610.86 167.5 610.09 183.02 609.56 195.87 609.3 206.51 609.09 215.5 608.92 233.9 608.65 244.57 608.63 258.66 608.86 264.72 609.11 273.79 609.66 279.79 609.87 286.81 609.96 293.85 609.68 300.05 608.99 305.8 607.47 310.79 605.51 313.46 602.08 313.87 601.8 321.59 601.15 330.18 601.9 332.15 604.8 337.76 606.44 338.26 606.76 346.22 611.07 351.09 612.07 356.17 612.77 360.45 613.17 377.81 613.63 398.03 613.43 410.17 613.16 428.19 613.07 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 310.79 .035 332.15 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 310.79 332.15 43 43 43 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12 INPUT Description: 0.76 ADDITIONAL XS 501 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -217 615.72 -211 613.02 -203 610.42 -195 610.52 -189 611.22 -138 611.22 -113 612.62 -88 613.32 -73 613.32 -20 612.42 15 610.72 21 609.92 40 603.02 43 600.62 47 600.32 51 600.92 53 603.52 58 604.52 69 606.02 74 608.12 83 607.32 126 607.82 236 610.52 247 611.32 264 611.72 264 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -217 .035 21 .035 74 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 21 74 450 350 120 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 11 INPUT Description: 0.69 - E X1 .690 17. 990. 1006. 50. 50. 50. Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 796.95 616 796.95 614 915.96 613 930.85 612 940.18 611 949.51 610 959.12 609 964.21 608 969.3 607 973.67 606 977.18 605 978.42 604 979.66 603 980.9 602 981.93 601 1000 601 1036.22 602 1038.78 603 1041.38 604 1047.36 605 1069.88 606 1104.74 607 1111.78 607 1125.8 606 1143.17 606 1163.73 607 1264.58 608 1269.2 610 1275.16 612 1275.16 616 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 796.95 .06 977.18 .045 1047.36 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977.18 1047.36 52 52 52 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 796.95 918.7 F 1081.33 1275.16 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 10 INPUT Description: Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 818.25 615 818.25 614 932.39 613 948.51 612 958.02 611 969.52 610 974.6 609 978.39 608 981.22 607 983.17 606.106 983.4 606 985.58 605 987.76 604 989.94 603 992.12 602 994.53 601 1007.87 602 1009.59 603 1011.81 604 1016.83 604.231 1033.54 605 1129.62 606 1202.74 607 1309.85 608 1369.34 610 1416.8 612 1494.1 614 1494.1 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 818.25 .06 987.76 .045 1011.81 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 987.76 1011.81 152 152 152 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 818.25 964.67 612.7 F 1035.33 1494.1 613.58 F CULVERT RIVER: RIVER-1 REACH: Reach-1 RS: 9.5 INPUT Description: Culvert #1 143rd Street Distance from Upstream XS = 18.5 Deck/Roadway Width = 78.98 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 23 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 440.75 610.66 490.75 609.63 540.75 609.51 590.75 609.69 640.75 609.94 690.75 610.38 740.75 610.93 790.75 611.55 840.75 611.55 890.75 612.22 940.75 612.75 990.75 613.26 1040.75 613.65 1090.75 614.05 1140.75 614.39 1190.75 614.78 1240.75 615.16 1290.75 615.46 1340.75 615.8 1390.75 616.14 1440.75 616.41 1490.75 616.65 1540.75 616.96 Upstream Bridge Cross Section Data Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 818.25 615 818.25 614 932.39 613 948.51 612 958.02 611 969.52 610 974.6 609 978.39 608 981.22 607 983.169 606.106 983.17 600.53 983.4 600.53 985.58 600.53 987.76 600.53 989.94 600.53 992.12 600.53 994.53 600.53 1007.87 600.53 1009.59 600.53 1011.81 600.53 1016.83 600.531016.831 604.231 1033.54 605 1129.62 606 1202.74 607 1309.85 608 1369.34 610 1416.8 612 1494.1 614 1494.1 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 818.25 .06 983.169 .0451016.831 .06 Bank Sta: Left Right Coeff Contr. Expan. 983.1691016.831 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 818.25 964.67 612.7 F 1035.33 1494.1 613.58 F Downstream Deck/Roadway Coordinates num= 23 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 440.75 610.66 490.75 609.63 540.75 609.51 590.75 609.69 640.75 609.94 690.75 610.38 740.75 610.93 790.75 611.55 840.75 611.55 890.75 612.22 940.75 612.75 990.75 613.26 1040.75 613.65 1090.75 614.05 1140.75 614.39 1190.75 614.78 1240.75 615.16 1290.75 615.46 1340.75 615.8 1390.75 616.14 1440.75 616.41 1490.75 616.65 1540.75 616.96 Downstream Bridge Cross Section Data Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 847.74 615 911.93 614 935.42 613 952.95 612 967.64 611 970.9 610 973.86 609 976.82 608 979.78 607 982.74 606 983.169 605.859 983.17 599.18 985.79 599.18 988.88 599.18 990.62 599.18 991.37 599.18 996.12 599.18 1000 599.18 1003.99 599.18 1008.62 599.18 1010.48 599.18 1016.83 599.181016.831 603.44 1025.02 604 1257.88 605 1315.65 606 1342.94 607 1383.33 608 1410.41 609 1423.65 610 1436.14 611 1455.46 612 1472.68 613 1491.37 614 1514.48 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 847.74 .06 983.169 .0451016.831 .06 Bank Sta: Left Right Coeff Contr. Expan. 983.1691016.831 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 847.74 955.91 610 F 1044.09 1514.48 610.8 F Upstream Embankment side slope = horiz. to 1.0 vertical Downstream Embankment side slope = horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = 613.8 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 2 Culvert Name Shape Rise Span Box1 Box 8 10 FHWA Chart # 9 - flared wingwalls and Inlet top edge bevel FHWA Scale # 1 - 45 deg Wingwall flare; inlet top edge bevel=0.043D Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 18.5 78.98 .012 .03 .25 .2 1 Number of Barrels = 2 Upstream Elevation = 600.28 Centerline Stations Sta. Sta. 988 1012 Downstream Elevation = 598.93 Centerline Stations Sta. Sta. 988 1012 Culvert Name Shape Rise Span Culvert #2 Box 8 10 FHWA Chart # 9 - flared wingwalls and Inlet top edge bevel FHWA Scale # 1 - 45 deg Wingwall flare; inlet top edge bevel=0.043D Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 18.5 78.98 .012 .03 .25 .2 1 Upstream Elevation = 600.28 Centerline Station = 1000 Downstream Elevation = 598.93 Centerline Station = 1000 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 9 INPUT Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 847.74 615 911.93 614 935.42 613 952.95 612 967.64 611 970.9 610 973.86 609 976.82 608 979.78 607 982.74 606 983.17 605.859 985.79 605 988.88 604 990.62 603 991.37 602 996.12 601 1000 599.86 1003.99 601 1008.62 602 1010.48 603 1016.83 603.437 1025.02 604 1257.88 605 1315.65 606 1342.94 607 1383.33 608 1410.41 609 1423.65 610 1436.14 611 1455.46 612 1472.68 613 1491.37 614 1514.48 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 847.74 .06 988.88 .045 1025.02 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 988.88 1025.02 87 87 87 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 847.74 955.91 610 F 1044.09 1514.48 610.8 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 8 INPUT Description: 0.65 - D Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 900 612.76 1160 608.53 1210 607.22 1240 605.72 1310 604.62 1365 602.22 1393.17 601.06 1404 600.62 1406 599.43 1410 599.22 1414 599.43 1420 602.93 1426 604.53 1426.83 604.69 1448 608.83 1470 610.22 1510 610.72 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val 900 100 1160 .06 1404 .045 1420 .06 1470 100 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1404 1420 192 453 750 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7 INPUT Description: 0.45 Station Elevation Data num= 57 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 612.48 39.41 611.01 47.97 610.68 87.28 608.6 105.64 607.88 158.96 605.09 211.44 603.31 235.13 602.79 249.29 602.98 281.14 603.32 298.29 603.72 322.2 602.65 328.17 601.77 329.37 601.05 329.53 600.89 335.57 599.12 339.93 600.93 341.67 603.11 345.24 602.96 348.65 603.42 357.93 603.43 367.25 603.37 370.56 602.99 374.56 602.95 379.4 603.22 392.02 603.4 398.81 603.17 406.94 603.16 412.18 603.24 426.6 603.44 432.99 603.29 442.21 603.42 451.39 603.66 460.43 604.15 471.94 604.37 485.37 604.81 493.4 604.73 499.39 605.07 515.2 605.2 517.88 605.44 525.78 605.73 531.39 606.05 543.62 606.31 573.25 606.75 603.82 606.92 615.38 606.7 632.2 606.82 641.9 607.28 652.82 607.69 666.1 608.1 676.88 607.97 683.01 607.83 684.94 607.83 694.09 608.66 696.94 609.13 702.63 610.04 716.44 610.71 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 322.2 .045 341.67 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 322.2 341.67 321 478 616 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6 INPUT Description: Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 610.85 17.31 609.89 35.23 609.06 46.03 608.18 59.8 607.29 69.84 606.94 88.51 606.08 97.44 605.57 107.22 605.11 114 604.72 125.25 604.3 152.06 603.35 158.61 603.22 178.87 602.14 197.34 602.04 205.91 601.54 215.51 601.81 229.68 602.3 244.11 602.29 247.72 602.17 249.5 602.2 249.79 600.86 252.02 600.63 255.76 600.06 259.43 600.4 263.8 602.33 264.69 601.96 272.57 603.07 273.16 603.52 274.73 604.6 278.19 604.06 281.19 604.58 282.61 604.92 293.83 606.02 305.52 606.3 332.7 608.5 358.78 610.74 368.65 610.99 384.58 611.3 385.28 610.31 388.15 608.31 388.41 609.06 391.12 611.47 403.71 611.47 417.62 611.38 428.3 611.53 454.32 611.72 464.59 611.78 Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .06 249.5 .045 263.8 .06 428.3 100 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 249.5 263.8 50 50 50 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 99.5 F 413.8 464.59 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 5.6 INPUT Description: 0.43 This is a REPEATED section. ILLINOIS ROUTE 59 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3005.11 3064.91 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 5.5 INPUT Description: Bridge #1 Distance from Upstream XS = .01 Deck/Roadway Width = 79.98 Weir Coefficient = 2.5 Upstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 611.51 0 2449.5 611.26 0 2549.5 610.72 0 2649.5 609.94 0 2749.5 609.32 0 2849.5 609.2 0 2936.01 609.06 0 2949.51 609.04 0 2999.13 609.12 608.27 3024.01 609.12 608.27 3044.01 609.12 608.27 3068.86 609.12 608.27 3336.51 609.12 608.27 Upstream Bridge Cross Section Data Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Coeff Contr. Expan. 3005.11 3064.91 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 611.506 0 2449.5 611.256 0 2549.5 610.716 0 2649.5 609.936 0 2749.5 609.316 0 2849.5 609.196 0 2936.01 609.056 0 2949.51 609.036 0 2999.13 609.116 608.27 3024.01 609.116 608.27 3044.01 609.116 608.27 3068.86 609.116 608.27 3336.51 609.116 608.27 Downstream Bridge Cross Section Data Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Coeff Contr. Expan. 3005.11 3064.91 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F Upstream Embankment side slope = 4 horiz. to 1.0 vertical Downstream Embankment side slope = 4 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = 609.04 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Piers = 2 Pier Data Pier Station Upstream= 3025.01 Downstream= 3025.01 Upstream num= 2 Width Elev Width Elev 2 0 2 611 Downstream num= 2 Width Elev Width Elev 2 0 2 611 Pier Data Pier Station Upstream= 3045.01 Downstream= 3045.01 Upstream num= 2 Width Elev Width Elev 2 0 2 611 Downstream num= 2 Width Elev Width Elev 2 0 2 611 Number of Bridge Coefficient Sets = 1 Low Flow Methods and Data Energy Selected Low Flow Methods = Energy High Flow Method Energy Only 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: 5 INPUT Description: 0.43 ILLINOIS ROUTE 59 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3005.11 3064.91 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 4 INPUT Description: 0.41 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2200 609.58 2300 610.38 2346 610.78 2386 605.28 2392.5 599.48 2396 598.58 2400 598.68 2405 599.18 2407.5 599.48 2410 600.98 2426 603.28 2460 601.98 2500 601.98 2600 606.78 2700 608.48 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2200 .06 2386 .045 2410 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2386 2410 630 630 630 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2200 2226 F 2570 2700 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 3 INPUT Description: 0.23 Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2250 608.4 2313 608 2330 603.3 2350 602.8 2370 602 2408 601.4 2450 601.3 2536 601.2 2544 599 2547 598.5 2550 598.5 2553 598.6 2556 599 2562 603 2650 603.3 2750 607.7 2800 610.9 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2250 .06 2536 .045 2562 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2536 2562 630 630 630 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 2 INPUT Description: 0.12 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1650 602.72 1730 601.72 1780 599.72 1800 597.72 1805 596.72 1810 597.72 1820 599.72 1925 601.72 2155 602.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1650 .06 1780 .045 1820 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1780 1820 530 530 530 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 1 INPUT Description: 0.01 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1830 601.72 1980 599.72 2000 597.72 2005 595.72 2015 594.72 2020 595.72 2025 597.72 2035 599.72 2185 601.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1830 .06 2000 .045 2025 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2000 2025 40 40 40 .1 .3 SUMMARY OF MANNING'S N VALUES River:RIVER-1 Reach River Sta. n1 n2 n3 n4 n5 Reach-1 20 .035 .035 .035 Reach-1 19 .035 .035 .035 Reach-1 18 .035 .035 .035 Reach-1 17 .035 .035 .035 Reach-1 16 .035 .035 .035 Reach-1 15 .035 .035 .035 Reach-1 14 .035 .035 .035 Reach-1 13 .035 .035 .035 Reach-1 12.6 .035 .035 .035 Reach-1 12.3 .035 .035 .035 Reach-1 12 .035 .035 .035 Reach-1 11 .06 .045 .06 Reach-1 10 .06 .045 .06 Reach-1 9.5 Culvert Reach-1 9 .06 .045 .06 Reach-1 8 100 .06 .045 .06 100 Reach-1 7 .06 .045 .06 Reach-1 6 .06 .045 .06 100 Reach-1 5.6 .06 .045 .06 Reach-1 5.5 Bridge Reach-1 5 .06 .045 .06 Reach-1 4 .06 .045 .06 Reach-1 3 .06 .045 .06 Reach-1 2 .06 .045 .06 Reach-1 1 .06 .045 .06 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left Channel Right Reach-1 20 60 80 90 Reach-1 19 175 165 140 Reach-1 18 175 395 200 Reach-1 17 140 145 120 Reach-1 16 160 150 115 Reach-1 15 140 195 85 Reach-1 14 90 145 220 Reach-1 13 105 108 111 Reach-1 12.6 440 449 454 Reach-1 12.3 43 43 43 Reach-1 12 450 350 120 Reach-1 11 52 52 52 Reach-1 10 152 152 152 Reach-1 9.5 Culvert Reach-1 9 87 87 87 Reach-1 8 192 453 750 Reach-1 7 321 478 616 Reach-1 6 50 50 50 Reach-1 5.6 80 80 80 Reach-1 5.5 Bridge Reach-1 5 80 80 80 Reach-1 4 630 630 630 Reach-1 3 630 630 630 Reach-1 2 530 530 530 Reach-1 1 40 40 40 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. Reach-1 20 .4 .6 Reach-1 19 .1 .3 Reach-1 18 .1 .3 Reach-1 17 .1 .3 Reach-1 16 .1 .3 Reach-1 15 .1 .3 Reach-1 14 .1 .3 Reach-1 13 .1 .3 Reach-1 12.6 .1 .3 Reach-1 12.3 .1 .3 Reach-1 12 .3 .5 Reach-1 11 .3 .5 Reach-1 10 .3 .5 Reach-1 9.5 Culvert Reach-1 9 .3 .5 Reach-1 8 .1 .3 Reach-1 7 .3 .5 Reach-1 6 .1 .3 Reach-1 5.6 .3 .5 Reach-1 5.5 Bridge Reach-1 5 .3 .5 Reach-1 4 .1 .3 Reach-1 3 .1 .3 Reach-1 2 .1 .3 Reach-1 1 .1 .3 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix H H-3: EXISTING UPSTREAM OPENING SUPERIMPOSED OVER NEXT UPSTREAM CROSS SECTION Jeremy Metz20.0000 ' / in. WND_EXISTING_US_Opening_Over_US_XS.dgn Default 12/18/2019 (2:18:30 PM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgILDOT_Black.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\Exhibits for Drainage Reports\..1"=10':5' H V EXISTING US OPENING OVER US XS WEST NORMAN DRAIN HYDROLOGY REPORT 0 10 20 30 SCALE IN FEET EXISTING GROUND AT 143RD CULVERT UPSTREAM CROSS SECTION 10-0.671 EL 601.3 EXISTING TRIPLE BOX CULVERT - 9.667' X 8' EXISTING CULVERT INVERT EL 600.28 INEFFECTIVE FLOW INEFFECTIVE FLOW 12/10/2019 WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140102030405060708090100110120130140150 595 600 605 610 615 6200102030405060708090100110120130140102030405060708090100110120130140150 LOOKING DOWNSTREAM  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix H H-4: EXISTING DOWNSTREAM OPENING SUPERIMPOSED OVER NEXT DOWNSTREAM CROSS SECTION Jeremy Metz20.0000 ' / in. WND_EXISTING_DS_Opening_Over_DS_XS.dgn Default 12/18/2019 (2:16:29 PM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgILDOT_Black.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\Exhibits for Drainage Reports\..1"=10':5' H V EXISTING DS OPENING OVER DS XS WEST NORMAN DRAIN HYDROLOGY REPORT 0 10 20 30 SCALE IN FEET EXISTING CULVERT INVERT EL 598.93 EL 601.3 EXISTING TRIPLE BOX CULVERT - 9.667' X 8' EXISTING GROUND AT 143RD CULVERT UPSTREAM CROSS SECTION 09-0.67 INEFFECTIVE FLOW INEFFECTIVE FLOW 12/10/2019 WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 590 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 590 595 600 605 610 615 6200102030405060708090100110120130140102030405060708090100110120130140150 LOOKING DOWNSTREAM  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix I I-1: Natural Cross Section Plots 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Natural cross sections plots remain the same as existing. Modifications only include removal of 143rd Street structure. 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix I I-2: Natural HEC-RAS Printouts HEC-RAS Plan: Natural Locations: User Defined River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 20 10-yr 611.06 610.79 0.27 0.07 0.12 1120.00 288.68 RIVER-1 Reach-1 20 50-year 612.82 612.44 0.38 0.07 0.18 1850.00 492.55 RIVER-1 Reach-1 20 100-year 613.37 612.93 0.44 0.07 0.22 2170.00 523.35 RIVER-1 Reach-1 20 500-year 614.58 614.55 0.03 0.01 0.02 1516.19 921.61 772.20 623.18 RIVER-1 Reach-1 19 10-yr 610.86 610.79 0.07 0.04 0.01 9.14 940.77 280.10 169.21 RIVER-1 Reach-1 19 50-year 612.56 612.49 0.07 0.03 0.02 81.24 1314.79 593.97 353.53 RIVER-1 Reach-1 19 100-year 613.08 613.00 0.08 0.03 0.02 179.51 1474.39 726.10 366.80 RIVER-1 Reach-1 19 500-year 614.55 614.47 0.08 0.02 0.02 622.85 1852.92 1124.23 528.95 RIVER-1 Reach-1 18 10-yr 610.81 610.77 0.03 0.04 0.00 104.91 355.36 769.73 418.54 RIVER-1 Reach-1 18 50-year 612.52 612.49 0.02 0.02 0.00 387.21 400.18 1202.62 510.14 RIVER-1 Reach-1 18 100-year 613.04 613.02 0.02 0.02 0.00 522.60 441.22 1416.18 549.20 RIVER-1 Reach-1 18 500-year 614.51 614.48 0.03 0.01 0.00 975.93 552.01 2072.07 654.71 RIVER-1 Reach-1 17 10-yr 610.76 610.74 0.02 0.01 0.00 667.74 267.43 294.83 581.85 RIVER-1 Reach-1 17 50-year 612.49 612.48 0.01 0.01 0.00 1225.82 270.16 494.03 620.61 RIVER-1 Reach-1 17 100-year 613.02 613.00 0.01 0.01 0.00 1488.97 293.10 597.93 624.10 RIVER-1 Reach-1 17 500-year 614.49 614.47 0.02 0.01 0.00 2306.87 359.08 934.05 706.78 RIVER-1 Reach-1 16 10-yr 610.74 610.73 0.01 0.01 0.00 950.06 254.32 25.62 486.22 RIVER-1 Reach-1 16 50-year 612.49 612.47 0.01 0.01 0.00 1570.16 305.06 114.77 580.18 RIVER-1 Reach-1 16 100-year 613.01 613.00 0.01 0.01 0.00 1877.57 340.09 162.34 581.92 RIVER-1 Reach-1 16 500-year 614.48 614.47 0.02 0.01 0.00 2824.63 439.18 336.19 655.29 RIVER-1 Reach-1 15 10-yr 610.73 610.71 0.01 0.02 0.00 979.83 218.33 31.84 494.03 RIVER-1 Reach-1 15 50-year 612.48 612.47 0.01 0.01 0.00 1624.87 252.60 112.52 543.00 RIVER-1 Reach-1 15 100-year 613.00 612.99 0.01 0.01 0.00 1951.10 280.01 148.89 543.00 RIVER-1 Reach-1 15 500-year 614.47 614.46 0.02 0.01 0.00 2973.23 358.10 268.67 543.00 RIVER-1 Reach-1 14 10-yr 610.71 610.66 0.05 0.05 0.01 470.56 664.88 94.56 327.26 RIVER-1 Reach-1 14 50-year 612.47 612.43 0.03 0.03 0.02 1016.78 734.06 239.16 570.38 RIVER-1 Reach-1 14 100-year 612.99 612.96 0.03 0.03 0.02 1274.41 784.46 321.13 589.00 RIVER-1 Reach-1 14 500-year 614.46 614.43 0.03 0.02 0.01 2092.14 912.27 595.59 589.00 RIVER-1 Reach-1 13 10-yr 610.64 610.45 0.19 0.13 0.04 18.01 541.58 670.42 89.20 RIVER-1 Reach-1 13 50-year 612.42 612.22 0.20 0.12 0.06 67.95 729.11 1192.94 207.73 RIVER-1 Reach-1 13 100-year 612.94 612.74 0.20 0.13 0.08 103.53 806.20 1470.27 274.13 RIVER-1 Reach-1 13 500-year 614.43 614.27 0.16 0.11 0.14 448.32 899.65 2252.02 473.46 RIVER-1 Reach-1 12.6 10-yr 610.47 609.88 0.59 1.39 0.07 43.67 1028.34 157.99 49.13 RIVER-1 Reach-1 12.6 50-year 612.24 611.45 0.79 1.38 0.05 163.28 1482.01 344.71 64.49 RIVER-1 Reach-1 12.6 100-year 612.74 611.73 1.00 1.49 0.01 217.51 1733.33 429.16 69.73 RIVER-1 Reach-1 12.6 500-year 614.18 612.58 1.59 1.89 0.12 441.44 2438.34 720.22 88.61 RIVER-1 Reach-1 12.3 10-yr 609.01 607.75 1.26 0.23 0.15 22.23 1143.45 64.32 35.34 RIVER-1 Reach-1 12.3 50-year 610.80 609.50 1.31 0.21 0.13 208.58 1602.22 179.21 132.87 RIVER-1 Reach-1 12.3 100-year 611.23 610.10 1.14 0.19 0.09 464.20 1694.38 221.42 177.04 RIVER-1 Reach-1 12.3 500-year 612.17 610.97 1.21 0.14 0.22 1197.09 2075.33 327.58 195.14 RIVER-1 Reach-1 12 10-yr 608.62 607.87 0.76 1.05 0.19 1210.16 19.84 97.84 RIVER-1 Reach-1 12 50-year 609.67 608.80 0.87 1.02 0.21 1729.73 260.27 141.86 RIVER-1 Reach-1 12 100-year 610.09 609.26 0.83 0.88 0.20 1915.99 464.01 161.98 RIVER-1 Reach-1 12 500-year 611.50 611.03 0.48 0.36 0.11 14.61 2160.64 1424.75 248.52 RIVER-1 Reach-1 11 10-yr 607.38 607.26 0.13 0.08 0.03 8.45 1127.29 94.26 221.67 RIVER-1 Reach-1 11 50-year 608.44 608.28 0.16 0.08 0.01 26.29 1608.72 354.99 302.46 RIVER-1 Reach-1 11 100-year 609.01 608.86 0.16 0.07 0.00 39.96 1777.77 562.27 306.71 RIVER-1 Reach-1 11 500-year 611.03 610.91 0.12 0.03 0.01 110.68 2131.50 1357.83 330.95 RIVER-1 Reach-1 10 10-yr 607.28 606.86 0.42 0.46 0.11 21.56 745.29 463.15 210.87 RIVER-1 Reach-1 10 50-year 608.36 608.12 0.24 0.26 0.06 43.22 816.02 1130.76 335.43 RIVER-1 Reach-1 10 100-year 608.95 608.77 0.18 0.19 0.04 54.88 814.59 1510.53 357.23 RIVER-1 Reach-1 10 500-year 610.99 610.90 0.09 0.08 0.02 103.50 806.32 2690.18 431.52 RIVER-1 Reach-1 9 10-yr 606.71 606.64 0.07 0.09 0.00 12.40 452.33 765.27 352.32 RIVER-1 Reach-1 9 50-year 608.05 607.99 0.05 0.07 0.00 28.37 542.64 1419.00 406.22 RIVER-1 Reach-1 9 100-year 608.72 608.67 0.05 0.06 0.00 38.39 583.32 1758.29 426.74 RIVER-1 Reach-1 9 500-year 610.89 610.86 0.04 0.03 0.00 77.32 695.61 2827.07 466.25 RIVER-1 Reach-1 8 10-yr 606.61 606.52 0.09 0.28 0.02 843.72 352.56 33.72 212.28 RIVER-1 Reach-1 8 50-year 607.97 607.88 0.09 0.23 0.02 1455.52 457.59 76.89 258.34 RIVER-1 Reach-1 8 100-year 608.66 608.57 0.09 0.20 0.02 1779.34 497.03 103.63 289.11 RIVER-1 Reach-1 8 500-year 610.86 610.79 0.07 0.12 0.02 2789.70 580.49 229.81 489.09 RIVER-1 Reach-1 7 10-yr 606.31 606.28 0.03 0.32 0.02 527.70 224.50 477.81 406.09 RIVER-1 Reach-1 7 50-year 607.72 607.70 0.02 0.22 0.02 859.84 267.49 862.67 544.01 HEC-RAS Plan: Natural Locations: User Defined (Continued) River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 7 100-year 608.44 608.42 0.02 0.18 0.02 1018.91 282.08 1079.02 599.55 RIVER-1 Reach-1 7 500-year 610.72 610.71 0.02 0.10 0.02 1503.16 317.60 1779.24 669.09 RIVER-1 Reach-1 6 10-yr 605.97 605.88 0.09 0.07 0.02 889.68 255.70 84.62 200.42 RIVER-1 Reach-1 6 50-year 607.49 607.40 0.09 0.07 0.04 1462.60 334.96 192.44 260.87 RIVER-1 Reach-1 6 100-year 608.25 608.15 0.09 0.07 0.05 1743.14 370.04 266.82 281.98 RIVER-1 Reach-1 6 500-year 610.61 610.52 0.09 0.04 0.04 2556.07 464.91 579.02 355.22 RIVER-1 Reach-1 5.6 10-yr 605.88 605.62 0.26 0.00 0.03 1230.00 47.75 RIVER-1 Reach-1 5.6 50-year 607.38 606.92 0.46 0.00 0.05 1990.00 51.81 RIVER-1 Reach-1 5.6 100-year 608.13 607.59 0.54 0.00 0.06 2380.00 59.80 RIVER-1 Reach-1 5.6 500-year 610.53 610.06 0.46 0.00 0.02 331.71 3187.92 80.38 703.21 RIVER-1 Reach-1 5 10-yr 605.41 605.10 0.31 0.16 0.08 1230.00 46.13 RIVER-1 Reach-1 5 50-year 606.51 605.88 0.63 0.24 0.21 1990.00 48.58 RIVER-1 Reach-1 5 100-year 607.02 606.21 0.81 0.29 0.28 2380.00 49.58 RIVER-1 Reach-1 5 500-year 608.46 606.97 1.49 0.42 0.58 3600.00 51.97 RIVER-1 Reach-1 4 10-yr 605.17 605.01 0.16 1.24 0.02 512.10 717.90 176.85 RIVER-1 Reach-1 4 50-year 606.06 605.85 0.21 1.41 0.03 0.63 708.59 1280.79 198.64 RIVER-1 Reach-1 4 100-year 606.45 606.20 0.24 1.48 0.04 2.38 805.35 1582.27 208.70 RIVER-1 Reach-1 4 500-year 607.46 607.12 0.33 1.64 0.05 16.05 1083.56 2510.40 247.46 RIVER-1 Reach-1 3 10-yr 603.91 603.82 0.09 1.06 0.00 809.67 372.51 47.83 333.71 RIVER-1 Reach-1 3 50-year 604.63 604.51 0.11 1.09 0.00 1316.89 502.10 171.01 351.90 RIVER-1 Reach-1 3 100-year 604.94 604.81 0.13 1.11 0.00 1577.13 564.70 248.17 359.82 RIVER-1 Reach-1 3 500-year 605.77 605.61 0.16 1.14 0.01 2351.40 738.90 519.70 380.80 RIVER-1 Reach-1 2 10-yr 602.85 602.73 0.11 1.15 0.02 188.13 626.02 415.85 505.00 RIVER-1 Reach-1 2 50-year 603.54 603.43 0.11 1.11 0.02 363.84 778.10 848.06 505.00 RIVER-1 Reach-1 2 100-year 603.83 603.72 0.11 1.11 0.02 456.92 852.96 1080.12 505.00 RIVER-1 Reach-1 2 500-year 604.62 604.49 0.13 1.10 0.02 744.42 1060.69 1804.89 505.00 RIVER-1 Reach-1 1 10-yr 601.68 601.34 0.33 258.31 783.38 188.31 298.23 RIVER-1 Reach-1 1 50-year 602.41 602.09 0.32 564.20 967.99 457.81 355.00 RIVER-1 Reach-1 1 100-year 602.71 602.39 0.32 733.12 1046.36 610.53 355.00 RIVER-1 Reach-1 1 500-year 603.50 603.17 0.33 1259.21 1260.46 1090.33 355.00 Errors Warnings and Notes for Plan : Natural (Continued) Location: River: RIVER-1 Reach: Reach-1 RS: 21 Profile: 100-year Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has been disregarded. Note: The downstream water surface is above the minimum elevation required for orifice flow. The orifice flow equation was used for pressure flow. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 19 Profile: 100-year Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 18 Profile: 100-year Warning: Divided flow computed for this cross-section. Location: River: RIVER-1 Reach: Reach-1 RS: 16 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Location: River: RIVER-1 Reach: Reach-1 RS: 15 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 14 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 13 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12.6 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12.3 Profile: 100-year Warning: The energy equation could not be balanced within the specified number of iterations. The program used critical depth for the water surface and continued on with the calculations. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. Errors Warnings and Notes for Plan : Natural (Continued) This may indicate the need for additional cross sections. Warning: During the standard step iterations, when the assumed water surface was set equal to critical depth, the calculated water surface came back below critical depth. This indicates that there is not a valid subcritical answer. The program defaulted to critical depth. Location: River: RIVER-1 Reach: Reach-1 RS: 12 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 11 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 10 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 8 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 7 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 6 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 5.6 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Downstream Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 4 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Errors Warnings and Notes for Plan : Natural (Continued) Location: River: RIVER-1 Reach: Reach-1 RS: 3 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 2 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 1 Profile: 100-year Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. HEC-RAS HEC-RAS 5.0.7 March 2019 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: West Norman Drain Project File : WND.prj Run Date and Time: 8/3/2020 10:16:32 AM Project in English units Project Description: WEST NORMAN DRAIN FEMA WILL COUNTY FIS COPY OF WND.HC2 FILE NAME ASB.HC2 AS-BUILT MODEL 143RD STREET CULVERT IMPROVEMENTS ********************** FEMA - WILL COUNTY FIS 10-YEAR WEST NORMAN DRAIN EEI JOB NO. 3665 FILE NAME WND.HC2 ********************** PLAN DATA Plan Title: Natural Plan File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.p13 Geometry Title: Natural Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g13 Flow Title : Imported Flow and Overtopping Flows Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f05 Plan Summary Information: Number of: Cross Sections = 94 Multiple Openings = 0 Culverts = 5 Inline Structures = 0 Bridges = 8 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Program Selects Appropriate method Computational Flow Regime: Subcritical Flow Encroachment Data Equal Conveyance = True Left Offset = 0 Right Offset = 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 50-year 0 0 0 2 50-year 0 0 0 3 50-year 0 0 0 4 50-year 0 0 0 5 50-year 0 0 0 5.5 50-year 0 6 50-year 0 0 0 7 50-year 0 0 0 8 50-year 0 0 0 9 50-year 0 0 0 9.5 50-year 0 10 50-year 0 0 0 11 50-year 0 0 0 12 50-year 0 0 0 13 50-year 0 0 0 14 50-year 0 0 0 15 50-year 0 0 0 16 50-year 0 0 0 17 50-year 0 0 0 18 50-year 0 0 0 19 50-year 0 0 0 20 50-year 0 0 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 100-year 0 0 0 2 100-year 0 0 0 3 100-year 0 0 0 4 100-year 0 0 0 5 100-year 0 0 0 5.5 100-year 0 6 100-year 0 0 0 7 100-year 0 0 0 8 100-year 0 0 0 9 100-year 0 0 0 9.5 100-year 0 10 100-year 0 0 0 11 100-year 0 0 0 12 100-year 0 0 0 13 100-year 0 0 0 14 100-year 0 0 0 15 100-year 0 0 0 16 100-year 0 0 0 17 100-year 0 0 0 18 100-year 0 0 0 19 100-year 0 0 0 20 100-year 0 0 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 500-year 0 0 0 2 500-year 0 0 0 3 500-year 0 0 0 4 500-year 0 0 0 5 500-year 0 0 0 5.5 500-year 0 6 500-year 0 0 0 7 500-year 0 0 0 8 500-year 0 0 0 9 500-year 0 0 0 9.5 500-year 0 10 500-year 0 0 0 11 500-year 0 0 0 12 500-year 0 0 0 13 500-year 0 0 0 14 500-year 0 0 0 15 500-year 0 0 0 16 500-year 0 0 0 17 500-year 0 0 0 18 500-year 0 0 0 19 500-year 0 0 0 20 500-year 0 0 0 FLOW DATA Flow Title: Imported Flow and Overtopping Flows Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f05 Flow Data (cfs) River Reach RS 10-yr 50- year 100-year 500-year Overtop (E) Overtop (P) RIVER-1 Reach-1 91 110 180 220 300 220 220 RIVER-1 Reach-1 78 320 520 640 890 640 640 RIVER-1 Reach-1 70 390 630 780 1070 780 780 RIVER-1 Reach-1 67 580 940 1170 1630 1170 1170 RIVER-1 Reach-1 60 730 1180 1450 2090 1450 1450 RIVER-1 Reach-1 44 910 1490 1820 2630 1820 1820 RIVER-1 Reach-1 31 1120 1850 2170 3210 2170 2170 RIVER-1 Reach-1 19 1230 1990 2380 3600 3150 3170 RIVER-1 Reach-1 4 1230 1990 2390 3610 3150 3170 Boundary Conditions River Reach Profile Upstream Downstream RIVER-1 Reach-1 10-yr Normal S = 0.00317 RIVER-1 Reach-1 50-year Normal S = 0.00317 RIVER-1 Reach-1 100-year Normal S = 0.00317 RIVER-1 Reach-1 500-year Normal S = 0.00317 GEOMETRY DATA Geometry Title: Natural Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g13 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 20 INPUT Description: 1.07 EJ&E RR SPUR CORRECTED BRIDGE DECK INPUT Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2199.02 618.42 2200.02 615.1 2300.02 611.69 2400.02 609.1 2450.02 608.94 2500.02 608.8 2514.02 611.67 2516.02 611.67 2519.02 608.27 2524.02 608.27 2530.02 604.48 2540.02 603.77 2550.02 603.98 2559.02 607.87 2569.02 608.27 2576.02 608.37 2579.02 611.85 2581 611.85 2610 609.19 2650 611 2650.02 611 2750 611.8 2850 614.87 2851 614.87 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2199.02 .035 2514.02 .035 2581 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2514.02 2581 60 80 90 .4 .6 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2199.02 2514.02 614.02 F 2581 2851 614.02 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 19 INPUT Description: 1.05 ADDITIONAL XS 511 XS ID OF 1.05 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -283 617.22 -227 614.02 -169 612.92 -152 619.72 -76 619.72 -67 616.22 -48 612.02 18 611.72 92 611.92 115 611.62 122 607.52 129 605.82 131 604.12 139 603.72 144 603.92 148 605.72 156 604.72 167 605.52 179 605.52 184 607.12 193 607.22 202 608.42 217 608.12 246 607.92 263 608.42 281 610.02 308 614.52 331 614.42 338 613.92 353 613.92 362 613.62 373 613.62 383 611.22 388 613.92 414 614.52 422 614.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -283 .035 122 .035 202 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 122 202 175 165 140 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 18 INPUT Description: 1.04 ADDITIONAL XS 510 XS ID OF 1.04 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -412 619.72 -400 614.22 -385 609.62 -345 609.62 -293 609.32 -283 609.82 -267 610.82 -253 610.72 -219 611.42 -202 612.72 -184 612.52 -172 611.02 -169 610.22 -156 609.42 -154 608.72 -150 604.32 -147 603.42 -145 603.12 -142 603.82 -137 604.02 -134 605.02 -131 605.42 -128 607.02 -116 608.22 -51 607.12 -35 607.52 -12 607.52 12 608.02 30 609.12 48 609.22 105 608.12 113 609.42 121 612.92 128 613.52 141 613.52 151 611.72 156 611.22 162 612.42 190 613.72 239 614.32 267 614.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -412 .035 -156 .035 -116 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -156 -116 175 395 200 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 17 INPUT Description: 0.99 ADDITIONAL XS 509 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -280 619.72 -274 616.92 -257 612.72 -252 610.72 -219 609.72 -202 609.92 -138 609.62 -60 609.42 -49 607.72 81 607.72 87 609.42 107 609.12 113 608.12 125 607.92 133 608.52 138 608.02 147 608.72 155 608.22 162 607.62 169 603.32 171 602.82 175 602.72 181 602.92 184 605.72 188 607.12 213 607.12 232 607.42 248 608.32 257 608.42 272 609.42 291 609.72 321 609.42 337 611.82 351 611.92 355 610.92 359 610.92 366 613.02 389 614.22 440 614.42 455 614.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -280 .035 162 .035 188 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 162 188 140 145 120 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 16 INPUT Description: 0.96 ADDITIONAL XS 508 Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -222 610.62 -210 610.82 -199 611.72 -187 611.02 -146 609.92 -83 609.42 -60 607.22 -30 605.82 11 605.32 44 606.22 52 606.32 64 608.82 69 609.02 82 608.72 94 608.52 108 608.52 176 607.72 198 608.42 218 607.82 225.5 604.62 226 602.42 231 602.02 235.5 602.42 238 603.92 244 605.42 249 606.22 253 608.02 295 610.92 308 611.62 317 610.02 329 611.22 342 611.22 346 610.72 353 610.92 362 613.62 374 614.02 401 613.82 446 614.72 453 615.02 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -222 .035 218 .035 253 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 218 253 160 150 115 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 15 INPUT Description: 0.93 ADDITIONAL XS 507 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -80 610.52 8 610.82 26 610.22 34 610.62 53 610.92 69 608.22 89 606.72 119 605.62 170 605.62 178 607.22 196 609.02 210 608.82 214 607.92 219 607.72 231 607.72 335 607.72 353 608.82 373 606.12 376 602.82 383 601.62 389 603.02 398 609.12 410 609.42 423 609.12 441 609.52 448 610.52 455 610.72 463 610.42 463 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -80 .035 373 .035 398 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 373 398 140 195 85 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 14 INPUT Description: 0.9 ADDITIONAL XS 506 Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -175 612.72 -157 612.62 -155 612.02 -131 612.02 -105 611.32 -77 611.52 57 609.82 75 610.52 84 609.12 107 608.92 123 607.72 189 607.72 202 608.42 223 605.32 230 601.92 239 601.12 265 606.72 305 610.02 344 611.92 403 611.62 414 611.02 414 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -175 .035 223 .035 265 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 223 265 90 145 220 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 13 INPUT Description: 0.87 ADDITIONAL XS 505 Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -203 614.32 -140 613.62 -115 613.92 -94 613.42 -63 613.12 22 612.62 48 611.72 61 607.72 69.5 601.02 72 601.02 74.5 601.12 76 604.42 81 605.42 85 604.52 97 604.72 137 610.22 163 611.62 268 612.42 275 612.42 275 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -203 .035 61 .035 81 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 61 81 105 108 111 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12.6 INPUT Description: Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 616 10.42 616.46 21.56 616.11 30.4 616.04 48.41 615.03 58.86 614.3 62.87 613.65 73.52 612.07 85.89 611.23 90.39 610.38 94.16 609.65 97.25 608.85 105.18 607.31 106.72 602.34 107.14 602.26 113.09 601.48 120.61 602.15 120.91 602.29 124.73 604 126.6 605.18 130.84 606.21 136 607.89 138.89 608.77 145.24 610.94 148.53 611.82 162.71 612.89 182.38 612.94 193.42 613.1 216.49 613.29 237.85 613.41 247.71 613.52 276.09 613.63 291.34 613.76 310.83 613.82 322.93 613.98 340.52 614.01 349.66 614.28 362.54 615.97 371.34 614.34 385.67 615.97 425.41 615.57 463 615.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 105.18 .035 126.6 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 105.18 126.6 440 449 454 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12.3 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 613.13 96.93 612.82 114.83 612.37 127.53 611.91 136.69 611.5 148.69 611.11 152.58 610.86 167.5 610.09 183.02 609.56 195.87 609.3 206.51 609.09 215.5 608.92 233.9 608.65 244.57 608.63 258.66 608.86 264.72 609.11 273.79 609.66 279.79 609.87 286.81 609.96 293.85 609.68 300.05 608.99 305.8 607.47 310.79 605.51 313.46 602.08 313.87 601.8 321.59 601.15 330.18 601.9 332.15 604.8 337.76 606.44 338.26 606.76 346.22 611.07 351.09 612.07 356.17 612.77 360.45 613.17 377.81 613.63 398.03 613.43 410.17 613.16 428.19 613.07 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 310.79 .035 332.15 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 310.79 332.15 43 43 43 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12 INPUT Description: 0.76 ADDITIONAL XS 501 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -217 615.72 -211 613.02 -203 610.42 -195 610.52 -189 611.22 -138 611.22 -113 612.62 -88 613.32 -73 613.32 -20 612.42 15 610.72 21 609.92 40 603.02 43 600.62 47 600.32 51 600.92 53 603.52 58 604.52 69 606.02 74 608.12 83 607.32 126 607.82 236 610.52 247 611.32 264 611.72 264 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -217 .035 21 .035 74 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 21 74 450 350 120 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 11 INPUT Description: 0.69 - E X1 .690 17. 990. 1006. 50. 50. 50. Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 796.95 614 915.96 613 930.85 612 940.18 611 949.51 610 959.12 609 964.21 608 969.3 607 973.67 606 977.18 605 978.42 604 979.66 603 980.9 602 981.93 601 1000 601 1036.22 602 1038.78 603 1041.38 604 1047.36 605 1069.88 606 1104.74 607 1111.78 607 1125.8 606 1143.17 606 1163.73 607 1264.58 608 1269.2 610 1275.16 612 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 796.95 .06 977.18 .045 1047.36 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977.18 1047.36 52 52 52 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 10 INPUT Description: Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 818.25 614 932.39 613 948.51 612 958.02 611 969.52 610 974.6 609 978.39 608 981.22 607 983.17 606.106 983.4 606 985.58 605 987.76 604 989.94 603 992.12 602 994.53 601 1007.87 602 1009.59 603 1011.81 604 1016.83 604.231 1033.54 605 1129.62 606 1202.74 607 1309.85 608 1369.34 610 1416.8 612 1494.1 614 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 818.25 .06 987.76 .045 1011.81 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 987.76 1011.81 152 152 152 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 9 INPUT Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 847.74 615 911.93 614 935.42 613 952.95 612 967.64 611 970.9 610 973.86 609 976.82 608 979.78 607 982.74 606 983.17 605.859 985.79 605 988.88 604 990.62 603 991.37 602 996.12 601 1000 600.86 1003.99 601 1008.62 602 1010.48 603 1016.83 603.437 1025.02 604 1257.88 605 1315.65 606 1342.94 607 1383.33 608 1410.41 609 1423.65 610 1436.14 611 1455.46 612 1472.68 613 1491.37 614 1514.48 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 847.74 .06 988.88 .045 1025.02 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 988.88 1025.02 87 87 87 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 8 INPUT Description: 0.65 - D Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 900 612.76 1160 608.53 1210 607.22 1240 605.72 1310 604.62 1365 602.22 1393.17 601.06 1404 600.62 1406 599.43 1410 599.22 1414 599.43 1420 602.93 1426 604.53 1426.83 604.69 1448 608.83 1470 610.22 1510 610.72 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val 900 100 1160 .06 1404 .045 1420 .06 1470 100 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1404 1420 192 453 750 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7 INPUT Description: 0.45 Station Elevation Data num= 57 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 612.48 39.41 611.01 47.97 610.68 87.28 608.6 105.64 607.88 158.96 605.09 211.44 603.31 235.13 602.79 249.29 602.98 281.14 603.32 298.29 603.72 322.2 602.65 328.17 601.77 329.37 601.05 329.53 600.89 335.57 599.12 339.93 600.93 341.67 603.11 345.24 602.96 348.65 603.42 357.93 603.43 367.25 603.37 370.56 602.99 374.56 602.95 379.4 603.22 392.02 603.4 398.81 603.17 406.94 603.16 412.18 603.24 426.6 603.44 432.99 603.29 442.21 603.42 451.39 603.66 460.43 604.15 471.94 604.37 485.37 604.81 493.4 604.73 499.39 605.07 515.2 605.2 517.88 605.44 525.78 605.73 531.39 606.05 543.62 606.31 573.25 606.75 603.82 606.92 615.38 606.7 632.2 606.82 641.9 607.28 652.82 607.69 666.1 608.1 676.88 607.97 683.01 607.83 684.94 607.83 694.09 608.66 696.94 609.13 702.63 610.04 716.44 610.71 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 322.2 .045 341.67 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 322.2 341.67 321 478 616 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6 INPUT Description: Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 610.85 17.31 609.89 35.23 609.06 46.03 608.18 59.8 607.29 69.84 606.94 88.51 606.08 97.44 605.57 107.22 605.11 114 604.72 125.25 604.3 152.06 603.35 158.61 603.22 178.87 602.14 197.34 602.04 205.91 601.54 215.51 601.81 229.68 602.3 244.11 602.29 247.72 602.17 249.5 602.2 249.79 600.86 252.02 600.63 255.76 600.06 259.43 600.4 263.8 602.33 264.69 601.96 272.57 603.07 273.16 603.52 274.73 604.6 278.19 604.06 281.19 604.58 282.61 604.92 293.83 606.02 305.52 606.3 332.7 608.5 358.78 610.74 368.65 610.99 384.58 611.3 385.28 610.31 388.15 608.31 388.41 609.06 391.12 611.47 403.71 611.47 417.62 611.38 428.3 611.53 454.32 611.72 464.59 611.78 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 249.5 .045 263.8 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 249.5 263.8 50 50 50 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 99.5 F 413.8 464.59 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 5.6 INPUT Description: 0.43 This is a REPEATED section. ILLINOIS ROUTE 59 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3005.11 3064.91 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 5.5 INPUT Description: Bridge #1 Distance from Upstream XS = .01 Deck/Roadway Width = 79.98 Weir Coefficient = 2.5 Upstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 611.51 0 2449.5 611.26 0 2549.5 610.72 0 2649.5 609.94 0 2749.5 609.32 0 2849.5 609.2 0 2936.01 609.06 0 2949.51 609.04 0 2999.13 609.12 608.27 3024.01 609.12 608.27 3044.01 609.12 608.27 3068.86 609.12 608.27 3336.51 609.12 608.27 Upstream Bridge Cross Section Data Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Coeff Contr. Expan. 3005.11 3064.91 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 611.506 0 2449.5 611.256 0 2549.5 610.716 0 2649.5 609.936 0 2749.5 609.316 0 2849.5 609.196 0 2936.01 609.056 0 2949.51 609.036 0 2999.13 609.116 608.27 3024.01 609.116 608.27 3044.01 609.116 608.27 3068.86 609.116 608.27 3336.51 609.116 608.27 Downstream Bridge Cross Section Data Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Coeff Contr. Expan. 3005.11 3064.91 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F Upstream Embankment side slope = 4 horiz. to 1.0 vertical Downstream Embankment side slope = 4 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = 609.04 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Piers = 2 Pier Data Pier Station Upstream= 3025.01 Downstream= 3025.01 Upstream num= 2 Width Elev Width Elev 2 0 2 611 Downstream num= 2 Width Elev Width Elev 2 0 2 611 Pier Data Pier Station Upstream= 3045.01 Downstream= 3045.01 Upstream num= 2 Width Elev Width Elev 2 0 2 611 Downstream num= 2 Width Elev Width Elev 2 0 2 611 Number of Bridge Coefficient Sets = 1 Low Flow Methods and Data Energy Selected Low Flow Methods = Energy High Flow Method Energy Only 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: 5 INPUT Description: 0.43 ILLINOIS ROUTE 59 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3005.11 3064.91 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 4 INPUT Description: 0.41 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2200 609.58 2300 610.38 2346 610.78 2386 605.28 2392.5 599.48 2396 598.58 2400 598.68 2405 599.18 2407.5 599.48 2410 600.98 2426 603.28 2460 601.98 2500 601.98 2600 606.78 2700 608.48 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2200 .06 2386 .045 2410 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2386 2410 630 630 630 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2200 2226 F 2570 2700 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 3 INPUT Description: 0.23 Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2250 608.4 2313 608 2330 603.3 2350 602.8 2370 602 2408 601.4 2450 601.3 2536 601.2 2544 599 2547 598.5 2550 598.5 2553 598.6 2556 599 2562 603 2650 603.3 2750 607.7 2800 610.9 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2250 .06 2536 .045 2562 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2536 2562 630 630 630 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 2 INPUT Description: 0.12 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1650 602.72 1730 601.72 1780 599.72 1800 597.72 1805 596.72 1810 597.72 1820 599.72 1925 601.72 2155 602.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1650 .06 1780 .045 1820 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1780 1820 530 530 530 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 1 INPUT Description: 0.01 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1830 601.72 1980 599.72 2000 597.72 2005 595.72 2015 594.72 2020 595.72 2025 597.72 2035 599.72 2185 601.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1830 .06 2000 .045 2025 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2000 2025 40 40 40 .1 .3 SUMMARY OF MANNING'S N VALUES River:RIVER-1 Reach River Sta. n1 n2 n3 n4 n5 Reach-1 20 .035 .035 .035 Reach-1 19 .035 .035 .035 Reach-1 18 .035 .035 .035 Reach-1 17 .035 .035 .035 Reach-1 16 .035 .035 .035 Reach-1 15 .035 .035 .035 Reach-1 14 .035 .035 .035 Reach-1 13 .035 .035 .035 Reach-1 12.6 .035 .035 .035 Reach-1 12.3 .035 .035 .035 Reach-1 12 .035 .035 .035 Reach-1 11 .06 .045 .06 Reach-1 10 .06 .045 .06 Reach-1 9 .06 .045 .06 Reach-1 8 100 .06 .045 .06 100 Reach-1 7 .06 .045 .06 Reach-1 6 .06 .045 .06 Reach-1 5.6 .06 .045 .06 Reach-1 5.5 Bridge Reach-1 5 .06 .045 .06 Reach-1 4 .06 .045 .06 Reach-1 3 .06 .045 .06 Reach-1 2 .06 .045 .06 Reach-1 1 .06 .045 .06 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left Channel Right Reach-1 20 60 80 90 Reach-1 19 175 165 140 Reach-1 18 175 395 200 Reach-1 17 140 145 120 Reach-1 16 160 150 115 Reach-1 15 140 195 85 Reach-1 14 90 145 220 Reach-1 13 105 108 111 Reach-1 12.6 440 449 454 Reach-1 12.3 43 43 43 Reach-1 12 450 350 120 Reach-1 11 52 52 52 Reach-1 10 152 152 152 Reach-1 9 87 87 87 Reach-1 8 192 453 750 Reach-1 7 321 478 616 Reach-1 6 50 50 50 Reach-1 5.6 80 80 80 Reach-1 5.5 Bridge Reach-1 5 80 80 80 Reach-1 4 630 630 630 Reach-1 3 630 630 630 Reach-1 2 530 530 530 Reach-1 1 40 40 40 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. Reach-1 20 .4 .6 Reach-1 19 .1 .3 Reach-1 18 .1 .3 Reach-1 17 .1 .3 Reach-1 16 .1 .3 Reach-1 15 .1 .3 Reach-1 14 .1 .3 Reach-1 13 .1 .3 Reach-1 12.6 .1 .3 Reach-1 12.3 .1 .3 Reach-1 12 .1 .3 Reach-1 11 .1 .3 Reach-1 10 .1 .3 Reach-1 9 .1 .3 Reach-1 8 .1 .3 Reach-1 7 .3 .5 Reach-1 6 .1 .3 Reach-1 5.6 .3 .5 Reach-1 5.5 Bridge Reach-1 5 .3 .5 Reach-1 4 .1 .3 Reach-1 3 .1 .3 Reach-1 2 .1 .3 Reach-1 1 .1 .3 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-1: PROPOSED CROSS SECTION PLOTS 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Proposed cross sections plots remain the same as existing. Modification only to structure and internal cross sections. 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-2: PROPOSED HEC RAS PRINTOUTS HEC-RAS Plan: Proposed Locations: User Defined River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 20 10-yr 611.09 610.82 0.27 0.07 0.12 1120.00 291.55 RIVER-1 Reach-1 20 50-year 612.81 612.43 0.38 0.07 0.18 1850.00 492.10 RIVER-1 Reach-1 20 100-year 613.37 612.93 0.44 0.07 0.22 2170.00 523.15 RIVER-1 Reach-1 20 500-year 615.29 615.27 0.02 0.01 0.01 1524.09 835.69 850.22 651.03 RIVER-1 Reach-1 19 10-yr 610.90 610.83 0.07 0.04 0.01 9.27 937.84 282.88 169.50 RIVER-1 Reach-1 19 50-year 612.55 612.48 0.07 0.03 0.02 80.32 1315.96 593.72 353.40 RIVER-1 Reach-1 19 100-year 613.08 613.00 0.08 0.03 0.02 179.00 1474.97 726.03 366.57 RIVER-1 Reach-1 19 500-year 615.27 615.22 0.05 0.02 0.01 773.90 1675.78 1150.33 569.28 RIVER-1 Reach-1 18 10-yr 610.84 610.81 0.03 0.04 0.00 108.31 351.74 769.95 426.83 RIVER-1 Reach-1 18 50-year 612.51 612.49 0.02 0.02 0.00 386.48 400.65 1202.87 509.75 RIVER-1 Reach-1 18 100-year 613.04 613.01 0.02 0.02 0.00 522.25 441.43 1416.31 549.06 RIVER-1 Reach-1 18 500-year 615.25 615.23 0.02 0.01 0.00 1034.99 508.47 2056.54 669.20 RIVER-1 Reach-1 17 10-yr 610.80 610.78 0.02 0.01 0.00 671.30 263.58 295.12 582.22 RIVER-1 Reach-1 17 50-year 612.49 612.47 0.01 0.01 0.00 1225.50 270.56 493.94 620.57 RIVER-1 Reach-1 17 100-year 613.01 613.00 0.01 0.01 0.00 1488.85 293.26 597.89 624.08 RIVER-1 Reach-1 17 500-year 615.24 615.22 0.01 0.00 0.00 2312.91 329.56 957.53 722.14 RIVER-1 Reach-1 16 10-yr 610.78 610.77 0.01 0.01 0.00 951.40 252.34 26.26 493.23 RIVER-1 Reach-1 16 50-year 612.48 612.47 0.01 0.01 0.00 1570.15 305.39 114.46 580.16 RIVER-1 Reach-1 16 100-year 613.01 612.99 0.01 0.01 0.00 1877.58 340.23 162.19 581.91 RIVER-1 Reach-1 16 500-year 615.23 615.22 0.01 0.01 0.00 2802.37 410.49 387.15 675.00 RIVER-1 Reach-1 15 10-yr 610.77 610.76 0.01 0.02 0.00 980.64 216.41 32.95 510.75 RIVER-1 Reach-1 15 50-year 612.47 612.46 0.01 0.01 0.00 1624.77 252.90 112.34 543.00 RIVER-1 Reach-1 15 100-year 613.00 612.98 0.01 0.01 0.00 1951.06 280.14 148.81 543.00 RIVER-1 Reach-1 15 500-year 615.23 615.21 0.01 0.01 0.00 2980.68 335.04 284.29 543.00 RIVER-1 Reach-1 14 10-yr 610.75 610.70 0.05 0.05 0.01 475.24 658.83 95.93 331.60 RIVER-1 Reach-1 14 50-year 612.46 612.43 0.03 0.03 0.02 1015.98 735.31 238.70 570.36 RIVER-1 Reach-1 14 100-year 612.99 612.96 0.03 0.03 0.02 1274.07 785.02 320.92 589.00 RIVER-1 Reach-1 14 500-year 615.22 615.20 0.02 0.01 0.01 2145.61 819.95 634.45 589.00 RIVER-1 Reach-1 13 10-yr 610.69 610.50 0.19 0.13 0.04 18.56 538.82 672.62 90.26 RIVER-1 Reach-1 13 50-year 612.41 612.21 0.20 0.12 0.06 67.67 729.94 1192.39 206.31 RIVER-1 Reach-1 13 100-year 612.94 612.74 0.20 0.13 0.08 103.31 806.74 1469.95 273.44 RIVER-1 Reach-1 13 500-year 615.20 615.11 0.09 0.05 0.04 680.86 752.36 2166.79 478.00 RIVER-1 Reach-1 12.6 10-yr 610.52 609.94 0.58 1.22 0.04 45.93 1023.44 160.63 49.68 RIVER-1 Reach-1 12.6 50-year 612.23 611.44 0.79 1.38 0.05 162.45 1483.51 344.04 64.25 RIVER-1 Reach-1 12.6 100-year 612.73 611.73 1.00 1.02 0.16 217.06 1734.10 428.83 69.63 RIVER-1 Reach-1 12.6 500-year 615.11 614.64 0.47 0.35 0.11 639.61 1804.60 1155.78 302.70 RIVER-1 Reach-1 12.3 10-yr 609.26 608.26 0.99 0.15 0.17 34.80 1114.27 80.93 38.24 RIVER-1 Reach-1 12.3 50-year 610.80 609.53 1.28 0.13 0.29 216.71 1593.50 179.80 135.26 RIVER-1 Reach-1 12.3 100-year 611.55 611.07 0.48 0.05 0.09 825.12 1339.30 215.59 196.90 RIVER-1 Reach-1 12.3 500-year 614.65 614.55 0.10 0.01 0.01 2258.82 970.84 370.34 428.19 RIVER-1 Reach-1 12 10-yr 608.94 608.51 0.43 0.55 0.17 1118.56 111.44 129.24 RIVER-1 Reach-1 12 50-year 610.38 610.09 0.29 0.33 0.08 0.03 1396.93 593.04 198.58 RIVER-1 Reach-1 12 100-year 611.41 611.23 0.18 0.18 0.03 15.49 1380.81 983.71 308.83 RIVER-1 Reach-1 12 500-year 614.63 614.58 0.05 0.06 0.02 626.04 1205.61 1768.35 478.46 RIVER-1 Reach-1 11 10-yr 608.22 608.13 0.09 0.05 0.42 16.68 1128.55 84.77 301.30 RIVER-1 Reach-1 11 50-year 609.97 609.84 0.13 0.05 0.39 59.94 1719.28 210.78 317.81 RIVER-1 Reach-1 11 100-year 611.20 611.07 0.13 0.04 0.26 108.18 1977.06 294.77 332.87 RIVER-1 Reach-1 11 500-year 614.55 614.43 0.12 0.01 0.05 351.87 2706.77 541.36 478.21 RIVER-1 Reach-1 10 10-yr 607.75 606.27 1.48 20.28 1057.46 152.26 166.32 RIVER-1 Reach-1 10 50-year 609.53 608.10 1.43 80.57 1531.47 377.97 334.87 RIVER-1 Reach-1 10 100-year 610.89 609.88 1.01 162.58 1693.52 523.90 395.77 RIVER-1 Reach-1 10 500-year 614.49 614.47 0.02 199.02 527.74 2873.24 675.85 RIVER-1 Reach-1 9 10-yr 607.24 606.53 0.71 0.32 0.31 25.58 1144.97 59.45 348.92 RIVER-1 Reach-1 9 50-year 608.80 607.74 1.06 0.34 0.49 76.83 1792.20 120.97 395.20 RIVER-1 Reach-1 9 100-year 609.54 608.34 1.20 0.34 0.55 114.22 2110.75 155.03 416.81 RIVER-1 Reach-1 9 500-year 610.90 610.86 0.04 0.03 0.01 76.45 729.77 2793.78 466.34 RIVER-1 Reach-1 8 10-yr 606.61 606.52 0.09 0.28 0.02 843.72 352.56 33.72 212.28 RIVER-1 Reach-1 8 50-year 607.97 607.88 0.09 0.23 0.02 1455.52 457.59 76.89 258.34 RIVER-1 Reach-1 8 100-year 608.65 608.56 0.09 0.20 0.02 1778.73 497.83 103.45 288.32 RIVER-1 Reach-1 8 500-year 610.86 610.79 0.07 0.12 0.02 2789.70 580.49 229.81 489.09 RIVER-1 Reach-1 7 10-yr 606.31 606.28 0.03 0.32 0.02 527.70 224.50 477.81 406.09 RIVER-1 Reach-1 7 50-year 607.72 607.70 0.02 0.22 0.02 859.84 267.49 862.67 544.01 HEC-RAS Plan: Proposed Locations: User Defined (Continued) River Reach River Sta Profile E.G. Elev W.S. Elev Vel Head Frctn Loss C & E Loss Q Left Q Channel Q Right Top Width (ft) (ft) (ft) (ft) (ft) (cfs) (cfs) (cfs) (ft) RIVER-1 Reach-1 7 100-year 608.43 608.41 0.02 0.18 0.02 1019.11 282.71 1078.18 599.05 RIVER-1 Reach-1 7 500-year 610.72 610.71 0.02 0.10 0.02 1503.16 317.60 1779.24 669.09 RIVER-1 Reach-1 6 10-yr 605.97 605.88 0.09 0.07 0.02 889.68 255.70 84.62 200.42 RIVER-1 Reach-1 6 50-year 607.49 607.40 0.09 0.07 0.04 1462.60 334.96 192.44 260.87 RIVER-1 Reach-1 6 100-year 608.23 608.14 0.09 0.07 0.05 1743.34 370.62 266.05 281.53 RIVER-1 Reach-1 6 500-year 610.61 610.52 0.09 0.04 0.04 2556.07 464.91 579.02 355.22 RIVER-1 Reach-1 5.6 10-yr 605.88 605.62 0.26 0.00 0.03 1230.00 47.75 RIVER-1 Reach-1 5.6 50-year 607.38 606.92 0.46 0.00 0.05 1990.00 51.81 RIVER-1 Reach-1 5.6 100-year 608.12 607.57 0.55 0.00 0.06 2380.00 59.80 RIVER-1 Reach-1 5.6 500-year 610.53 610.06 0.46 0.00 0.02 331.71 3187.92 80.38 703.21 RIVER-1 Reach-1 5 10-yr 605.41 605.10 0.31 0.16 0.08 1230.00 46.13 RIVER-1 Reach-1 5 50-year 606.51 605.88 0.63 0.24 0.21 1990.00 48.58 RIVER-1 Reach-1 5 100-year 607.02 606.21 0.81 0.29 0.28 2380.00 49.58 RIVER-1 Reach-1 5 500-year 608.46 606.97 1.49 0.42 0.58 3600.00 51.97 RIVER-1 Reach-1 4 10-yr 605.17 605.01 0.16 1.24 0.02 512.10 717.90 176.85 RIVER-1 Reach-1 4 50-year 606.06 605.85 0.21 1.41 0.03 0.63 708.59 1280.79 198.64 RIVER-1 Reach-1 4 100-year 606.45 606.20 0.24 1.48 0.04 2.38 805.35 1582.27 208.70 RIVER-1 Reach-1 4 500-year 607.46 607.12 0.33 1.64 0.05 16.05 1083.56 2510.40 247.46 RIVER-1 Reach-1 3 10-yr 603.91 603.82 0.09 1.06 0.00 809.67 372.51 47.83 333.71 RIVER-1 Reach-1 3 50-year 604.63 604.51 0.11 1.09 0.00 1316.89 502.10 171.01 351.90 RIVER-1 Reach-1 3 100-year 604.94 604.81 0.13 1.11 0.00 1577.13 564.70 248.17 359.82 RIVER-1 Reach-1 3 500-year 605.77 605.61 0.16 1.14 0.01 2351.40 738.90 519.70 380.80 RIVER-1 Reach-1 2 10-yr 602.85 602.73 0.11 1.15 0.02 188.13 626.02 415.85 505.00 RIVER-1 Reach-1 2 50-year 603.54 603.43 0.11 1.11 0.02 363.84 778.10 848.06 505.00 RIVER-1 Reach-1 2 100-year 603.83 603.72 0.11 1.11 0.02 456.92 852.96 1080.12 505.00 RIVER-1 Reach-1 2 500-year 604.62 604.49 0.13 1.10 0.02 744.42 1060.69 1804.89 505.00 RIVER-1 Reach-1 1 10-yr 601.68 601.34 0.33 258.31 783.38 188.31 298.23 RIVER-1 Reach-1 1 50-year 602.41 602.09 0.32 564.20 967.99 457.81 355.00 RIVER-1 Reach-1 1 100-year 602.71 602.39 0.32 733.12 1046.36 610.53 355.00 RIVER-1 Reach-1 1 500-year 603.50 603.17 0.33 1259.21 1260.46 1090.33 355.00 Errors Warnings and Notes for Plan : Proposed (Continued) Location: River: RIVER-1 Reach: Reach-1 RS: 21 Profile: 100-year Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has been disregarded. Note: The downstream water surface is above the minimum elevation required for orifice flow. The orifice flow equation was used for pressure flow. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20.5 Profile: 100-year Downstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 20 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 19 Profile: 100-year Warning: Divided flow computed for this cross-section. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 18 Profile: 100-year Warning: Divided flow computed for this cross-section. Location: River: RIVER-1 Reach: Reach-1 RS: 16 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Location: River: RIVER-1 Reach: Reach-1 RS: 15 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 14 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 13 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12.6 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12.3 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 Errors Warnings and Notes for Plan : Proposed (Continued) or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 12 Profile: 100-year Warning: Divided flow computed for this cross-section. Location: River: RIVER-1 Reach: Reach-1 RS: 11 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 10 Profile: 100-year Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 9 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 8 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 7 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 6 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 5.6 Profile: 100-year Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Note: Yarnell answer is not valid if the water surface is above the low chord or if there is weir flow. The Yarnell answer has been disregarded. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Upstream Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5.5 Profile: 100-year Downstream Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 5 Profile: 100-year Warning: The velocity head has changed by more than 0.5 ft (0.15 m). This may indicate the need for additional cross sections. Note: Multiple critical depths were found at this location. The critical depth with the lowest, valid, water Errors Warnings and Notes for Plan : Proposed (Continued) surface was used. Location: River: RIVER-1 Reach: Reach-1 RS: 4 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 3 Profile: 100-year Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 2 Profile: 100-year Warning: The cross-section end points had to be extended vertically for the computed water surface. Warning: The conveyance ratio (upstream conveyance divided by downstream conveyance) is less than 0.7 or greater than 1.4. This may indicate the need for additional cross sections. Warning: The energy loss was greater than 1.0 ft (0.3 m). between the current and previous cross section. This may indicate the need for additional cross sections. Location: River: RIVER-1 Reach: Reach-1 RS: 1 Profile: 100-year Warning: The cross section had to be extended vertically during the critical depth calculations. Warning: The parabolic search method failed to converge on critical depth. The program will try the cross section slice/secant method to find critical depth. HEC-RAS HEC-RAS 5.0.7 March 2019 U.S. Army Corps of Engineers Hydrologic Engineering Center 609 Second Street Davis, California X X XXXXXX XXXX XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX XXXX X XXX XXXX XXXXXX XXXX X X X X X X X X X X X X X X X X X X X X X XXXXXX XXXX X X X X XXXXX PROJECT DATA Project Title: West Norman Drain Project File : WND.prj Run Date and Time: 9/1/2020 11:47:34 AM Project in English units Project Description: WEST NORMAN DRAIN FEMA WILL COUNTY FIS COPY OF WND.HC2 FILE NAME ASB.HC2 AS-BUILT MODEL 143RD STREET CULVERT IMPROVEMENTS ********************** FEMA - WILL COUNTY FIS 10-YEAR WEST NORMAN DRAIN EEI JOB NO. 3665 FILE NAME WND.HC2 ********************** PLAN DATA Plan Title: Proposed Plan File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.p11 Geometry Title: Proposed Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g11 Flow Title : Imported Flow and Overtopping Flows Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f05 Plan Summary Information: Number of: Cross Sections = 94 Multiple Openings = 0 Culverts = 6 Inline Structures = 0 Bridges = 8 Lateral Structures = 0 Computational Information Water surface calculation tolerance = 0.01 Critical depth calculation tolerance = 0.01 Maximum number of iterations = 20 Maximum difference tolerance = 0.3 Flow tolerance factor = 0.001 Computation Options Critical depth computed only where necessary Conveyance Calculation Method: Between every coordinate point (HEC2 Style) Friction Slope Method: Program Selects Appropriate method Computational Flow Regime: Subcritical Flow Encroachment Data Equal Conveyance = True Left Offset = 0 Right Offset = 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 50-year 0 0 0 2 50-year 0 0 0 3 50-year 0 0 0 4 50-year 0 0 0 5 50-year 0 0 0 5.5 50-year 0 6 50-year 0 0 0 7 50-year 0 0 0 8 50-year 0 0 0 9 50-year 0 0 0 9.5 50-year 0 10 50-year 0 0 0 11 50-year 0 0 0 12 50-year 0 0 0 13 50-year 0 0 0 14 50-year 0 0 0 15 50-year 0 0 0 16 50-year 0 0 0 17 50-year 0 0 0 18 50-year 0 0 0 19 50-year 0 0 0 20 50-year 0 0 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 100-year 0 0 0 2 100-year 0 0 0 3 100-year 0 0 0 4 100-year 0 0 0 5 100-year 0 0 0 5.5 100-year 0 6 100-year 0 0 0 7 100-year 0 0 0 8 100-year 0 0 0 9 100-year 0 0 0 9.5 100-year 0 10 100-year 0 0 0 11 100-year 0 0 0 12 100-year 0 0 0 13 100-year 0 0 0 14 100-year 0 0 0 15 100-year 0 0 0 16 100-year 0 0 0 17 100-year 0 0 0 18 100-year 0 0 0 19 100-year 0 0 0 20 100-year 0 0 0 River = RIVER-1 Reach = Reach-1 RS Profile Method Value1 Value2 1 500-year 0 0 0 2 500-year 0 0 0 3 500-year 0 0 0 4 500-year 0 0 0 5 500-year 0 0 0 5.5 500-year 0 6 500-year 0 0 0 7 500-year 0 0 0 8 500-year 0 0 0 9 500-year 0 0 0 9.5 500-year 0 10 500-year 0 0 0 11 500-year 0 0 0 12 500-year 0 0 0 13 500-year 0 0 0 14 500-year 0 0 0 15 500-year 0 0 0 16 500-year 0 0 0 17 500-year 0 0 0 18 500-year 0 0 0 19 500-year 0 0 0 20 500-year 0 0 0 FLOW DATA Flow Title: Imported Flow and Overtopping Flows Flow File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.f05 Flow Data (cfs) River Reach RS 10-yr 50- year 100-year 500-year Overtop (E) Overtop (P) RIVER-1 Reach-1 91 110 180 220 300 220 220 RIVER-1 Reach-1 78 320 520 640 890 640 640 RIVER-1 Reach-1 70 390 630 780 1070 780 780 RIVER-1 Reach-1 67 580 940 1170 1630 1170 1170 RIVER-1 Reach-1 60 730 1180 1450 2090 1450 1450 RIVER-1 Reach-1 44 910 1490 1820 2630 1820 1820 RIVER-1 Reach-1 31 1120 1850 2170 3210 2170 2170 RIVER-1 Reach-1 19 1230 1990 2380 3600 3150 3170 RIVER-1 Reach-1 4 1230 1990 2390 3610 3150 3170 Boundary Conditions River Reach Profile Upstream Downstream RIVER-1 Reach-1 10-yr Normal S = 0.00317 RIVER-1 Reach-1 50-year Normal S = 0.00317 RIVER-1 Reach-1 100-year Normal S = 0.00317 RIVER-1 Reach-1 500-year Normal S = 0.00317 GEOMETRY DATA Geometry Title: Proposed Geometry File : l:\Plainfield\18024201- 00_PhaseIAddendum\Eng_Planning\Disciplines\Drainage\HecRAS Models\West Norman Drain\WND IDOT 06-01-20\Hec-RAS Model\WND.g11 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 20 INPUT Description: 1.07 EJ&E RR SPUR CORRECTED BRIDGE DECK INPUT Station Elevation Data num= 24 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2199.02 618.42 2200.02 615.1 2300.02 611.69 2400.02 609.1 2450.02 608.94 2500.02 608.8 2514.02 611.67 2516.02 611.67 2519.02 608.27 2524.02 608.27 2530.02 604.48 2540.02 603.77 2550.02 603.98 2559.02 607.87 2569.02 608.27 2576.02 608.37 2579.02 611.85 2581 611.85 2610 609.19 2650 611 2650.02 611 2750 611.8 2850 614.87 2851 614.87 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2199.02 .035 2514.02 .035 2581 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2514.02 2581 60 80 90 .4 .6 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2199.02 2514.02 614.02 F 2581 2851 614.02 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 19 INPUT Description: 1.05 ADDITIONAL XS 511 XS ID OF 1.05 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 36 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -283 617.22 -227 614.02 -169 612.92 -152 619.72 -76 619.72 -67 616.22 -48 612.02 18 611.72 92 611.92 115 611.62 122 607.52 129 605.82 131 604.12 139 603.72 144 603.92 148 605.72 156 604.72 167 605.52 179 605.52 184 607.12 193 607.22 202 608.42 217 608.12 246 607.92 263 608.42 281 610.02 308 614.52 331 614.42 338 613.92 353 613.92 362 613.62 373 613.62 383 611.22 388 613.92 414 614.52 422 614.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -283 .035 122 .035 202 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 122 202 175 165 140 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 18 INPUT Description: 1.04 ADDITIONAL XS 510 XS ID OF 1.04 IS NOT STREAM DISTANCE IN MILES DUE TO STREAM LENGTH THROUGH SITE BEING LONGER THAN FIS STREAM LENGTH THROUGH SITE Station Elevation Data num= 41 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -412 619.72 -400 614.22 -385 609.62 -345 609.62 -293 609.32 -283 609.82 -267 610.82 -253 610.72 -219 611.42 -202 612.72 -184 612.52 -172 611.02 -169 610.22 -156 609.42 -154 608.72 -150 604.32 -147 603.42 -145 603.12 -142 603.82 -137 604.02 -134 605.02 -131 605.42 -128 607.02 -116 608.22 -51 607.12 -35 607.52 -12 607.52 12 608.02 30 609.12 48 609.22 105 608.12 113 609.42 121 612.92 128 613.52 141 613.52 151 611.72 156 611.22 162 612.42 190 613.72 239 614.32 267 614.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -412 .035 -156 .035 -116 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. -156 -116 175 395 200 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 17 INPUT Description: 0.99 ADDITIONAL XS 509 Station Elevation Data num= 40 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -280 619.72 -274 616.92 -257 612.72 -252 610.72 -219 609.72 -202 609.92 -138 609.62 -60 609.42 -49 607.72 81 607.72 87 609.42 107 609.12 113 608.12 125 607.92 133 608.52 138 608.02 147 608.72 155 608.22 162 607.62 169 603.32 171 602.82 175 602.72 181 602.92 184 605.72 188 607.12 213 607.12 232 607.42 248 608.32 257 608.42 272 609.42 291 609.72 321 609.42 337 611.82 351 611.92 355 610.92 359 610.92 366 613.02 389 614.22 440 614.42 455 614.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -280 .035 162 .035 188 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 162 188 140 145 120 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 16 INPUT Description: 0.96 ADDITIONAL XS 508 Station Elevation Data num= 39 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -222 610.62 -210 610.82 -199 611.72 -187 611.02 -146 609.92 -83 609.42 -60 607.22 -30 605.82 11 605.32 44 606.22 52 606.32 64 608.82 69 609.02 82 608.72 94 608.52 108 608.52 176 607.72 198 608.42 218 607.82 225.5 604.62 226 602.42 231 602.02 235.5 602.42 238 603.92 244 605.42 249 606.22 253 608.02 295 610.92 308 611.62 317 610.02 329 611.22 342 611.22 346 610.72 353 610.92 362 613.62 374 614.02 401 613.82 446 614.72 453 615.02 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -222 .035 218 .035 253 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 218 253 160 150 115 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 15 INPUT Description: 0.93 ADDITIONAL XS 507 Station Elevation Data num= 29 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -80 610.52 8 610.82 26 610.22 34 610.62 53 610.92 69 608.22 89 606.72 119 605.62 170 605.62 178 607.22 196 609.02 210 608.82 214 607.92 219 607.72 231 607.72 335 607.72 353 608.82 373 606.12 376 602.82 383 601.62 389 603.02 398 609.12 410 609.42 423 609.12 441 609.52 448 610.52 455 610.72 463 610.42 463 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -80 .035 373 .035 398 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 373 398 140 195 85 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 14 INPUT Description: 0.9 ADDITIONAL XS 506 Station Elevation Data num= 22 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -175 612.72 -157 612.62 -155 612.02 -131 612.02 -105 611.32 -77 611.52 57 609.82 75 610.52 84 609.12 107 608.92 123 607.72 189 607.72 202 608.42 223 605.32 230 601.92 239 601.12 265 606.72 305 610.02 344 611.92 403 611.62 414 611.02 414 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -175 .035 223 .035 265 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 223 265 90 145 220 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 13 INPUT Description: 0.87 ADDITIONAL XS 505 Station Elevation Data num= 20 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -203 614.32 -140 613.62 -115 613.92 -94 613.42 -63 613.12 22 612.62 48 611.72 61 607.72 69.5 601.02 72 601.02 74.5 601.12 76 604.42 81 605.42 85 604.52 97 604.72 137 610.22 163 611.62 268 612.42 275 612.42 275 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -203 .035 61 .035 81 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 61 81 105 108 111 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12.6 INPUT Description: Station Elevation Data num= 42 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 616 10.42 616.46 21.56 616.11 30.4 616.04 48.41 615.03 58.86 614.3 62.87 613.65 73.52 612.07 85.89 611.23 90.39 610.38 94.16 609.65 97.25 608.85 105.18 607.31 106.72 602.34 107.14 602.26 113.09 601.48 120.61 602.15 120.91 602.29 124.73 604 126.6 605.18 130.84 606.21 136 607.89 138.89 608.77 145.24 610.94 148.53 611.82 162.71 612.89 182.38 612.94 193.42 613.1 216.49 613.29 237.85 613.41 247.71 613.52 276.09 613.63 291.34 613.76 310.83 613.82 322.93 613.98 340.52 614.01 349.66 614.28 362.54 615.97 371.34 614.34 385.67 615.97 425.41 615.57 463 615.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 105.18 .035 126.6 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 105.18 126.6 440 449 454 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12.3 INPUT Description: Station Elevation Data num= 38 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 613.13 96.93 612.82 114.83 612.37 127.53 611.91 136.69 611.5 148.69 611.11 152.58 610.86 167.5 610.09 183.02 609.56 195.87 609.3 206.51 609.09 215.5 608.92 233.9 608.65 244.57 608.63 258.66 608.86 264.72 609.11 273.79 609.66 279.79 609.87 286.81 609.96 293.85 609.68 300.05 608.99 305.8 607.47 310.79 605.51 313.46 602.08 313.87 601.8 321.59 601.15 330.18 601.9 332.15 604.8 337.76 606.44 338.26 606.76 346.22 611.07 351.09 612.07 356.17 612.77 360.45 613.17 377.81 613.63 398.03 613.43 410.17 613.16 428.19 613.07 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .035 310.79 .035 332.15 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 310.79 332.15 43 43 43 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 12 INPUT Description: 0.76 ADDITIONAL XS 501 Station Elevation Data num= 26 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev -217 615.72 -211 613.02 -203 610.42 -195 610.52 -189 611.22 -138 611.22 -113 612.62 -88 613.32 -73 613.32 -20 612.42 15 610.72 21 609.92 40 603.02 43 600.62 47 600.32 51 600.92 53 603.52 58 604.52 69 606.02 74 608.12 83 607.32 126 607.82 236 610.52 247 611.32 264 611.72 264 619.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val -217 .035 21 .035 74 .035 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 21 74 450 350 120 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 11 INPUT Description: 0.69 - E X1 .690 17. 990. 1006. 50. 50. 50. Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 796.95 616 796.95 614 915.96 613 930.85 612 940.18 611 949.51 610 959.12 609 964.21 608 969.3 607 973.67 606 977.18 605 978.42 604 979.66 603 980.9 602 981.93 601 1000 601 1036.22 602 1038.78 603 1041.38 604 1047.36 605 1069.88 606 1104.74 607 1111.78 607 1125.8 606 1143.17 606 1163.73 607 1264.58 608 1269.2 610 1275.16 612 1275.16 616 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 796.95 .06 977.18 .045 1047.36 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 977.18 1047.36 52 52 52 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 796.95 918.67 F 1081.33 1275.16 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 10 INPUT Description: Station Elevation Data num= 28 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 818.25 615 818.25 614 932.39 613 948.51 612 958.02 611 969.52 610 974.6 609 978.39 608 981.22 607 983.17 606.106 983.4 606 985.58 605 987.76 604 989.94 603 992.12 602 994.53 601 1007.87 602 1009.59 603 1011.81 604 1016.83 604.231 1033.54 605 1129.62 606 1202.74 607 1309.85 608 1369.34 610 1416.8 612 1494.1 614 1494.1 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 818.25 .06 987.76 .045 1011.81 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 987.76 1011.81 152 152 152 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 818.25 970.67 612.82 F 1029.33 1494.1 613.58 F CULVERT RIVER: RIVER-1 REACH: Reach-1 RS: 9.5 INPUT Description: Culvert #1 (3 10' x 8' Boxes) 143rd Street 3@8'X10' RCBC Distance from Upstream XS = 12.5 Deck/Roadway Width = 110.11 Weir Coefficient = 2.6 Upstream Deck/Roadway Coordinates num= 23 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 440.75 610.39 490.75 610.05 540.75 609.76 590.75 609.7 640.75 609.86 690.75 610.24 740.75 610.84 790.75 611.64 840.75 611.64 890.75 612.35 940.75 612.91 990.75 613.32 1040.75 613.67 1090.75 614.03 1140.75 614.38 1190.75 614.74 1240.75 615.09 1290.75 615.45 1340.75 615.8 1390.75 616.12 1440.75 616.4 1490.75 616.68 1540.75 616.94 Upstream Bridge Cross Section Data Station Elevation Data num= 30 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 818.25 615 818.25 614 932.39 613 948.51 612 958.02 611 969.52 610 974.6 609 978.39 608 981.22 607 983.169 606.106 983.17 600.63 983.4 600.63 985.58 600.63 987.76 600.63 989.94 600.63 992.12 600.63 994.53 600.63 1007.87 600.63 1009.59 600.63 1011.81 600.63 1016.83 600.631016.831 604.231 1033.54 605 1129.62 606 1202.74 607 1309.85 608 1369.34 610 1416.8 612 1494.1 614 1494.1 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 818.25 .06 983.169 .0451016.831 .06 Bank Sta: Left Right Coeff Contr. Expan. 983.1691016.831 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 818.25 970.67 612.82 F 1029.33 1494.1 613.58 F Downstream Deck/Roadway Coordinates num= 23 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 440.75 610.39 490.75 610.05 540.75 609.76 590.75 609.7 640.75 609.86 690.75 610.24 740.75 610.84 790.75 611.64 840.75 611.64 890.75 612.35 940.75 612.91 990.75 613.32 1040.75 613.67 1090.75 614.03 1140.75 614.38 1190.75 614.74 1240.75 615.09 1290.75 615.45 1340.75 615.8 1390.75 616.12 1440.75 616.4 1490.75 616.68 1540.75 616.94 Downstream Bridge Cross Section Data Station Elevation Data num= 35 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 847.74 615 911.93 614 935.42 613 952.95 612 967.64 611 970.9 610 973.86 609 976.82 608 979.78 607 982.74 606 983.169 605.859 983.17 598.73 985.79 598.73 988.88 598.73 990.62 598.73 991.37 598.73 996.12 598.73 1000 598.73 1003.99 598.73 1008.62 598.73 1010.48 598.73 1016.83 598.731016.831 603.44 1025.02 604 1257.88 605 1315.65 606 1342.94 607 1383.33 608 1410.41 609 1423.65 610 1436.14 611 1455.46 612 1472.68 613 1491.37 614 1514.48 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 847.74 .06 983.169 .0451016.831 .06 Bank Sta: Left Right Coeff Contr. Expan. 983.1691016.831 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 847.74 968.48 610.1 F 1031.53 1514.48 610.7 F Upstream Embankment side slope = horiz. to 1.0 vertical Downstream Embankment side slope = horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = 613.8 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Culverts = 2 Culvert Name Shape Rise Span Box1 Box 8 10 FHWA Chart # 9 - flared wingwalls and Inlet top edge bevel FHWA Scale # 1 - 45 deg Wingwall flare; inlet top edge bevel=0.043D Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 12.5 110.11 .012 .03 .25 .2 1 Number of Barrels = 2 Upstream Elevation = 600.38 Centerline Stations Sta. Sta. 988 1012 Downstream Elevation = 598.48 Centerline Stations Sta. Sta. 988 1012 Culvert Name Shape Rise Span Culvert #2 Box 8 10 FHWA Chart # 9 - flared wingwalls and Inlet top edge bevel FHWA Scale # 1 - 45 deg Wingwall flare; inlet top edge bevel=0.043D Solution Criteria = Highest U.S. EG Culvert Upstrm Dist Length Top n Bottom n Depth Blocked Entrance Loss Coef Exit Loss Coef 12.5 110.11 .012 .03 .25 .2 1 Upstream Elevation = 600.38 Centerline Station = 1000 Downstream Elevation = 598.48 Centerline Station = 1000 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 9 INPUT Description: Station Elevation Data num= 33 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 847.74 615 911.93 614 935.42 613 952.95 612 967.64 611 970.9 610 973.86 609 976.82 608 979.78 607 982.74 606 983.17 605.859 985.79 605 988.88 604 990.62 603 991.37 602 996.12 599.86 1000 599.86 1003.99 599.86 1008.62 602 1010.48 603 1016.83 603.437 1025.02 604 1257.88 605 1315.65 606 1342.94 607 1383.33 608 1410.41 609 1423.65 610 1436.14 611 1455.46 612 1472.68 613 1491.37 614 1514.48 615 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 847.74 .06 988.88 .045 1025.02 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 988.88 1025.02 87 87 87 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 847.74 968.48 610.1 F 1031.53 1514.48 610.7 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 8 INPUT Description: 0.65 - D Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 900 612.76 1160 608.53 1210 607.22 1240 605.72 1310 604.62 1365 602.22 1393.17 601.06 1404 600.62 1406 599.43 1410 599.22 1414 599.43 1420 602.93 1426 604.53 1426.83 604.69 1448 608.83 1470 610.22 1510 610.72 Manning's n Values num= 5 Sta n Val Sta n Val Sta n Val Sta n Val Sta n Val 900 100 1160 .06 1404 .045 1420 .06 1470 100 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1404 1420 192 453 750 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 7 INPUT Description: 0.45 Station Elevation Data num= 57 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 612.48 39.41 611.01 47.97 610.68 87.28 608.6 105.64 607.88 158.96 605.09 211.44 603.31 235.13 602.79 249.29 602.98 281.14 603.32 298.29 603.72 322.2 602.65 328.17 601.77 329.37 601.05 329.53 600.89 335.57 599.12 339.93 600.93 341.67 603.11 345.24 602.96 348.65 603.42 357.93 603.43 367.25 603.37 370.56 602.99 374.56 602.95 379.4 603.22 392.02 603.4 398.81 603.17 406.94 603.16 412.18 603.24 426.6 603.44 432.99 603.29 442.21 603.42 451.39 603.66 460.43 604.15 471.94 604.37 485.37 604.81 493.4 604.73 499.39 605.07 515.2 605.2 517.88 605.44 525.78 605.73 531.39 606.05 543.62 606.31 573.25 606.75 603.82 606.92 615.38 606.7 632.2 606.82 641.9 607.28 652.82 607.69 666.1 608.1 676.88 607.97 683.01 607.83 684.94 607.83 694.09 608.66 696.94 609.13 702.63 610.04 716.44 610.71 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 0 .06 322.2 .045 341.67 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 322.2 341.67 321 478 616 .3 .5 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 6 INPUT Description: Station Elevation Data num= 48 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 0 610.85 17.31 609.89 35.23 609.06 46.03 608.18 59.8 607.29 69.84 606.94 88.51 606.08 97.44 605.57 107.22 605.11 114 604.72 125.25 604.3 152.06 603.35 158.61 603.22 178.87 602.14 197.34 602.04 205.91 601.54 215.51 601.81 229.68 602.3 244.11 602.29 247.72 602.17 249.5 602.2 249.79 600.86 252.02 600.63 255.76 600.06 259.43 600.4 263.8 602.33 264.69 601.96 272.57 603.07 273.16 603.52 274.73 604.6 278.19 604.06 281.19 604.58 282.61 604.92 293.83 606.02 305.52 606.3 332.7 608.5 358.78 610.74 368.65 610.99 384.58 611.3 385.28 610.31 388.15 608.31 388.41 609.06 391.12 611.47 403.71 611.47 417.62 611.38 428.3 611.53 454.32 611.72 464.59 611.78 Manning's n Values num= 4 Sta n Val Sta n Val Sta n Val Sta n Val 0 .06 249.5 .045 263.8 .06 428.3 100 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 249.5 263.8 50 50 50 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 0 99.5 F 413.8 464.59 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 5.6 INPUT Description: 0.43 This is a REPEATED section. ILLINOIS ROUTE 59 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3005.11 3064.91 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3061.91 3337.51 608.27 F BRIDGE RIVER: RIVER-1 REACH: Reach-1 RS: 5.5 INPUT Description: Bridge #1 Distance from Upstream XS = .01 Deck/Roadway Width = 79.98 Weir Coefficient = 2.5 Upstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 611.51 0 2449.5 611.26 0 2549.5 610.72 0 2649.5 609.94 0 2749.5 609.32 0 2849.5 609.2 0 2936.01 609.06 0 2949.51 609.04 0 2999.13 609.12 608.27 3024.01 609.12 608.27 3044.01 609.12 608.27 3068.86 609.12 608.27 3336.51 609.12 608.27 Upstream Bridge Cross Section Data Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Coeff Contr. Expan. 3005.11 3064.91 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3061.91 3337.51 608.27 F Downstream Deck/Roadway Coordinates num= 13 Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord Sta Hi Cord Lo Cord 2399.5 611.506 0 2449.5 611.256 0 2549.5 610.716 0 2649.5 609.936 0 2749.5 609.316 0 2849.5 609.196 0 2936.01 609.056 0 2949.51 609.036 0 2999.13 609.116 608.27 3024.01 609.116 608.27 3044.01 609.116 608.27 3068.86 609.116 608.27 3336.51 609.116 608.27 Downstream Bridge Cross Section Data Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Coeff Contr. Expan. 3005.11 3064.91 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F Upstream Embankment side slope = 4 horiz. to 1.0 vertical Downstream Embankment side slope = 4 horiz. to 1.0 vertical Maximum allowable submergence for weir flow = .98 Elevation at which weir flow begins = 609.04 Energy head used in spillway design = Spillway height used in design = Weir crest shape = Broad Crested Number of Piers = 2 Pier Data Pier Station Upstream= 3025.01 Downstream= 3025.01 Upstream num= 2 Width Elev Width Elev 2 0 2 611 Downstream num= 2 Width Elev Width Elev 2 0 2 611 Pier Data Pier Station Upstream= 3045.01 Downstream= 3045.01 Upstream num= 2 Width Elev Width Elev 2 0 2 611 Downstream num= 2 Width Elev Width Elev 2 0 2 611 Number of Bridge Coefficient Sets = 1 Low Flow Methods and Data Energy Yarnell KVal = 1.25 Selected Low Flow Methods = Energy High Flow Method Energy Only 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: 5 INPUT Description: 0.43 ILLINOIS ROUTE 59 Station Elevation Data num= 21 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2399.5 611.51 2400.5 611.51 2450.5 611.26 2550.5 610.7 2650.5 609.94 2750.5 609.11 2850.5 609.2 2937.01 609.06 2950.5 609.04 3005.11 608.27 3005.11 607.28 3008.54 607.28 3025.01 596.74 3035.01 596.74 3045.01 596.74 3061.48 607.28 3064.91 607.28 3064.91 608.27 3069.89 609.62 3336.51 609.62 3337.51 609.62 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2399.5 .06 3005.11 .045 3064.91 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 3005.11 3064.91 80 80 80 .3 .5 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2399.5 3005.11 608.27 F 3064.91 3337.51 608.27 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 4 INPUT Description: 0.41 Station Elevation Data num= 15 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2200 609.58 2300 610.38 2346 610.78 2386 605.28 2392.5 599.48 2396 598.58 2400 598.68 2405 599.18 2407.5 599.48 2410 600.98 2426 603.28 2460 601.98 2500 601.98 2600 606.78 2700 608.48 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2200 .06 2386 .045 2410 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2386 2410 630 630 630 .1 .3 Ineffective Flow num= 2 Sta L Sta R Elev Permanent 2200 2226 F 2570 2700 F CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 3 INPUT Description: 0.23 Station Elevation Data num= 17 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 2250 608.4 2313 608 2330 603.3 2350 602.8 2370 602 2408 601.4 2450 601.3 2536 601.2 2544 599 2547 598.5 2550 598.5 2553 598.6 2556 599 2562 603 2650 603.3 2750 607.7 2800 610.9 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 2250 .06 2536 .045 2562 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2536 2562 630 630 630 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 2 INPUT Description: 0.12 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1650 602.72 1730 601.72 1780 599.72 1800 597.72 1805 596.72 1810 597.72 1820 599.72 1925 601.72 2155 602.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1650 .06 1780 .045 1820 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 1780 1820 530 530 530 .1 .3 CROSS SECTION RIVER: RIVER-1 REACH: Reach-1 RS: 1 INPUT Description: 0.01 Station Elevation Data num= 9 Sta Elev Sta Elev Sta Elev Sta Elev Sta Elev 1830 601.72 1980 599.72 2000 597.72 2005 595.72 2015 594.72 2020 595.72 2025 597.72 2035 599.72 2185 601.72 Manning's n Values num= 3 Sta n Val Sta n Val Sta n Val 1830 .06 2000 .045 2025 .06 Bank Sta: Left Right Lengths: Left Channel Right Coeff Contr. Expan. 2000 2025 40 40 40 .1 .3 SUMMARY OF MANNING'S N VALUES River:RIVER-1 Reach River Sta. n1 n2 n3 n4 n5 Reach-1 20 .035 .035 .035 Reach-1 19 .035 .035 .035 Reach-1 18 .035 .035 .035 Reach-1 17 .035 .035 .035 Reach-1 16 .035 .035 .035 Reach-1 15 .035 .035 .035 Reach-1 14 .035 .035 .035 Reach-1 13 .035 .035 .035 Reach-1 12.6 .035 .035 .035 Reach-1 12.3 .035 .035 .035 Reach-1 12 .035 .035 .035 Reach-1 11 .06 .045 .06 Reach-1 10 .06 .045 .06 Reach-1 9.5 Culvert Reach-1 9 .06 .045 .06 Reach-1 8 100 .06 .045 .06 100 Reach-1 7 .06 .045 .06 Reach-1 6 .06 .045 .06 100 Reach-1 5.6 .06 .045 .06 Reach-1 5.5 Bridge Reach-1 5 .06 .045 .06 Reach-1 4 .06 .045 .06 Reach-1 3 .06 .045 .06 Reach-1 2 .06 .045 .06 Reach-1 1 .06 .045 .06 SUMMARY OF REACH LENGTHS River: RIVER-1 Reach River Sta. Left Channel Right Reach-1 20 60 80 90 Reach-1 19 175 165 140 Reach-1 18 175 395 200 Reach-1 17 140 145 120 Reach-1 16 160 150 115 Reach-1 15 140 195 85 Reach-1 14 90 145 220 Reach-1 13 105 108 111 Reach-1 12.6 440 449 454 Reach-1 12.3 43 43 43 Reach-1 12 450 350 120 Reach-1 11 52 52 52 Reach-1 10 152 152 152 Reach-1 9.5 Culvert Reach-1 9 87 87 87 Reach-1 8 192 453 750 Reach-1 7 321 478 616 Reach-1 6 50 50 50 Reach-1 5.6 80 80 80 Reach-1 5.5 Bridge Reach-1 5 80 80 80 Reach-1 4 630 630 630 Reach-1 3 630 630 630 Reach-1 2 530 530 530 Reach-1 1 40 40 40 SUMMARY OF CONTRACTION AND EXPANSION COEFFICIENTS River: RIVER-1 Reach River Sta. Contr. Expan. Reach-1 20 .4 .6 Reach-1 19 .1 .3 Reach-1 18 .1 .3 Reach-1 17 .1 .3 Reach-1 16 .1 .3 Reach-1 15 .1 .3 Reach-1 14 .1 .3 Reach-1 13 .1 .3 Reach-1 12.6 .1 .3 Reach-1 12.3 .1 .3 Reach-1 12 .3 .5 Reach-1 11 .3 .5 Reach-1 10 .3 .5 Reach-1 9.5 Culvert Reach-1 9 .3 .5 Reach-1 8 .1 .3 Reach-1 7 .3 .5 Reach-1 6 .1 .3 Reach-1 5.6 .3 .5 Reach-1 5.5 Bridge Reach-1 5 .3 .5 Reach-1 4 .1 .3 Reach-1 3 .1 .3 Reach-1 2 .1 .3 Reach-1 1 .1 .3 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-3: PROPOSED UPSTREAM OPENING SUPERIMPOSED OVER NEXT UPSTREAM SECTION Jeremy Metz20.0000 ' / in. WND_PROPOSED_US_Opening_Over_US_XS.dgn Default 12/18/2019 (2:54:57 PM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgILDOT_Black.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\Exhibits for Drainage Reports\..1"=10':5' H V WEST NORMAN DRAIN HYDROLOGY REPORT 0 10 20 30 SCALE IN FEET PROPOSED CULVERT INVERT EL 600.63 PROPOSED EXTENSION OF EXISTING TRIPLE BOX CULVERT - 9.667' X 8' EL 601.3 INEFFECTIVE FLOW INEFFECTIVE FLOW PROPOSED GROUND AT 143RD CULVERT UPSTREAM CROSS SECTION 10-0.671 PROPOSED US OPENING OVER US XS 12/10/2019 WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 595 600 605 610 615 620 625 630 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 625 6300102030405060708090100110120130140102030405060708090100110120130140150 LOOKING DOWNSTREAM  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-4: PROPOSED UPSTREAM OPENING SUPERIMPOSED OVER UPSTREAM SECTION Jeremy Metz20.0000 ' / in. WND_PROPOSED_US_Opening.dgn Default 12/18/2019 (2:56:25 PM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgILDOT_Black.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\Exhibits for Drainage Reports\..1"=10':5' H V WEST NORMAN DRAIN HYDROLOGY REPORT 0 10 20 30 SCALE IN FEET PROPOSED US OPENING PROPOSED CULVERT INVERT EL 600.63 PROPOSED EXTENSION OF EXISTING TRIPLE BOX CULVERT - 9.667' X 8' EL 601.3 INEFFECTIVE FLOW INEFFECTIVE FLOW 12/10/2019 WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 595 600 605 610 615 620 625 630 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 625 6300102030405060708090100110120130140102030405060708090100110120130140150 LOOKING DOWNSTREAM  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-5: PROPOSED DOWNSTREAM OPENING SUPERIMPOSED OVER DOWNSTREAM SECTION Jeremy Metz20.0000 ' / in. WND_PROPOSED_DS_Opening.dgn Default 12/18/2019 (3:25:42 PM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgILDOT_Black.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\Exhibits for Drainage Reports\..1"=10':5' H V WEST NORMAN DRAIN HYDROLOGY REPORT 0 10 20 30 SCALE IN FEET PROPOSED CULVERT INVERT EL 598.48 EL 601.3 PROPOSED GROUND AT 143RD CULVERT INEFFECTIVE FLOW INEFFECTIVE FLOW PROPOSED EXTENSION OF EXISTING TRIPLE BOX CULVERT - 9.667' X 8' PROPOSED DS OPENING 12/10/2019 WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 590 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140102030405060708090100110120130140150 590 595 600 605 610 615 6200102030405060708090100110120130140102030405060708090100110120130140150 LOOKING DOWNSTREAM  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-6: PROPOSED DOWNSTREAM OPENING SUPERIMPOSED OVER NEXT DOWNSTREAM SECTION Jeremy Metz20.0000 ' / in. WND_PROPOSED_DS_Opening_Over_DS_XS.dgn Default 12/18/2019 (3:23:46 PM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgILDOT_Black.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\Exhibits for Drainage Reports\..1"=10':5' H V PROPOSED DS OPENING OVER DS XS WEST NORMAN DRAIN HYDROLOGY REPORT 0 10 20 30 SCALE IN FEET PROPOSED CULVERT INVERT EL 598.48 EL 601.3 PROPOSED GROUND AT 143RD CULVERT PROPOSED DOWNSTREAM CROSS SECTION 09-0.67 INEFFECTIVE FLOW INEFFECTIVE FLOW PROPOSED EXTENSION OF EXISTING TRIPLE BOX CULVERT - 9.667' X 8' 12/10/2019 WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 590 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140102030405060708090100110120130140150 590 595 600 605 610 615 6200102030405060708090100110120130140102030405060708090100110120130140150 LOOKING DOWNSTREAM  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix J J-7: PROPOSED ROUTE 59 GRADING AND FREEBOARD 3396 3397 3398 3399 514 515+00 516600605605 605605610 610610610 610 610 610610610610610610610 61061061061061061561061061061061061061061 0 ====SCALE:STA. TO STA. Mike Wittkop40.0000 ' / in.IL59_SW_Intersection_Grading.dgnDefault7/30/2020 (11:01:48 AM) FILE NAMEMODEL NAMEPLOT SCALEPLOT DATE = = PLOT DRIVERPEN TABLEPDF_Screen.pltcfgPlainfield_Screen_Grading.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\2020 WND Hydraulic Resubmittal\..SHEET NO. OF SHEETS143RD STREET / US ROUTE 30PR EOP(NO WORK)EX STR 099-4638020SCALE IN FEET4060LEGENDEX MINOR CONTOUREX MAJOR CONTOURPR MINOR CONTOURPR MAJOR CONTOURPROPOSED INTERSECTION GRADINGSOUTHWEST CORNER OF 143RD STREET AND ILLINOIS ROUTE 59ILLINOIS ROUTE 59 / US ROUTE 30 Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix K K-1: PERMIT SUMMARY FORM 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix L L-1: COMPENSATORY STORAGE CROSS SECTION LOCATION MAP ONLY ONLY ONLYONLYONLY ONLYONLYONLY ONLY ONLYONLYONLY ONLY ONLYONLYONLYONLY ONLY ONLYONLY 400.0000 ' / in.Alec SeryWND_Detailed_Roadway_Cross Section_Location_Map.dgn Default 1"=200'11/25/2020 (9:08:38 AM) == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_color.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\Hydraulic Reports\..DETAILED FILL AND COMPENSATORY STORAGE CROSS SECTION LOCATION MAP WEST NORMAN DRAIN HYDROLOGY REPORT WILL06-00040-00-FP0380 U. MODEL NAME = FILE NAME = SECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO.RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS PLOT SCALE = PLOT DATE = DATE DESIGNED CHECKED DRAWN REVISED REVISED REVISED REVISED F.A. SHEET OF SHEETS STA. TO STA. - - - - - - - - 11/25/2020 507 508 509 510+00 511 512 513 514 515+00 516 517 518 519 520+00 521 522 523 524 525+00 526 527 528 529 530+00 531 532 533 534 535+00 536 537 538 539 540+00 541 542 543 544 545+00 546 547 548 549 ILLINOIS 59 ILLINOIS 59 0 200 400 600 SCALE IN FEET X.S. 506+88.27 143RD ST FILL X.S. 507+15.00 143RD ST FILL X.S. 507+54.00 143RD ST FILL X.S. 507+77.78 143RD ST FILL X.S. 508+00.00 143RD ST FILL X.S. 508+29.95 143RD ST FILL X.S. 508+43.60 143RD ST FILL X.S. 509+00.00 143RD ST FILL X.S. 509+50.00 143RD ST FILL X.S. 510+00.00 143RD ST FILL X.S. 510+44.00 143RD ST FILL X.S. 510+60.82 143RD ST FILL X.S. 511+84.84 143RD ST FILL X.S. 513+17.15 143RD ST FILL X.S. 512+46.78 143RD ST FILL X.S. 512+23.01 143RD ST FILL X.S. 512+11.73 143RD ST FILL X.S. 514+64.57 143RD ST FILL X.S. 514+20.00 143RD ST FILL X.S. 514+14.16 143RD ST FILL X.S. 509+94.31 WND COMP STORAGE X.S. 509+99.36 WND COMP STORAGE X.S. 510+09.94 WND COMP STORAGE X.S. 510+58.45 WND COMP STORAGE X.S. 510+79.99 WND COMP STORAGE X.S. 510+71.42 WND COMP STORAGE X.S. 511+08.51 WND COMP STORAGE X.S. 510+33.54 WND COMP STORAGE X.S. 510+40.15 WND COMP STORAGE X.S. 511+65.47 WND COMP STORAGE X.S. 511+73.67 WND COMP STORAGE X.S. 513+30.25 WND COMP STORAGE X.S. 513+63.33 WND COMP STORAGE X.S. 513+66.94 WND COMP STORAGE X.S. 514+78.52 WND COMP STORAGE X.S. 514+93.42 WND COMP STORAGE X.S. 514+99.19 WND COMP STORAGE X.S. A-T (SOUTH TO NORTH) WND FILL T = X.S. 3+71.89 S = X.S. 3+65.69 R = X.S. 3+38.70 Q = X.S. 3+23.21 P = X.S. 3+09.87 O = X.S. 2+99.20 N = X.S. 2+93.90 M = X.S. 2+84.77 L = X.S. 2+83.78 K = X.S. 2+80.45 J = X.S. 2+76.23 I = X.S. 2+12.69 H = X.S. 2+06.50 G = X.S. 2+05.53 F = X.S. 1+97.00 E = X.S. 1+86.78 D = X.S. 1+71.67 C = X.S. 1+59.52 B = X.S. 1+45.98 A = X.S. 1+41.29 D UPA GE RIVER DU PAG E R IVERWEST NORMAN DRAINWEST NORMAN DRAIN  Copyright CMT,License No. 184-000613 US-30 / W 143RD ST NAPERVILLE RDPROPOSED 143RD ST 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix L L-2: FILL CROSS SECTIONS Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:11 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)1 143RD STREET FILL 11 506+88.27 111 506+88.27 507+15.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 595 507+15 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 595 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 600 605 610 615 620 625 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.80 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 600 605 610 615 620 625 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:12 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V) 143RD STREET FILL 112 211 507+77.78 507+54.00 507+77.78 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 595 507+54 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 625 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 4.35 SQ FT 0.0 SQ FT WSE = NATURAL WATER EL 601.33 600 605 610 615 620 625 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.37 SQ FT 0.0 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:13 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)3 143RD STREET FILL 11 508+29.95 311 508+00.00 508+29.95 508+00 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 625 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 18.40 SQ FT 2.59 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 595 600 605 610 615 620 625 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 13.83 SQ FT 0.10 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 509+0011/20/2020 (7:05:14 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)4 143RD STREET FILL 11 411 508+43.60 509+00.00 508+43.60 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 625 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 49.02 SQ FT 32.71 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 595 600 605 610 615 620 625 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 19.67 SQ FT 5.48 SQ FT WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 509+50 510+0011/20/2020 (7:05:15 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)5 143RD STREET FILL 11 511 509+50.00 510+00.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 625 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 59.82 SQ FT 54.73 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 595 600 605 610 615 620 625 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 53.82 SQ FT 43.50 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:16 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)6 143RD STREET FILL 11 SEE DUPAGE RIVER FILL 510+60.82 611 510+44.00 510+60.82 130 140 1509010011050607080010203040102030405060708090100110120130140150120 0 10 20 30102030405060708090100110120130140150 510+44 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 625 595 600 605 610 615 620 6250102030102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 14.76 SQ FT 10.26 SQ FT 595 600 605 610 615 620 625 595 600 605 610 615 620 6250102030405060708090100110120130140150102030405060708090100110120130140150 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 66.63 SQ FT 64.59 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:16 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)7 143RD STREET FILL 11 511+80.05 511+84.84 711 511+80.05 511+84.84 130 140 1509010011050607080010203040102030405060708090100110120130140150120 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150625625 625 625 130 140 1509010011050607080010203040102030405060708090100110120130140150120 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 7.44 SQ FT 0.0 SQ FT 595 600 605 610 615 620 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:17 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)8 143RD STREET FILL 11 512+11.73 512+23.01 811 512+23.01 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 625625 625 625 512+11.73 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 27.86 SQ FT 3.15 SQ FT WSE = NATURAL WATER EL 601.33 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 28.26 SQ FT 3.64 SQ FT WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:18 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V)9 143RD STREET FILL 11 911 512+46.78 513+17.15 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150625625 625625 513+17.15512+46.78 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 27.86 SQ FT 0.66 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 28.20 SQ FT 2.13 SQ FT WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:19 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V) 143RD STREET FILL 1110 514+64.57 1011 514+64.57 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150625625 514+20.00 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150625625 514+20 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 10.33 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 18.89 SQ FT 0.0 SQ FT 10-YEAR FLOOD EL 606.75 100-YEAR FLOOD EL 608.72 WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 515+14.16 625 6250102030405060708090100110120130140150102030405060708090100110120130140150 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-143rd_WestNormanFill.dgn Default 11/20/2020 (7:05:20 PM) PROPOSED CROSS SECTIONS 1"=10':5' (H:V) 143RD STREET FILL 1111 515+14.16 1111 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150102030405060708090100110120130140150 595 600 605 610 615 620 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 100-YEAR FLOOD EL 608.72 0.0 SQ FT 0.0 SQ FT WSE = NATURAL WATER EL 601.33  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:21:55 PM)1"=10':5' (H:V)1 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 1+41.29 1+45.98 1 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 0 10 20 30 40 50 60 70 80 90 941020304046 0 10 20 30 40 50 60 70 80 90 941020304046 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.88 10-YEAR FLOOD EL 607.29 WSE = NATURAL WATER EL 601.46 0 10 20 30 40 50 60 70 80 90921020304047 595 600 605 610 615 6200102030405060708090921020304047 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.87 10-YEAR FLOOD EL 607.28 WSE = NATURAL WATER EL 601.45  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:21:56 PM)1"=10':5' (H:V)2 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 1+59.52 1+71.67 2 0 10 20 30 40 50 60 70 80 861020304049 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 0 10 20 30 40 50 60 70 80 881020304048 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 0 10 20 30 40 50 60 70 80 861020304049 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.81 10-YEAR FLOOD EL 607.02 WSE = NATURAL WATER EL 601.40 0 10 20 30 40 50 60 70 80 881020304048 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.83 10-YEAR FLOOD EL 607.11 WSE = NATURAL WATER EL 601.41  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:21:57 PM)1"=10':5' (H:V)3 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 1+86.78 1+97.00 3 0 10 20 30 40 50 60 70 80 861020304049 0 10 20 30 40 50 60 70 80 861020304049 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 0 10 20 30 40 50 60 70 80 861020304049 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 175.17 SQ FT 164.62 SQ FT 100-YEAR FLOOD EL 608.76 10-YEAR FLOOD EL 606.85 WSE = NATURAL WATER EL 601.37 0 10 20 30 40 50 60 70 80 861020304049 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 183.91 SQ FT 153.53 SQ FT 100-YEAR FLOOD EL 608.77 10-YEAR FLOOD EL 606.86 WSE = NATURAL WATER EL 601.37  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:21:58 PM)1"=10':5' (H:V)4 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 2+05.53 2+06.50 4 0 10 20 30 40 50 60 70 80 861020304049 0 10 20 30 40 50 60 70 80 861020304049 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 0 10 20 30 40 50 60 70 80 861020304049 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 30.71 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.76 10-YEAR FLOOD EL 606.83 WSE = NATURAL WATER EL 601.36 0 10 20 30 40 50 60 70 80 861020304049 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 108.85 SQ FT 18.79 SQ FT 100-YEAR FLOOD EL 608.76 10-YEAR FLOOD EL 606.83 WSE = NATURAL WATER EL 601.36  Copyright CMT,License No. 184-000613 2+12.69 0 10 20 30 40 50 60 70 80 861020304049 595 600 605 610 615 620 595 600 605 610 615 620 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:21:59 PM)1"=10':5' (H:V)5 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 5 0 10 20 30 40 50 60 70 80 861020304049 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.75 10-YEAR FLOOD EL 606.82 WSE = NATURAL WATER EL 601.36 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:21:59 PM)1"=10':5' (H:V)6 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 2+76.23 2+80.45 2+83.78 2+84.77 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 3.04 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0 10 20 30 40 4610203034 0 10 20 30 40 4610203034 0 10 20 30 40 4610203034 0.0 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0 10 20 30 40 4610203034 6 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.71 10-YEAR FLOOD EL 606.73 WSE = NATURAL WATER EL 601.33 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.71 10-YEAR FLOOD EL 606.72 WSE = NATURAL WATER EL 601.33 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.71 10-YEAR FLOOD EL 606.73 WSE = NATURAL WATER EL 601.33 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.71 10-YEAR FLOOD EL 606.72 WSE = NATURAL WATER EL 601.32  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:22:00 PM)1"=10':5' (H:V)7 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 2+93.90 2+99.20 3+09.87 3+23.21 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 0 10 20 30 40 4610203034 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 595 600 605 610 615 620 0.0 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 31.16 SQ FT 57.54 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 7 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 0 10 20 30 40 4610203034 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.70 10-YEAR FLOOD EL 606.71 WSE = NATURAL WATER EL 601.32 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.69 10-YEAR FLOOD EL 606.68 WSE = NATURAL WATER EL 601.31 0 10 20 30 40 4610203034 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.70 10-YEAR FLOOD EL 606.70 WSE = NATURAL WATER EL 601.32 0 10 20 30 40 4610203034 0 10 20 30 40 4610203034 100-YEAR FLOOD EL 608.68 10-YEAR FLOOD EL 606.66 WSE = NATURAL WATER EL 601.31  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanFill.dgn Default 8 11/20/2020 (2:22:01 PM)1"=10':5' (H:V)8 PROPOSED WEST NORMAN DRAIN FILL WEST NORMAN DRAIN HYDRAULIC REPORT 8 3+38.70 3+65.69 3+71.89 620 615 610 605 600 595 620 615 610 605 600 595 620 615 610 605 600 595 8 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT FLOODPLAIN FILL 0.0 SQ FT 0.0 SQ FT U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 0 10 20 30 40 5010203034 595 600 605 610 615 6200102030405010203034 100-YEAR FLOOD EL 608.67 WSE = NATURAL WATER EL 601.30 10-YEAR FLOOD EL 606.64 0 10 20 30 40 50102028 595 600 605 610 615 62001020304050102028 100-YEAR FLOOD EL 608.66 10-YEAR FLOOD EL 606.62 WSE = NATURAL WATER EL 601.29 0 10 20 30 40 50102025 595 600 605 610 615 62001020304050102025 100-YEAR FLOOD EL 608.65 10-YEAR FLOOD EL 606.62 WSE = NATURAL WATER EL 601.29  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix L L-3: CUT CROSS SECTIONS Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 9 11/20/2020 (7:01:08 PM)1"=10':5' (H:V)1 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 509+94.31 509+99.36 1 509+94.31 509+99.36 200 585 590 595 600 605 610 615 620 200 200 200 585 590 595 600 605 610 615 620 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 620200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.50 10-YEAR FLOOD EL 606.41 WSE = NATURAL WATER EL 601.10 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 620200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 0.0 SQ FT 0.0 SQ FT 100-YEAR FLOOD EL 608.50 10-YEAR FLOOD EL 606.41 WSE = NATURAL WATER EL 601.10  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:10 PM) 9 1"=10':5' (H:V)2 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 510+09.94 510+33.54 2 510+09.94 510+33.54 200 200 585 590 595 600 605 610 615 620 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 585 590 595 600 605 610 615 620 200 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 620210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 100-YEAR FLOOD EL 608.50 10-YEAR FLOOD EL 606.40 54.00 SQ FT 33.70 SQ FT WSE = NATURAL WATER EL 601.09 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 72.88 SQ FT 162.11 SQ FT 100-YEAR FLOOD EL 608.49 10-YEAR FLOOD EL 606.38 WSE = NATURAL WATER EL 601.07  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:11 PM) 9 1"=10':5' (H:V)3 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 8 510+40.15 510+58.45 3 510+58.45 510+40.15 200 585 590 595 600 605 610 615 620 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 200 200 585 590 595 600 605 610 615 620 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 72.25 SQ FT 174.29 SQ FT 100-YEAR FLOOD EL 608.48 10-YEAR FLOOD EL 606.38 WSE = NATURAL WATER EL 601.07 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 620200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 70.32 SQ FT 181.98 SQ FT 100-YEAR FLOOD EL 608.48 10-YEAR FLOOD EL 606.37 WSE = NATURAL WATER EL 601.05  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:12 PM) 9 1"=10':5' (H:V)4 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 510+71.42 510+79.99 4 510+71.42 510+79.99 585 590 595 600 605 610 615 620 200 200 585 590 595 600 605 610 615 620 200 200 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 620200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 75.58 SQ FT 186.74 SQ FT 100-YEAR FLOOD EL 608.47 10-YEAR FLOOD EL 606.36 WSE = NATURAL WATER EL 601.04 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 620210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 79.18 SQ FT 191.11 SQ FT 10-YEAR FLOOD EL 606.35 100-YEAR FLOOD EL 608.47 WSE = NATURAL WATER EL 601.04  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:13 PM) 9 1"=10':5' (H:V)5 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 511+08.51 511+65.47 5 511+65.47 511+08.51 189.48 SQ FT 65.94 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 585 590 595 600 605 610 615 620 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 590 595 600 605 610 615 COMPENSATORY STORAGE 0 TO 10 YEAR EVENT 10 TO 100 YEAR EVENT 76.15 SQ FT 188.97 SQ FT 10-YEAR FLOOD EL 606.33 100-YEAR FLOOD EL 608.45 WSE = NATURAL WATER EL 601.01 595 600 605 610 615 10-YEAR FLOOD EL 606.28 100-YEAR FLOOD EL 608.42 WSE = NATURAL WATER EL 600.95  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:14 PM) 9 1"=10':5' (H:V)6 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 511+73.67 513+30.25 6 513+30.25 511+73.67 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE 98.94 SQ FT 20.85 SQ FT 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 186.75 SQ FT 65.17 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 10-YEAR FLOOD EL 606.27 100-YEAR FLOOD EL 608.41 WSE = NATURAL WATER EL 600.94 595 600 605 610 615 10-YEAR FLOOD EL 606.10 100-YEAR FLOOD EL 608.30 WSE = NATURAL WATER EL 600.75  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:15 PM) 9 1"=10':5' (H:V)7 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 513+63.33 513+66.94 7 513+66.94 513+63.33 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE 81.35 SQ FT 18.54 SQ FT 79.18 SQ FT 18.48 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 100-YEAR FLOOD EL 608.27 WSE = NATURAL WATER EL 600.71 10-YEAR FLOOD EL 606.06 595 600 605 610 615 100-YEAR FLOOD EL 608.27 WSE = NATURAL WATER EL 600.70 10-YEAR FLOOD EL 606.06  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:16 PM) 9 1"=10':5' (H:V)8 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 514+78.52 514+93.42 8 514+78.52 514+93.42 11.19 SQ FT 7.97 SQ FT 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE 16.03 SQ FT 7.35 SQ FT 200 620200210220230240250260270280290300310320330340350360370380390400410420430440450460470480490500 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME = 595 600 605 610 615 100-YEAR FLOOD EL 608.19 WSE = NATURAL WATER EL 600.57 10-YEAR FLOOD EL 605.93 595 600 605 610 615 620200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 100-YEAR FLOOD EL 608.18 WSE = NATURAL WATER EL 600.55 10-YEAR FLOOD EL 605.92  Copyright CMT,License No. 184-000613 Alec Sery == = =PLOT DRIVERPEN TABLEPDF_Color.pltcfgPlainfield_Exhibit_XSC.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Sheets\..20.0000 ' / in. D1143-sht-XSC-WND_WestNormanCompStore.dgn Default 11/20/2020 (7:01:17 PM) 9 9 WEST NORMAN DRAIN COMPENSATORY STORAGE WEST NORMAN DRAIN HYDRAULIC REPORT 9 514+99.19 9 1"=10':5' (H:V) 514+99.19 200 10 TO 100 YEAR EVENT 0 TO 10 YEAR EVENT COMPENSATORY STORAGE 0.0 SQ FT 0.0 SQ FT 585 590 595 600 605 610 615 620 585 590 200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 595 600 605 610 615 620200 210 220 230 240 250 260 270 280 290 300 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 100-YEAR FLOOD EL 608.17 WSE = NATURAL WATER EL 600.54 10-YEAR FLOOD EL 605.91 U. 0380 WILL06-00040-00-FP 08/03/2020NOTE BOOKORIGINALSURVEYNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDNOTE BOOKNO.BYDATESURVEYEDPLOTTEDTEMPLATEAREASAREAS CHECKEDFINALSURVEYSECTION COUNTY ILLINOIS FED. AID PROJECT TOTAL SHEETS SHEET NO. F.A. RTE. CONTRACT NO. SCALE: DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS =PLOT SCALE =PLOT DATE DESIGNED REVISED REVISED REVISED REVISED CHECKED DRAWN SHEET OF SHEETS STA. TO STA. - - - - - - - -DATE =MODEL NAME FILE NAME =  Copyright CMT,License No. 184-000613 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix L L-4: COMPENSATORY STORAGE CALCULATIONS WEST NORMAN DRAIN 0‐10 Year (cu yd) 10‐100 Year (cu yd) 143rd Street / Rte. 30 West of Route 59 336.0 689.4 Floodway 316.2 380.0 Flood Fringe 19.7 309.4 West Norman Drain 147.9 179.2 Floodway 147.9 179.2 Flood Fringe 0.0 0.0 Total Floodplain Fill 483.9 868.6 Floodway 464.1 559.2 Flood Fringe 19.7 309.4 Compensatory Storage Required (1.5:1)725.9 1,302.9 Compensatory Storage Required (1:1) Floodway 464.1 559.2 Compensatory Storage Provided 778.0 2,214.7 Floodway 765.3 1,895.2 143rd Street Extension Project SUMMARY TABLE COMPENSATORY STORAGE November 23, 2020 Section 06‐00040‐00‐FP Page 1 of 4 Station Distance Area Volume Area Volume Area Volume Area Volume Area Volume Area Volume (ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) 506+88.27 0.00 0.00 0.00 0.00 26.73 0 10.75 0 0 0 10.75 507+15.00 0.00 0.80 0.00 0.80 39.00 0 22.96 0 0 0 22.96 507+54.00 0.00 0.37 0.00 0.37 23.78 0 56.17 0 0 0 56.17 507+77.78 0.00 4.35 0.00 4.35 22.22 1.16 201.96 0 0 1.16 201.96 508+00.00 0.10 13.83 0.10 13.83 29.95 40.34 482.57 0 0 40.34 482.57 508+29.95 2.59 18.40 2.59 18.40 13.65 55.05 259.79 0 0 55.05 259.79 508+43.60 5.48 19.67 5.48 19.67 56.40 1076.94 1936.87 922.52 1382.27 154.42 554.6 509+00.00 32.71 49.02 32.71 49.02 50.00 1905.39 2570.88 1905.39 2570.88 0 0 509+50.00 43.50 53.82 43.50 53.82 50.00 2455.78 2841.03 2455.78 2841.03 0 0 510+00.00 54.73 59.82 54.73 59.82 44.00 2625.08 2782.06 2625.08 2782.06 0 0 510+44.00 64.59 66.63 64.59 66.63 16.82 629.48 684.56 629.48 684.56 0 0 510+60.82 10.26 14.76 10.26 14.76 511+80.05 0.00 0.00 0.00 0.00 4.79 0 17.81 0 0 0 17.81 511+84.84 0.00 7.44 0.00 7.44 26.89 48.94 479.9 0 0 48.94 479.9 512+11.73 3.64 28.26 3.64 28.26 11.28 38.32 316.51 0 0 38.32 316.51 512+23.01 3.15 27.86 3.15 27.86 23.77 62.76 666.29 0 0 62.76 666.29 512+46.78 2.13 28.20 2.13 28.20 70.37 97.99 1972.52 0 0 97.99 1972.52 513+17.15 0.66 27.86 0.66 27.86 102.85 33.82 2404.46 0 0 33.82 2404.46 514+20.00 0.00 18.89 0.00 18.89 44.57 0 651.17 0 0 0 651.17 514+64.57 0.00 10.33 0.00 10.33 49.59 0 256.04 0 0 0 256.04 515+14.16 0.00 0.00 0.00 0.00 9071.05 18614.30 8538.25 10260.80 532.80 8353.50 336.0 689.4 316.2 380.0 19.7 309.4 Value to be entered by Engineer Spreadshet Prepared By: MJW 10/21/2019 Comps By: AS 8/31/2020 Checked By: JJM 9/8/2020 Village of Plainfield 143rd Street Extension Project Section 06‐00040‐00‐FP November 23, 2020 Floodplain Fill Evaluation 143rd Street Reconstruction West of Rte 59 Floodplain Fill 0 to 10 Year Floodplain Fill 10 to 100 Year Floodplain Fill 0 to 10 Year Floodplain Fill 10 to 100 Year Floodway Flood Fringe Total Volume (cu yd) Sub‐Total Volume (cu ft) Floodplain Fill 0 to 10 Year Floodplain Fill 10 to 100 Year West Norman Drain Cross Sections Page 2 of 4 Station Distance Area Volume Area Volume Area Volume Area Volume Area Volume Area Volume (ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) 01+41.29 0.00 0.00 0.00 0.00 0.00 0.00 4.69 0 0 0000 01+45.98 0.00 0.00 0.00 0.00 0.00 0.00 13.54 0 0 0000 01+59.52 0.00 0.00 0.00 0.00 0.00 0.00 12.15 0 0 0000 01+71.67 0.00 0.00 0.00 0.00 0.00 0.00 15.11 1159.88 1389.41 1159.88 1389.41 0 0 01+86.78 153.53 183.91 153.53 183.91 0.00 0.00 10.22 1625.7 1834.87 1625.7 1834.87 0 0 01+97.00 164.62 175.17 164.62 175.17 0.00 0.00 8.53 782.23 1211.32 782.23 1211.32 0 0 02+05.53 18.79 108.85 18.79 108.85 0.00 0.00 0.97 9.11 67.68 9.11 67.68 0 0 02+06.50 0.00 30.71 0.00 30.71 0.00 0.00 6.19 0 95.04 0 95.04 0 0 02+12.69 0.00 0.00 0.00 0.00 0.00 0.00 63.54 0 0 0000 02+76.23 0.00 0.00 0.00 0.00 0.00 0.00 4.22 0 0 0000 02+80.45 0.00 0.00 0.00 0.00 0.00 0.00 3.33 0 0 0000 02+83.78 0.00 0.00 0.00 0.00 0.00 0.00 0.99 0 1.51 0 1.51 0 0 02+84.77 0.00 3.04 0.00 3.04 0.00 0.00 9.13 262.67 156.14 262.67 156.14 0 0 02+93.90 57.54 31.16 57.54 31.16 0.00 0.00 5.30 152.48 82.58 152.48 82.58 0 0 02+99.20 0.00 0.00 0.00 0.00 0.00 0.00 10.67 0 0 0000 03+09.87 0.00 0.00 0.00 0.00 0.00 0.00 13.34 0 0 0000 03+23.21 0.00 0.00 0.00 0.00 0.00 0.00 15.49 0 0 0000 03+38.70 0.00 0.00 0.00 0.00 0.00 0.00 26.99 0 0 0000 03+65.69 0.00 0.00 0.00 0.00 0.00 0.00 6.20 0 0 0000 03+71.89 0.00 0.00 0.00 0.00 0.00 0.00 0000 3992.07 4838.55 3992.07 4838.55 0.00 0.00 147.9 179.2 147.9 179.2 0.0 0.0 Value to be entered by Engineer Spreadshet Prepared By: MJW 10/21/2019 Comps By: AS 8/31/2020 Checked By: JJM 9/8/2020 Village of Plainfield 143rd Street Extension Project Section 06‐00040‐00‐FP November 23, 2020 Floodplain Fill Evaluation West Norman Drain Floodway Flood Fringe Floodplain Fill 0 to 10 Year Floodplain Fill 10 to 100 Year Floodplain Fill 0 to 10 Year Floodplain Fill 10 to 100 Year Total Volume (cu yd) Floodplain Fill 0 to 10 Year Floodplain Fill 10 to 100 Year Sub‐Total Volume (cu ft) Page 3 of 4 Station Distance Area Volume Area Volume Area Volume Area Volume Area Volume Area Volume (ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) (sq ft) (cu ft) 509+94.31 0.00 0.00 0.00 0.00 5.05 0 0 0000 509+99.36 0.00 0.00 0.00 0.00 10.58 285.65 178.26 285.65 178.26 0 0 510+09.94 54.00 33.70 54.00 33.70 23.60 1497.14 2310.49 1497.14 2310.49 0 0 510+33.54 72.88 162.11 72.88 162.11 6.61 479.66 1111.81 479.66 1111.81 0 0 510+40.15 72.25 174.29 72.25 174.29 18.30 1304.59 3259.93 1304.59 3259.93 0 0 510+58.45 70.32 181.98 70.32 181.98 12.97 946.19 2391.18 946.19 2391.18 0 0 510+71.42 75.58 186.74 75.58 186.74 8.57 663.16 1619.12 663.16 1619.12 0 0 510+79.99 79.18 191.11 79.18 191.11 28.52 2215.05 5420.01 2215.05 5420.01 0 0 511+08.51 76.15 188.97 76.15 188.97 56.96 4046.62 10778.25 4046.62 10758.18 0 20.14 511+65.47 65.94 189.48 65.94 188.78 0.71 8.20 537.53 1542.53 537.53 1523.66 0 18.88 511+73.67 65.17 186.75 65.17 182.85 3.90 156.58 6734.49 22366.16 6584.37 17983.85 150.12 4382.3 513+30.25 20.85 98.94 18.93 46.86 1.92 52.08 33.08 651.51 2981.9 585.9 1385.89 65.61 1596 513+63.33 18.54 81.35 16.49 36.93 2.05 44.42 3.61 66.81 289.75 59.27 131.03 7.55 158.72 513+66.94 18.48 79.18 16.34 35.66 2.13 43.52 111.58 1440.66 5311.67 1321.7 2863.97 118.96 2447.7 514+78.52 7.35 16.03 7.35 15.67 0.36 14.90 114.1 202.8 114.1 200.13 0 2.67 514+93.42 7.97 11.19 7.97 11.19 5.77 22.99 32.29 22.99 32.29 0 0 514+99.19 0.00 0.00 0.00 0.00 21006.15 59796.15 20663.92 51169.8 342.24 8626.41 778.0 2214.7 765.3 1895.2 12.7 319.5 Value to be entered by Engineer Spreadshet Prepared By: MJW 10/21/2019 Comps By: AS 8/31/2020 Checked By: JJM 9/8/2020 Comp Storage 10 to 100 Year Sub‐Total Volume (cu ft) Total Volume (cu yd) Village of Plainfield 143rd Street Extension Project Section 06‐00040‐00‐FP November 23, 2020 COMPENSATORY STORAGE West Norman Drain (South of 143rd St) Floodway Flood Fringe Comp Storage 0 to 10 Year Comp Storage 10 to 100 Year Comp Storage 0 to 10 Year Comp Storage 10 to 100 Year Comp Storage 0 to 10 Year Page 4 of 4 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix L L-5: COMPENSATORY STORAGE LAND AQUISITION ROW BEARING BREAK OF 00-00-04 PER IDOT PLAT ONLYONLYONLYONLYONLY ONLYONLYONLYONLYONLYONLYONLYONLYONLY ONLY PLOT SCALE =171.5686 ' / in. DESIGNED CHECKED DRAWN REVISED REVISED REVISED - - - - - - D1143-Pr_ROW_LandAcqMeeting.dgn Default MODEL NAME == = FILE NAME =PLOT DRIVERPEN TABLEPDF_Color_StripMap.pltcfgPlainfield_ROW_Pub_Mtg_Stripmap.tbl==USER NAME DIRECTORYL:\Plainfield\18024201-00_PhaseIAddendum\Draw\Roadway\CADD_Drawings\Exhibits\..Alec SeryILLINOIS 59 ILLINOIS 59 30 30 LEGEND FEE SIMPLE ACQUISITION PERMANENT EASEMENTS TEMPORARY EASEMENTS EXISTING RIGHT-OF-WAY EXISTING EASEMENT EXISTING PROPERTY LINE (PARK DISTRICT) 20-YEAR LEASE AGREEMENT GRADING LIMITS PROPOSED CHANNEL PROPOSED TREES EX COMED TRANSMISSION CORRIDOR U-STORE-IT, L.P. FARM FIELD CHICAGO BRIDGE & IRON COMPENSATORY STORAGE INFILTRATION BASIN CHURCH CROSSWINDS COMPENSATORY STORAGE EX COMED TRANSMISSION CORRIDOR EX COMED TRANSMISSION CORRIDOR NNM MANUFACTURING SUBSTATION PLAINFIELD RAVAGO RECYCLERS INC VINTAGE TECH LANDSCAPING GREEN-T PROPOSED CULVERT EXTENSION PROPOSED IMPROVEMENTS 226.70' RT STA. 515+37.0579.97' RT STA. 510+42.58 109.88' RT STA. 510+42.22 205.66' RT STA. 508+84.94 471.93' RT STA. 508+45.64 216.53' RT STA. 511+84.73 217.11' RT STA. 512+04.72112.58' RT STA. 511+87.97 53.35' RT STA. 512+09.84 52.65' RT STA. 511+89.85 84.90' LT STA. 509+20.62 226.52' LT STA. 511+80.32 236.62' LT STA. 511+09.36 70.00' LT STA. 511+29.92 70.00' LT STA. 512+04.64 99.84' LT STA. 512+07.27 104.00' LT STA. 511+67.49 63.11' LT STA. 511+29.79 114.61' LT STA. 517+20.86 65.00' LT STA. 517+74.62 82.90' RT STA. 516+96.14 471.00' LT STA. 523+71.63 148.06' LT STA. 523+49.29 145.61' LT STA. 523+82.01 65.00' LT STA. 523+76.23 82.60' RT STA. 511+88.91 502.56' RT STA. 510+96.33 424.56' RT STA. 515+12.43 476.28' RT STA. 512+14.68 484.87' RT STA. 513+45.14 *20-YEAR LEASE AGREEMENTS APPLICABLE FOR ENTIRE PARCEL  Copyright CMT,License No. 184-000613 WES T NORMAN DRAI NWES T NORMAN DRAI NW EST NORMAN DRAIN 143RD STREET 3T6N E9RONLYONLYONLYONLYONLY DEPARTMENT OF TRANSPORTATION STATE OF ILLINOIS EX COMED TRANSMISSION CORRIDOR COMPENSATORY STORAGE JUDS ACRESUNIT 1 MLLRACE VILLAGE CEMETERY ST MARYS EX COMED TRANSMISSION CORRIDOR UNIT 2 MLLRACE VILLAGE PRIVATE POND PROPOSED IMPROVEMENTS PROPOSED IMPROVEMENTS PROPOSED DUPAGE RIVER BRIDGE BASIN INFILTRATION PENNLAND SUBDIVISION 439.40' LT STA. 528+59.07 115.34' LT STA. 528+28.87 90.00' LT STA. 528+23.43 90.94' LT STA. 536+33.53 272.96' LT STA. 549+02.27 80.00' LT STA. 549+02.27 378.13' LT STA. 546+60.08 70.00' LT STA. 544+88.68 60.00' LT STA. 537+74.39 60.00' LT STA. 539+27.50 43.30' RT STA. 537+47.96 44.91' RT STA. 538+29.35 69.40' RT STA. 538+72.62 110.86' RT STA. 538+81.92 187.98' RT STA. 538+49.91 88.74' LT STA. 539+99.94 32.99' LT NAPERVILLE RD STA. 724+08.15 50.00' LT NAPERVILLE RD STA. 724+06.86 DUPAGE RIVERDUPAGE RIVERWES T NORMAN DRAI NEAST NORMAN DRAIN143RD STREET NAPERVILLE ROADNAPERVILLE ROADCOPPER DRIVE PENNINGTON ROAD GOLDEN LANED U P A G E RIV E R T R AIL 143RD STREET MELODY LANE 3T6N E9RONLYONLY ONLY ONLYONLYONLYONLYONLY ONLYONLYONLYONLYWILL06-00040-00-FP0350 U.SECTION COUNTY TOTAL SHEETS SHEET NO.RTE. F.A. DATE: 01/22/2020LAND ACQUISITION 143RD STREET EXTENSION 0 50 100 150 SCALE IN FEET LEGEND FEE SIMPLE ACQUISITION PERMANENT EASEMENTS TEMPORARY EASEMENTS EXISTING RIGHT-OF-WAY EXISTING EASEMENT EXISTING PROPERTY LINE (PARK DISTRICT) 20-YEAR LEASE AGREEMENT GRADING LIMITS PROPOSED CHANNEL PROPOSED TREES EX COMED TRANSMISSION CORRIDOR COMPENSATORY STORAGE STRIKE LAKE BASS & GILL CLUB MAIN LAKE BASS & GILL CLUB DEER CREEK RECREATION CLUB PURE ROD & GUN CLUB PROPOSED CULVERT EXTENSION PROPOSED IMPROVEMENTS BASIN INFILTRATION COMPENSATORY STORAGE FLETCHER LAKE BASS & GILL CLUB 80.00' LT STA. 565+84.48 32.98' LT STA. 574+79.69 103.13' RT STA. 569+40.59 92.41' RT STA. 569+22.79 293.91' LT STA. 567+39.29 121.61' LT STA. 568+97.50 163.18' LT STA. 569+59.17 70.00' RT IL 126 STA. 41+12.99 180.02' RT IL 126 STA. 41+12.63 180.00' RT IL 126 STA. 41+92.63 180.00' RT IL 126 STA. 42+17.63 95.34' RT IL 126 STA. 42+17.91 70.00' RT IL 126 STA. 41+92.99 70.00' RT IL 126 STA. 42+42.99 70.00' RT IL 126 STA. 42+57.99 60.00' RT IL 126 STA. 42+57.99 60.00' RT IL 126 STA. 45+22.99 50.00' RT IL 126 STA. 45+22.99 48.56 'LT IL 126 STA. 44+94.00 60.00' LT IL 126 STA. 44+93.17 60.00' LT IL 126 STA. 43+43.17 85.00' LT IL 126 STA. 43+43.17 85.00' LT IL 126 STA. 41+87.17 290.00' LT IL 126 STA. 41+87.17 350.00' LT IL 126 STA. 41+27.17 *20-YEAR LEASE AGREEMENTS APPLICABLE FOR ENTIRE PARCEL 143RD STREET 143RD STREET MAIN STREET MAIN STREET 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix L L-6: COMPENSATORY STORAGE BACKUP COMPUTATIONS Cross Section 10‐year WSE (ft) 100‐year WSE (ft) Normal WSE (ft) HECRAS Source Cross Section(s) Distance from U/S HECRAS Cross Section (ft) ‐‐607.87 609.26 601.96 XS 12 0 0+77 607.50 609.02 601.64 XS 12, XS 11 248 1+19 607.43 608.97 601.59 XS 12, XS 11 290 1+47 607.39 608.95 601.55 XS 12, XS 11 318 1+67 607.36 608.93 601.53 XS 12, XS 11 338 2+07 607.30 608.89 601.47 XS 12, XS 11 378 2+21 607.28 608.87 601.46 XS 12, XS 11 392 ‐‐607.26 608.86 601.44 XS 11 405 2+26 607.08 608.82 601.41 XS 11, XS 10 24 ‐‐606.86 608.77 601.37 XS 10 52 Cross Section 10‐year WSE (ft) 100‐year WSE (ft) Normal WSE (ft) HECRAS Source Cross Section(s) Distance from U/S HECRAS Cross Section (ft) ‐‐606.86 608.77 601.37 XS 10 0 506+88 606.75 608.72 601.33 XS 10, XS 977 507+15 606.75 608.72 601.33 XS 10, XS 977 507+54 606.75 608.72 601.33 XS 10, XS 977 507+78 606.75 608.72 601.33 XS 10, XS 977 508+00 606.75 608.72 601.33 XS 10, XS 977 508+30 606.75 608.72 601.33 XS 10, XS 977 508+44 606.75 608.72 601.33 XS 10, XS 977 509+00 606.75 608.72 601.33 XS 10, XS 977 509+50 606.75 608.72 601.33 XS 10, XS 977 510+00 606.75 608.72 601.33 XS 10, XS 977 510+44 606.75 608.72 601.33 XS 10, XS 977 510+61 606.75 608.72 601.33 XS 10, XS 977 511+85 606.75 608.72 601.33 XS 10, XS 977 512+12 606.75 608.72 601.33 XS 10, XS 977 512+23 606.75 608.72 601.33 XS 10, XS 977 512+47 606.75 608.72 601.33 XS 10, XS 977 513+17 606.75 608.72 601.33 XS 10, XS 977 514+20 606.75 608.72 601.33 XS 10, XS 977 514+65 606.75 608.72 601.33 XS 10, XS 977 515+14 606.75 608.72 601.33 XS 10, XS 977 ‐‐606.64 608.67 601.30 XS 9 152 Table 1: Natural WSE Interpolation for West Norman Drain Comp Storage North Table 2: Natural WSE Interpolation for 143rd Street Fill Compensatory Storage Backup Computations Water Surface Elevation Interpolation Tables Cross Section 10‐year WSE (ft) 100‐year WSE (ft) Normal WSE (ft) HECRAS Source Cross Section(s) Distance from U/S HECRAS Cross Section (ft) ‐‐607.87 609.26 601.96 XS 12 0 1+41 607.29 608.88 601.46 XS 12, XS 11 335 1+46 607.28 608.87 601.45 XS 12, XS 11 340 ‐‐607.26 608.86 601.44 XS 11 350 1+60 607.11 608.83 601.41 XS 11, XS 10 19 1+72 607.02 608.81 601.40 XS 11, XS 10 31 1+87 606.86 608.77 601.37 XS10 52 1+97 606.85 608.76 601.37 XS 10, XS 910 2+06 606.83 608.76 601.36 XS 10, XS 919 2+07 606.83 608.76 601.36 XS 10, XS 920 2+13 606.82 608.75 601.36 XS 10, XS 926 2+76 606.73 608.71 601.33 XS 10, XS 989 2+80 606.73 608.71 601.33 XS 10, XS 993 2+84 606.72 608.71 601.33 XS 10, XS 997 2+85 606.72 608.71 601.32 XS 10, XS 998 2+94 606.71 608.70 601.32 XS 10, XS 9 107 2+99 606.70 608.70 601.32 XS 10, XS 9 112 3+10 606.68 608.69 601.31 XS 10, XS 9 123 3+23 606.66 608.68 601.31 XS 10, XS 9 136 3+39 606.64 608.67 601.30 XS 9 152 3+66 606.62 608.66 601.29 XS 9, XS 811 3+72 606.62 608.65 601.29 XS 9, XS 817 ‐‐606.52 608.57 601.23 XS 887 Cross Section 10‐year WSE (ft) 100‐year WSE (ft) Normal WSE (ft) HECRAS Source Cross Section(s) Distance from U/S HECRAS Cross Section (ft) ‐‐606.52 608.57 601.23 XS 80 509+94 606.41 608.50 601.10 XS 8, XS 7 165 509+99 606.41 608.50 601.10 XS 8, XS 7 170 510+10 606.40 608.50 601.09 XS 8, XS 7 181 510+34 606.38 608.49 601.07 XS 8, XS 7 205 510+40 606.38 608.48 601.07 XS 8, XS 7 211 510+58 606.37 608.48 601.05 XS 8, XS 7 229 510+71 606.36 608.47 601.04 XS 8, XS 7 242 510+80 606.35 608.47 601.04 XS 8, XS 7 251 511+09 606.33 608.45 601.01 XS 8, XS 7 280 511+65 606.28 608.42 600.95 XS 7 362 511+74 606.27 608.41 600.94 XS7, XS 69 513+30 606.10 608.30 600.75 XS7, XS 6 165 513+63 606.06 608.27 600.71 XS7, XS 6 198 513+67 606.06 608.27 600.70 XS7, XS 6 202 514+79 605.93 608.19 600.57 XS7, XS 6 314 514+93 605.92 608.18 600.55 XS7, XS 6 328 514+99 605.91 608.17 600.54 XS7, XS 6 334 ‐‐605.88 608.15 600.51 XS 6 362 Table 3: Natural WSE Interpolation for West Norman Drain Fill Table 4: Natural WSE Interpolation for West Norman Drain Comp Storage South 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix M M-1: SURVEY NOTES 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix M M-2: ESTIMATED WATER SURFACE ELEVATION DATA West Norman Drain Culvert Extension Estimated Water Surface Elevation 12/12/2019 June 2019 Data Collection Surveyed elevation =601.3 Top of bank elevation =610.5 Streambed elevation =600.5 Adjust Existing Water Surface to Assumed April Value April adjustment 601.3 + 1.5 feet Assumed April elevation = 602.8 feet Check Maximum Water Elevation September adjustment 602.8 ‐ 3.75 feet September elevation = 599.05 feet One foot above streambed elevation = 601.5 feet Set September elevation 601.5 > 599.05 feet September elevation = 601.5 feet 75% of difference between September elevation and top of bank elevation =601.5 + 0.75(610.5 ‐ 601.5) 75% difference elevation = 608.25 feet Select prelimiary Estimated Water Surface Elevation Compare April elevation and 75% difference elevation 602.8 feet < 608.25 feet therefore EWSE = 602.8 feet 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix N N-1: CORRESPONDENCE NOTES Page 1 of 4 Dayfield Properties STAKEHOLDER MEETING MINUTES CMT No. 18024201.00 Project: Plainfield 143rd Street Extension Phase I Addendum CMT No.: 18024201.00 Section No.: 06-00040-00-FP Project No.: M9003 (273) Location: Virtual Meeting Date: November 12, 2020 Attendees: NAME REPRESENTING PHONE NUMBER EMAIL Allen Persons Village of Plainfield 815.436.3577 apersons@goplainfield.com Randy Jessen Village of Plainfield 815.230.2030 rjessen@goplainfield.com Scott Threewitt Village of Plainfield 815.230.2030 sthreewitt@goplainfield.com Tice Cole Crawford, Murphy & Tilly, Inc. 630.907.7059 ccole@cmtengr.com Mike Wittkop Crawford, Murphy & Tilly, Inc. 630.907.7056 mwittkop@cmtengr.com Chris Dagiantis Crawford, Murphy & Tilly, Inc. 630.907.7039 cdagiantis@cmtengr.com Ambra Knox Crawford, Murphy & Tilly, Inc. 217.787.8050 aknox@cmtengr.com Patrick Holtrop Crawford, Murphy & Tilly, Inc. 217.572.1089 pholtrop@cmtengr.com Clayton Olsen Dayfield Properties, LLC / Owner Representative COlsen@naperexc.com Michaelene Burke Rosanova & Whitaker, Ltd. 630.355.4600 mikie@rw-attorneys.com Randy Bus Cemcon, Ltd RandyB@cemcon.com Distribution via email on November 30, 2020): Attendees Please review the attached minutes, if our understanding of the information exchange as presented in these notes is different from yours kindly inform us so we can revise accordingly. Should we not here from you within one (1) weeks’ time we will consider these notes correct as presented. Signed Mike Wittkop, PE, CPESC Village of Plainfield 143rd St Extension Phase I Addendum Dayfield Properties Stakeholder Meeting Minutes Date: November 12, 2020 Page 2 of 4 CMT No. 18024201.00 A stakeholder involvement meeting was held with Dayfield Properties / Plainfield Corner property representatives on November 12, 2020. The property discussed is located at the northwest corner of US 30 / 143rd Street and IL 59. The meeting was held virtually / via conference call due to COVID-19 restrictions. The meeting began at 9:30am 1. Introductions: 2. Project History: a. The project has been in planning and development by the Village for several decades. b. Clayton noted that he was involved in some of the early traffic studies for this project. c. The original concept of the project was to maintain the alignment of 143rd Street west of IL 59 and to widen 143rd Street. East of IL 59 the roadway was intended to be built on ComEd property to minimize impacts to property owners. Compensatory storage for fill within the floodplain was planned to occur immediately south of the roadway on ComEd’s property. d. ComEd has recently determined that that their transmission needs have evolved and that the roadway can no longer be constructed on their property. In addition, ComEd has informed the Village that they do not permit construction of compensatory storage on their property. 3. Proposed Improvements a. The alignment of the 143rd Street has been updated by shifting the improvements north of ComEd’s property. The Village and CMT are currently updating the phase I study with IDOT and have initiated phase II design of the improvements. The land acquisition process has been initiated at this time due to project funding obligations with grant money received for the construction of the project. b. Part of the phase I update includes re-analysis of the hydraulics and drainage. This included updating the hydraulic model of the West Norman Drain. It was noted that the existing FIS (FEMA) model of the West Norman Drain does not take into account the past improvements to the culvert under US 30 nor the IL 59 bridge. CMT has worked with IDOT to update the hydraulic model to reflect these improvements. c. Compensatory Storage: i. Compensatory storage is proposed to be constructed between the ComEd corridor and the West Norman Drain west of IL 59 on property currently owned by the Crosswinds Church (formerly Village Police property). ii. The current Draft Plat of Highways was prepared based upon initial hydraulic analysis where the Crosswinds Church property provided insufficient compensatory storage and additional storage was planned immediately north of the culvert extension. Updated analysis considering the improvements to the culvert and IL 59 bridge indicate that compensatory storage can be accomplished on the Crosswinds Church property alone. Village of Plainfield 143rd St Extension Phase I Addendum Dayfield Properties Stakeholder Meeting Minutes Date: November 12, 2020 Page 3 of 4 CMT No. 18024201.00 4. Proposed Land Acquisition a. The project proposes acquisition in three areas regarding this property: i. Temporary easement at the entrance at IL 59. This easement is needed to widen IL 59 for a new southbound right turn lane and to reconstruct the entrance to IDOT standards for geometrics. ii. Permanent right-of-way along the south side of the property to facilitate the realignment of US 30 / 143rd Street. iii. An easement northeast of the existing culvert under US 30 / 143rd Street conveying the West Norman Drain. 1. Originally proposed as a permanent drainage easement to provide compensatory storage for fill in the floodplain. 2. Upon updated hydraulic modeling and coordination with IDOT, this area is no longer needed to provide compensatory storage to the ratios of the Village ordinance. 3. Updated intention is to acquire a temporary easement to facilitate culvert extension and channel stabilization. 5. Owner Concerns / Comments a. Clayton noted that in general he is in support of the project. b. Clayton noted in general he does not object to the proposed land acquisitions noted. c. Clayton noted a history of streambank instability in addition to trees blocking the culvert under US 30 / 143rd Street. Clayton suggested clearing of trees and brush in conjunction with bank stabilization. CMT noted that this would be considered in addition to potentially planting of new trees to provide root structure to aid in long term bank stabilization. d. Clayton questioned support of Village Board regarding the project. The Village noted that the project is proceeding with the majority support of the board and that the board recently approved the right-of-way agreement currently under consideration with IDOT. e. Property Access: i. The primary point of concern for the improvements is access to the property. ii. IL 59 Entrance: 1. In the existing condition there is no southbound right nor left turn lanes and there is a mountable median on IL 59. 2. Clayton is concerned that in the proposed condition, northbound traffic on IL 59 will not be able to make a left into the property with the addition of southbound right and left turn lanes. iii. US 30 / 143rd Street Entrance: 1. In the existing condition, this entrance is located within the eastbound left turn lane taper for the left turn lane for IL 59. 2. In the proposed condition, the entrance is again located within the eastbound left turn lane taper for the left turn lane for IL 59. 3. In the proposed condition there is no eastbound left turn lane for traffic to enter the property. Clayton noted concern for safe eastbound left turning movements into the property without a left turn lane. 4. There is a potential that this turn lane storage could be extended to the west. It is anticipated that IDOT may have concerns of traffic waiting to turn into the property conflicting with the traffic attempting to turn left onto IL 59. More simply put a truck waiting to turn left into the property would block left turn traffic trying to Village of Plainfield 143rd St Extension Phase I Addendum Dayfield Properties Stakeholder Meeting Minutes Date: November 12, 2020 Page 4 of 4 CMT No. 18024201.00 get to IL 59 with the potential for vehicles to move around said truck offering a potential hazard for thru traffic. 5. Clayton noted that there is currently a 5-year lease agreement with the property immediately to the west (other side of the waterway) and that there is substantial truck traffic between the properties. 6. The Village noted that as this is currently and will continue to be an IDOT route, and that IDOT would have the final determination on if roadway geometrics could be updated. 7. Clayton acknowledged and requested that the Village present alternatives to IDOT. 8. The Village and CMT noted that they will develop alternatives to present to IDOT. It is believed that extending the left turn lane could be accomplished without impacting the footprint of the project. It was noted that he raised median on us 30/143rd Street has been positioned to facilitate turning movements of the entrance. 6. Next Steps: a. The plat of highways will need to be updated to show the change in easement type north of the culvert. The updated plat will then be provided to the appraiser such that the appraisal may be updated. b. IDOT execution of a right-of-way agreement between the Village and IDOT is pending approval. Once this is approved the project will be prepared to make offers to property owners. Note that easement and right-of-way for this property will be acquired in the name of the State as it is adjacent to state right-of-way. 7. Action Items: a. The Village and CMT will work on alternatives for an eastbound left turn lane for access to the property to present to IDOT. CMT will provide any updates to the roadway plan as a result of coordination with IDOT. b. CMT to provide IDOT standard temporary easement language to the owner in advance of negotiations for their reference. c. CMT to provide updated exhibit’s illustrating proposed property acquisition. d. Once the plats are updated, CMT will provide then to the owner. Note that the plat will also be provided part of the official acquisition offer. The meeting was adjourned at approximately 10:10am. Page 1 of 4 Will Co. Land Use Planning Dept. MEETING MINUTES CMT No. 18024201.00 Project: Village of Plainfield 143rd Street Extension – Phase I CMT No.: 18024201.00 Section No.: 06-00040-00-FP Project No.: M9003 (273) Location: Virtual - Microsoft Teams Date: October 21, 2020 Attendees: NAME REPRESENTING PHONE NUMBER EMAIL Brian Radner Will County Land Use Department bradner@willcountylanduse.com Scott Killinger Baxter & Woodman / Will County Land Use Department skillinger@baxterwoodman.com Scott Threewitt Village of Plainfield – Department of Public Works (815) 230-2037 sthreewitt@goplainfield.com Randy Jessen Village of Plainfield – Department of Public Works (815) 230-2030 rjessen@goplainfield.com Allen Persons Village of Plainfield – Department of Public Works (815) 436-3577 apersons@gloplainfield.com Tice Cole Crawford, Murphy & Tilly, Inc. (630) 907-7059 ccole@cmtengr.com Mike Wittkop Crawford, Murphy & Tilly, Inc. (630) 907-7056 mwittkop@cmtengr.com Chris Dagiantis Crawford, Murphy & Tilly, Inc. (630) 907-7039 cdagiantis@cmtengr.com Alex Zelles Crawford, Murphy & Tilly, Inc. (630) 907-7072 azelles@cmtengr.com Distribution: (transmitted via email on October 29, 2020) Attendees Kevin Stallworth, IDOT District 1 Please review the attached minutes, if our understanding of the information exchange as presented in these notes is different from yours kindly inform us so we can revise accordingly. Should we not here from you within one (1) weeks’ time we will consider these notes correct as presented. Signed Charles “Tice” Cole, PE, PTOE Village of Plainfield 143rd Street Extension Phase I Will Co. Land Use Dept. Meeting Minutes Date: October 21, 2020 Page 2 of 4 CMT No. 18024201.00 A meeting was held with members of Will County Land Use Department, the Village of Plainfield, and CMT on October 21, 2020 via a Microsoft Teams meeting. The meeting began at 1:30 pm 1. Introductions This meeting is being held to inform the Will County Land Use Department of the project, as a portion of the project is located outside of Village limits, and to provide information to the Department to ensure the project will comply with all county regulations. 2. Project Overview The project will create a new roadway extending 143rd Street from IL 59 to IL 126. This new route is planned to be jurisdictionally transferred to IDOT, thereby re-routing IL 126 out of downtown Plainfield and providing a safer more efficient roadway network. The attached Jurisdictional Transfer exhibit illustrates the project location in relation to the roadway network. The project received phase I design approval in December of 2014 with the roadway proposed substantially within ComEd’s property. Subsequently, ComEd re-evaluated their needs and determined that the roadway would no longer be feasible within their property. An alternatives study was performed and an addendum to the phase I Project Development Report (PDR) has been ongoing in accordance with the September 18, 2018 FHWA coordination meeting. The overall project was presented in a Roadway Improvements exhibit, see attached. The project includes a new crossing of the DuPage River, new intersection with Naperville Road, new roadway through the southern portion of a privately owned lake, in addition to widening of culverts on US 30 and IL 126. 3. Project Schedule CMT noted that submission of the final PDR for IDOT design approval is pending IDOT reviews / approvals of several items. The project is targeting a November 2021 letting with prefinal plans due in May of 2021. 4. Public Involvement / Concerned Stakeholders A public information meeting was held on September 24, 2019. IDOT has received numerous emails from a concerned citizen, Ms. Cindy Cordial of 14027 Naperville Road since July 1, 2020. Ms. Cordial has also contacted the Will County Land Use Department with concerns and questions, and the Department received a copy of the draft Location Drainage Study (LDS), dated January 28, 2020. CMT and the Village noted that they were not copied or forwarded said correspondence until September 23, 2020. CMT provided a summary of coordination with Ms. Cordial and added that that official responses to recent questions are being coordinated with IDOT and FHWA. It was noted that IDOT has approved the noise report and DuPage River hydraulic report at this time. The Village has had multiple project stakeholder meetings with the Bass & Gill Club, the owner of Fletcher Lake. Bass & Gill Club input was considered on the design of the fill and retaining wall in the lake between Naperville Road and IL 126. A sight screen wall has been voluntarily incorporated into the design by the Village which also serves as a storm water best management practice. The wall acts as a shield for to minimize chlorides from salt spray entering the lake during snow plowing operations. The storm sewer outlets have also been rerouted to avoid discharge to the lake. In addition to compensatory storage, the Club has requested that the usable lake volume be reestablished at depths desirable for plant and fish habitat. The Village is committed to Village of Plainfield 143rd Street Extension Phase I Will Co. Land Use Dept. Meeting Minutes Date: October 21, 2020 Page 3 of 4 CMT No. 18024201.00 working with this stakeholder to provide equal or greater usable lake volume than impacted. The Department noted that while they can confirm whether the project complies with county regulations, they do not have review authority and as such will not be providing review and approval of the project studies. The Village stated that Will County has provided multiple letters of support and been a co-sponsor on grant applications and is in support of this project. The Village informed the Department that they would be willing to aid in responding to any correspondence the Department receives on the project. Additionally, the Department may direct interested parties to contact the Village with any questions/comments/concerns. The Village noted that they continue to respond to all correspondence on the project, regardless if the person resides within the Village or not, and that they are committed to adhering to all local, state and federal requirements. 5. Floodplain / Location Drainage Study (LDS) CMT explained that Fletcher Lake (Bass & Gill Club) is shown as Zone A floodplain by FEMA mapping, which, by definition, does not have an established 100-year floodplain elevation (see attached floodplain exhibit). CMT determined an elevation for evaluation purposes based on the drainage area and the volume of runoff entering the lake area for various storm events. While the FEMA mapping indicates a connection of the Fletcher Lake floodplain to the DuPage River floodplain, there is no surface connection identified based on contours, site conditions, and historical flooding events. As a result, the floodplain elevation of Fletcher Lake is lower and different than the DuPage River floodplain elevation. Additionally, the US Army Corp of Engineers has also concluded that there is no connection to the DuPage River and that Fletcher Lake is not under the jurisdiction of the Corps. The project is not proposing to change the base flood elevation, and as such, will not be submitted for a FEMA map change. For the Fletcher Lake, the calculated 10 and 100-year flood elevations were used as the basis to determine the amount of fill in the floodplain, and the offsetting compensatory storage required. The project is adhering to the Village’s compensatory requirement of 1.5:1 replacement for floodplain impacts, which is greater than both that of IDNR (1:1) and the Will County requirements (1.25:1). Additionally, the project will provide offsetting volume for fill placed below the water level at a minimum ratio of 1:1, which is not a specific requirement, but requested by the Bass & Gill Club and voluntarily incorporated by the Village to mitigate the impacts of the fill. The Village noted that the entire project is being held to the same regulations and ordinances. A draft LDS, dated January 28, 2020, was submitted to IDOT and a copy forwarded to concerned citizens. Since then, the LDS has been updated with additional information and is currently being reviewed by IDOT D1 Hydraulics. 6. Water Resources CMT described the existing water resources located within the project area, jurisdictional status of the resources, and anticipated project impacts. A total of 21 water resources have been identified within the ESR limits; 9 features are federally jurisdictional, 7 are isolated and subject to State and local regulation, and 5 are exempt from federal jurisdiction (refer to the attached jurisdictional status exhibit). Just under 1 acre of permanent impact will occur to federal water resources (note: the attached wetland impacts exhibit have not been updated to show this decrease in impact), 2.7 acres of permanent impact will occur to isolated waters, and 0.3 acre of permanent impact will occur to exempt features. Village of Plainfield 143rd Street Extension Phase I Will Co. Land Use Dept. Meeting Minutes Date: October 21, 2020 Page 4 of 4 CMT No. 18024201.00 The Wetland Impact Evaluation (WIE) has been submitted to IDOT, and CMT is awaiting final mitigation ratios/requirements and biological/wetland clearance from the State. The Village will either purchase mitigation credits from an approved wetland mitigation bank, or work with the Forest Preserve District of Will County to complete mitigation requirements at a wetland restoration site (pending approval from the USACE and IDOT/IDNR). CMT will also review the Will County wetland ordinance to ensure compliance. It was noted that wetland/biological resources have not yet been an issue of concern for interested stakeholders/citizens. 7. Conclusions The Department thanked the Village and CMT for the coordination and noted that it is satisfied that the project is being designed to meet or exceed County requirements. The Department additionally understands that there has been substantial public involvement and continued coordination with stakeholders and the general public. It was noted that an additional public meeting is planned once IDOT concurrence is received and the PDR is completed. The Department requested copies of applicable study documents for their reference should they receive additionally questions or comments. The meeting was adjourned at approximately 2:45pm 8. Post Meeting a. CMT has forwarded the email (dated October 8, 2020) from IDOT regarding additional public involvement and coordination required with Will County and the email correspondence (dated October 8, 2020) between IDOT D1 Hydraulics and IDNR. b. CMT will forward a copy of the stakeholder correspondence log and responses to Ms. Cordial, the working Location Drainage Study (LDS), the wetland report, and the approved noise analysis report for County reference. c. CMT will forward IDOT’s required wetland mitigation ratios and requirements and wetland clearance after it is received. d. CMT will ensure compliance with the Will County wetland ordinance. Page 1 of 4 MEETING MINUTES CMT No. 18024201.00 Project: Plainfield 143rd Street Extension Phase I Addendum CMT No.: 18024201.00 Section No.: 06-00040-00-FP Project No.: M9003 (273) Location: Plainfield Public Works Date: November 26, 2019 Subject: Resident Stakeholder Coordination Attendees: NAME REPRESENTING PHONE NUMBER EMAIL Allen Persons Village of Plainfield 815.436.3577 apersons@goplainfield.com Randy Jessen Village of Plainfield 815.230.2030 rjessen@goplainfield.com Scott Threewitt Village of Plainfield 815.230.2037 sthreewitt@goplainfield.com Mike Wittkop Crawford, Murphy & Tilly 630.907.7056 mwittkop@cmtengr.com Eric Hansen Crawford, Murphy & Tilly 309.680.1301 ehansen@cmtengr.com Chris Dagiantis Crawford, Murphy & Tilly 630.907.7039 cdagiantis@cmtengr.com Cindy & Alan Cordial Resident 14027 S. Naperville Road, Plainfield, IL 60544 Joan & Dale Spangler Resident 14019 S. Naperville Road, Plainfield, IL 60544 Beverly Barns Resident 14201 S. Naperville Road, Plainfield, IL 60544 Distribution: File Please review the attached minutes, if our understanding of the information exchange as presented in these notes is different from yours kindly inform us so we can revise accordingly. Should we not here from you within one (1) weeks’ time we will consider these notes correct as presented. Signed Mike Wittkop, P.E. Village of Plainfield 143rd St Extension Phase I Addendum Resident Stakeholder Meeting Min Date: November 26, 2019 Page 2 of 4 CMT No. 18024201.00 A meeting was held at the request of select residences of Naperville Road at the Village of Plainfield Public Works on November 26, 2019. The meeting began at 6:00 pm. 1. Introductions: a. The Purpose of this meeting was to discuss issues specifically related to Fletcher Land and impacts to the Lake Shores subdivision. b. The meeting was scheduled at the request of Ms. Cordial. 2. Right-of-Way: a. The Cordial’s and Spangler’s questioned if the Village was aware that their property limits include a portion of Fletcher Lake. b. CMT acknowledged that the project team is aware of this based upon their research of the existing right-of-way and associated properties. 3. Proposed Improvements: a. The residence’s requested clarification on the blue linework shown on the proposed improvement strip map presented at the public meeting and available on the Village’s website. Their interpretation is that the blue line indicates a rise in the water level of Fletcher Lake. CMT clarified that the blue line is an approximate representation of the existing waterline of Fletcher Lake. This line is placed based upon several data sources including topographic survey, and Will County GIS data. b. The residence’s questioned that the blue areas on the strip map represent. CMT clarified that these areas are intended to be new lake area created. It was questioned if this would be a marsh or actual lake. CMT noted that through previously coordination with the Bass & Gill Club (lake owner) this area will be usable lake. c. Mrs. Barnes questioned what the area between her property and the expanded lake would look like. The Village and CMT explained that the design of this has not been finalized but will likely be a vegetated grade from the property line to the new waterline. The Bass & Gill club has expressed interest in planting trees along this area. Mrs. Barnes noted that currently she maintains a clear area beyond her property line to the existing lake edge. Mrs. Barnes noted concerns of trees being planted on Bass & Gill property obstructing her view of the lake. 4. FEMA Mapping a. The residents noted concerns that the new 2019 FEMA mapping shows their property within the Zone A floodplain and this was not the case with the previous FEMA maps. b. CMT clarified that FEMA floodplain modeling and mapping is independent of this project and the Village. The previous version of the FEMA mapping also showed the floodplain impacting the homes, an exhibit was provided for both the old and current FEMA maps. c. The Cordial’s stated that they spoke with IDOT and were informed that this project would need an independent flood study. Village of Plainfield 143rd St Extension Phase I Addendum Resident Stakeholder Meeting Min Date: November 26, 2019 Page 3 of 4 CMT No. 18024201.00 d. CMT noted that it has evaluated the flooding of Fletcher Lake and that this will be part of the Location Drainage Study (LDS). Mr. Cordial requested a copy of the LDS. CMT and the Village noted that the draft LDS is currently being completed that that it can be made available once it is completed. 5. Change in Flooding Concerns a. The residences have concerns that the proposed improvements will impact flooding of their properties. b. CMT noted that that Fletcher Lake is isolated and not connected to the DuPage River or Lily Cache Creek. Mr. Spangler confirmed and noted a sole incident where the DuPage River overtopped Naperville Road, the flood of 1996. Allen recalled this event and noted that that flood was the largest on record and vastly exceeded the 100-year storm event. c. The intent of the project is to not impact flood levels. The project will be required to follow floodplain regulations which require compensatory storage. Compensatory storage provides additional volume for flood waters to mitigate for any fill between the normal water level and the 100-year flood event. This additional volume is provided at 1.5 times the fill volume. d. Mr. Cordial requested to see the compensatory storage calculations. It was noted that these calculations will be included within the LDS. 6. Change in Normal Water Level Concerns a. The residences have concerns that filling in the pond will result in a rise in elevation of the normal water level. The Cordial’s noted that this year the water has been high and noted for a large portion of the year the water encroached over ten feet into their property. b. The Village noted that fluctuations in water levels is a naturally occurring event of any waterway independent of this project. c. The intent of the project is to not impact normal water levels. CMT stated that in the areas where compensatory storage is being excavated, the intent of the project is also excavating below the normal water level to expand Fletcher Lake and mitigate this concern. d. The residents questioned the depth of the new pond area noting that this is the deepest area of the lake. e. CMT confirmed that they have performed surveys of the lake bottom in this area and that there will be calculations to show that the fill is offset by new pond area. f. The resident’s question if the volume will be at the same rate as compensatory storage. The Village noted that it will be provided at a 1 to 1 ratio. g. Mr. Cordial requested to see the lake volume calculations. It was noted that these calculations will be included within the LDS. 7. Past Studies a. The residents recalled a study done on extending 143rd Street with a conclusion that the extension would not resolve traffic issues in Plainfield. This study was estimated to have been completed around 2000. b. The Village recalled this study and noted that the conclusion was based upon the benefits not outweighing the costs at the time of the study. The study noted that Village of Plainfield 143rd St Extension Phase I Addendum Resident Stakeholder Meeting Min Date: November 26, 2019 Page 4 of 4 CMT No. 18024201.00 other avenues to resolve traffic may be more appropriate such as additional lanes to Route 59 and rerouting of US 30 which have since been completed. The Village noted they will attempt to find this report and if found make it available. c. At present the cost benefit analysis favors the extension of 143rd Street. The 143rd Street Extension project has been recognized by Will County, IDOT, and the Chicago Metropolitan Agency for Planning as providing local and regional benefits to traffic congestion. 8. Open Discussion a. The residents noted that their primary concern is impacts to water levels and flooding and that that was the intent of this meeting. b. It was noted that the residents have several other concerns and would like to discuss these at future meetings. These include impacts to property value, noise, traffic, and light pollution. i. Property Value: The Village and CMT noted that impact to property value is not an exact science and that is dependent upon several factors including constant change in communities. Currently there is no formal program mandated by State or Federal government regarding potential impacts to properties surrounding a federally assisted project. ii. Noise: It was noted that the noise analysis is currently being completed. iii. Truck Traffic: It was noted that Naperville Road is not currently and is not proposed to be a designated truck route. Residents noted current truck traffic. The Village explained that there are instances where trucks can legally travel this roadway. iv. Lighting: It was noted by the Village that roadway lighting is not currently anticipated. CMT clarified that lighting will be installed at the intersection as a safety measure. Additionally, a sightscreen fence is planned along the north side of the roadway along Fletcher Lake. This will function to minimize salt spray from snow plowing and will block vehicle headlights. c. The Village welcomed additional meetings after the new year and additionally expressed their willingness to assist the residents in understanding the various reports requested and received. The meeting was adjourned at approximately 7:15 pm. 1 Batista, Santos From:Masouridis, Eleftherios P Sent:Thursday, October 8, 2020 3:38 PM To:Lewis, Michelle A.; Batista, Santos; Stallworth, Kevin D Subject:FW: Will County Section 06-00040-00-FP 143rd Street Extension in Plainfield Attachments:FIRM 143rdStreet_Location_Drainage_Study 61.pdf fyi E. Perry Masouridis, P.E. Hydraulics Section Chief Bureau of Programming/District 1 Illinois Department of Transportation Email: eleftherios.masouridis@illinois.gov Tel: (847) 705-4474 From: Masouridis, Eleftherios P Sent: Thursday, October 08, 2020 3:38 PM To: Sucoe, Marilyn <Marilyn.Sucoe@illinois.gov> Subject: RE: Will County Section 06-00040-00-FP 143rd Street Extension in Plainfield Marilyn, I have not called her. I do not plan to. If she calls me I would be happy to speak to her, however, we can’t explain what extra precautionary steps will IDNR/OWR take to ensure her entire backyard and potentially house will not be flooded. That response needs to come from IDNR not IDOT. As far as what assurances there are about rises in water levels on Fletcher Lake we can explain again how the process of a Location drainage Study works and how we document it. Although Fletcher Lake is a Zone A, the LDS includes computations for the 10-yr flood elevation and uses the DuPage River 100-yr for a BFE because the FIRM shows a connection to the DuPage River. I’ve attached a copy. The drainage area for Fletcher Lake is less than 200-acres and it is not in the DuPage River floodway. Based on this it doesn’t seem like IDNR/OWR has jurisdiction in that Zone A and from the standpoint of being an administrator of the NFIP it seems that the ordinance is being followed so floodplain impacts are being mitigated. The main issue with the lake is volume which is actually being increased by the project. The project is providing comp storage above and beyond what tis being filled. The new DuPage River bridge is being designed in accordance with the Part 3708 rules and so is the work on the West Norman Drain. All of this is documented in the LDS which she seems to have copy of. Here is an update from when we last communicated. Earlier this week there was a virtual meeting/call with Plainfield, their consultant, FHWA, and various Bureau’s within IDOT about this project. It was part of a normal coordination process where various project are placed on an agenda so their processing can advance as various needs arise. Among other project items the concerns with impacts to the floodplain and coordination with entities outside Plainfield were discussed. The EDP and PDP is going to be sent to Will County for review and comment. The LDS will document any coordination. During the meeting Plainfield indicated they received a FOIA and they shared much draft data. Draft studies are not subject to FOIA but Plainfield said they want to be transparent so they shared draft information. The problem with that 2 is numbers like to ones noted below get cited before they are final and as time goes on and people compare statements and conclusions it becomes very difficult to track where they came from. In addition Plainfield relayed that they held a public meeting late in 2019. So the residents have been informed about and have had opportunity to ask questions about the project. Currently the need and format of an additional public information meeting to present the final plans is being developed. Ms. Cordial and the group she represents will be invited to any meeting. Compensatory storage is part of the floodplain encroachment evaluation in the LDS. As noted in her email the project is providing comp storage that meets or exceeds the amount of fill. Plainfield told us their ordinance is at least as restrictive as Will County so they feel confident they will meet the County ordinance. I hope this helps you prepare a response. Perry E. Perry Masouridis, P.E. Hydraulics Section Chief Bureau of Programming/District 1 Illinois Department of Transportation Email: eleftherios.masouridis@illinois.gov Tel: (847) 705-4474 From: Sucoe, Marilyn <Marilyn.Sucoe@illinois.gov> Sent: Thursday, October 08, 2020 1:25 PM To: Masouridis, Eleftherios P <Eleftherios.Masouridis@illinois.gov> Subject: RE: Will County Section 06-00040-00-FP 143rd Street Extension in Plainfield Perry, Have you spoken with this resident? I can respond and give her your e-mail. Let me know. Marilyn Sucoe Floods Know No Boundaries Marilyn L. Sucoe P.E., CFM Illinois NFIP Coordinator (Acting) IDNR/OWR 2050 Stearns Rd Bartlett, IL 60103 847.608.3181 From: Cindy Cordial <ccordial@paralegalquick.com> Sent: Wednesday, October 7, 2020 4:18 PM To: Sucoe, Marilyn <Marilyn.Sucoe@illinois.gov> Cc: Bev Barnes <musicmomsb@aol.com>; Alan Cordial <acordial@mc-2.com> Subject: [External] Will County Section 06-00040-00-FP 143rd Street Extension in Plainfield 3 Dear Ms. Sucoe, I am reaching out to you as it is my understanding that you are the IDNR - Office of Water Resources, individual responsible to mitigate risk associated with flooding. I am an unincorporated Plainfield resident, who lives on Fletcher Lake. Per my Subdivision Plat, (which I am attaching), I actually own a small portion of land under the lake. I am lot 2. FACTS: • In 2011 the 143rd extension was supposed to be built on top of ComEd property at an estimated cost of $30M. • In a letter on July 16, 2018, ComEd indicated its land use needs had changed and the proposed improvements could no longer co-exist within the existing ComEd property. (PDR Volume 1 pp.6). • In late 2018, Plainfield switches plans and determines take a section of Fletcher lake in an Eminent domain action at an estimated cost of over $59M • On 9/11/18 Plainfield identifies that Floodplain Impacts decrease at the West Norman Drain between IL 59 and the DuPage River. Floodplain impacts increase at the Bass & Gill Club between Naperville Road and IL 126 A net decrease in overall flood plan impacts (PDR Volume 2 P[ 52) • The entire amount of required compensatory storage for fill placed within Fletcher Lake will be located at the southeast and southwest corners of Fletcher Lake. The amount of compensatory storage required for all floodplain fill for the 0-10 year is 3,769 cubic yards with 4,203 cubic yards of compensatory storage being provided. The amount of compensatory storage required for all floodplain fill for the 10-100 year is 2,981 cubic yards with 3,248 cubic yards of compensatory storage being provided. (PDR Volume 1 pp9). • In one of the volumes of Plainfield’s PDR’s submitted, a IDOT employee questions the validity of infilling the lake, which is a Flood Plain to build a road. • My property actually extends into the private Fletcher lake (Bass & Gill Club). • The February 2019 FEMA map places the back portion of my home in risk Zone A from the lake flooding. • Because the Lake is private FEMA has never conducted a study of Fletcher Lake. • During Spring of 2019 and this past spring, (rainy season), water levels on Fletcher Lake reached historic highs, and as a result water covered approximately 15’ inland into my backyard. • Plainfield’s preliminary Location Drainage Study draft dated January 28, 2020, did very little in the way of accounting for the proposed road’s affect on Fletcher Lake. In fact, although on the riverside Plainfield proposes a 1 to 1.5 ratio on the lake side they propose 1 to 1.2. • In addition, Plainfield did not conduct an independent study of Fletcher Lake to determine the impact for increased flooding risk for the property owners who live on the lake. As the water levels rise on Fletcher lake when it rains in the spring without a road being built on the lake, which is a FEMA identified Flood Plain, what extra precautionary steps, will IDNR/Office of Water Resources take to ensure that my entire backyard and potentially house will not be flooded? Many of the unincorporated citizens have expressed their concerns to Plainfield. However, Plainfield refuses to address. In fact, the Mayor told me … “You just can’t accept change”. Perhaps Plainfield just doesn’t care about our real concerns since we have no voting power in Plainfield. Although Will County wishes to help us, their hands are tied, because they have no authorized involvement in the 143rd extension. What assurances do we have that this proposed new road, being built on Fletcher Lake, will not cause additional, rise in water levels on Fletcher Lake? How can your office help in reviewing and ensuring that Plainfield has taken all necessary steps to ensure that water levels will not rise as a result of their proposed road? Thank you so much in advance. Cindy Cordial Paralegal Quick, LLC 4 Partner, Paralegal P: 815.782.5312 M: 630.546.8860 ccordial@paralegalquick.com www.paralegalquick.com * Paralegal Quick is a freelance paralegal firm. We are unauthorized to practice law (UPL). Our services are offered only to attorneys. Attorneys who engage our services must be licensed to practice law. State of Illinois - CONFIDENTIALITY NOTICE: The information contained in this communication is confidential, may be attorney-client privileged or attorney work product, may constitute inside information or internal deliberative staff communication, and is intended only for the use of the addressee. Unauthorized use, disclosure or copying of this communication or any part thereof is strictly prohibited and may be unlawful. If you have received this communication in error, please notify the sender immediately by return e-mail and destroy this communication and all copies thereof, including all attachments. Receipt by an unintended recipient does not waive attorney-client privilege, attorney work product privilege, or any other exemption from disclosure. 1 From:Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Sent:Thursday, December 17, 2020 9:44 AM To:Tice 'Charles' Cole Cc:Ambra Knox; Mike Wittkop; Chris Dagiantis Subject:FW: 143rd St Project (over West Norman Drain) Hydraulics Unit comments Attachments:1997 july flood dupage river north of143rd.pdf External Message: This email was sent from someone outside of CMT. Please use caution with links and attachments from unknown senders or receiving unexpected emails. Tice, I just sent you a link via our Illinois File Transfer site including comments from our IDOT Hydraulics Unit for 143rd Street over West Norman Drain. Please download the file as soon as possible since the link is time sensitive. Please respond to this email message to confirm that you were able to download the file. Revise accordingly and resubmit. Thanks, Kevin From: Batista, Santos <Santos.Batista@illinois.gov> Sent: Tuesday, December 15, 2020 12:34 PM To: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov>; Lewis, Michelle A. <Michelle.Lewis@illinois.gov> Subject: RE: 143rd St Project Kevin, Michelle Lewis and Perry have completed their review of the Hydraulic Report for 143rd Street over West Norman Drain. They had some minor comments and I have mark those up in the report. I will send you the file via the large file transfer. Also attached to this email is a photo Perry found of the 1996 storm that occurred in this area, please also forward to the consultant. Please have the consultant make the corrections and send us our Final copy and as many copies as you need on your end. There will be no official memo, this email serves us documentation were have ordered the final copies. Santos Batista From: Stallworth, Kevin D <Kevin.Stallworth@illinois.gov> Sent: Wednesday, December 2, 2020 10:27 PM To: Batista, Santos <Santos.Batista@illinois.gov> Cc: DavisD1, Michelle L. <Michelle.L.DavisD1@Illinois.gov>; Lewis, Michelle A. <Michelle.Lewis@illinois.gov> Subject: RE: 143rd St Project Thanks Santos. I will forward your advice below to the local agency. 143rd STREET EXTENSION PHASE I ADDENDUM HYDRAULIC REPORT DECEMBER 2019 REVISED: DECEMBER 2020 Appendix O O-1: ELECTRONIC FILES Electronic Files • HEC-RAS Files o USACE’s Model - Project: DuPageRiver.prj o CMT’s Model - Project: WND.prj • HEC-2 Model and supporting Data from FEMA • Stream Survey Data