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Home My WebLink AboutNC0024333_Application (ATC)_20210614 wyer Hazen Carlon t Pine Blvd.Suite 250 8273.704.357.3150 RECEIVED June 11th 2021 ;N 14 2021 Min Xiao 512 N. Salisbury Street, 9th Floor NCDEQ/DWR/NPDES Raleigh, North Carolina 27604 RE: City of Monroe Wastewater Treatment Plant Flow EQ Basin Storage Improvements Application for Authorization to Construct Permit H&S Project No. 32138-013 Hello Ms. Xiao, On behalf of our client, City of Monroe, we are submitting the following documents for your review and approval for the Authorization to Construct: - 1 copy of FORM ATC-12-14 - 1 full set of drawings - 1 set of project specifications - 1 copy of NC DEQ Jurisdictional Determination (UNION-125) - 1 copy of the Dam Safety Design Report - 1 copy of the NPDES Permit NC0024333 The project consists of the construction of an EQ Basin, and replacement of an existing force main with approximately 800 LF of 24" DIP force main. No increase in impervious area or change to permitted flow is anticipated as a result of the raw water line and EQ Basin construction. The NPDES Permit number for the facility is NC0024333. The estimated construction scheduled is September 2021 —March 2022. Please let me know if you have any questions or comments. I can be reached by phone and 804-332-0789 or by email at emierzejewski(a hazenandsawyer.com. Sincerely, HAZEN AND SAWYER CiturriA Ellie Mierzejewski, PE Engineer hazenandsawyer.com IATTA�. �7 7 � ° L1`JLAAI�WQL� Hazen DATE. JOB NO. June 11th, 2021 32138-013 ATTENTION RE TO WWTP Flow EQ Basin North Carolina Dept.of Environmental and Natural ATC Permit Resources City of Monroe Division of Water Resources/NPDES Attn: Min Xiao UPS 512 N.Salisbury Street,9th Floor RECEIVED Raleigh, NC 27604 t I WE ARE SENDING YOU . Attached Under separate cover via the following items: J U V 1 4 2021 0 Shop drawings 0 Prints Plans 0 Samples II Specifications / Copy of letter Change order Sediment and Erosion Control Plan NCDEQ/DWR NPDES COPIES DATE NO. DESCRIPTION 1 Full Size Drawings 1 ATC Permit Application THESE ARE TRANSMITTED as checked below: For approval 0 Furnish as submitted 0 Resubmit copies for approval ■ For your use D Furnish as corrected 0 Submit copies for distribution As requested 0 Revise and resubmit 0 Return corrected prints For review and comment FOR BIDS DUE 8 _ 20 0 PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: CALL Eleanor K. Mierzejewski 704-941-6056 If enclosures are not as noted,kindly notify us at once. rn m -I D v v h D O RECEIVED .J U N 1 4 2021 NCDEQIDWRINPDES State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) SECTION 1: INSTRUCTIONS AND INFORMATION A. The Division of Water Resources will accept this application package for review only if all of the items are provided and the application is complete.Failure to submit all of the required items will result in the application package being returned as incomplete per 15A NCAC 02T.0105(b). B. Plans and specifications must be prepared in accordance with 15 NCAC 02H.0100, 15A NCAC 02T, North Carolina General Statute 133-3 North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment Facilities. C. The plans and specifications submitted must represent a completed final design that is ready to advertise for bid. D. Any content changes made to this Form ATC-12-14 shall result in the application package being returned. E. The Applicant shall submit ONE ORIGINAL and ONE DIGITAL COPY (CD) of the application, all supporting documentation and attachments. All information must be submitted bound or in a 3-ring binder, with a Section tab for each Section, except the Engineering Plans. F. Check the boxes below to indicate that the information is provided and the requirements are met. G. If attachments are necessary for clarity or due to space limitations, such attachments are considered part of the application package and must be numbered to correspond to the item referenced. H. For any project that requires review under the State Environmental Policy Act (SEPA), an Authorization to Construct cannot be issued prior to the completion of a State Clearinghouse advertisement period for a FONSI,EIS,etc. unless the project qualifies for a Determination of Minor Construction Activity. I. For more information,visit the Division of Water Resources web site at:https://deq.nc.gov/about/divisions/water-resources/water- resources-permits/wastewater-branch/npdes-wastewater/authorization-to-construct. J. In addition to this Authorization to Construct,the Applicant should be aware that other permits may be required from other Sections of the Division of Water Resources(for example: reclaimed water facilities permits;Class A or B biosolids residuals permit). SECTION 2:APPLICANT INFORMATION AND PROJECT DESCRIPTION A. APPLICANT Applicant's name City of Monroe Signature authority's name per 15A NCAC 02T.0106(b) Russell Colbath Signature authority's title Director of Water Resources Complete mailing address 2401 Walkup Avenue, Monroe, NC 28111 Telephone number 704-282-4624 Email address rcolbath@monroenc.org B. PROFESSIONAL ENGINEER Professional Engineer's name James Struve Professional Engineer's title Vice President North Carolina Professional Engineer's License No. 18179 Firm name Hazen and Sawyer Firm License number C-0381 Complete mailing address 9101 Southern Pine Blvd Suite 250,Charlotte NC 28273 Application for Authorization to Construct Permit(FORM ATC-12-14) Page 1 State of North Carolina NC, Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) Telephone number 704-941-6046 Email address jstruve@hazenandsawyer.com C. NPDES PERMIT NPDES Permit number NC0024333 Current Permitted flow(MGD)—include permit flow phases if applicable 10.4 MGD D. PROJECT DESCRIPTION Provide a brief description of the project:The project includes construction of an EQ Basin,and replacement of an existing force main with approximately 800 LF of 24" DIP force main. No increase in impervious area or change to permitted flow is anticipated as a result of the raw water line and EQ Basin construction. SECTION 3: APPLICATION ITEMS REQUIRED FOR SUBMITTAL FOR ALL PROJECTS A. Cover Letter ® The letter must include a request for the Authorization to Construct;the facility NPDES Number; a brief project description that indicates whether the project is a new facility,facility modification,treatment process modification,or facility expansion; the construction timeline; and a list of all items and attachments included in the application package. ® If any of the requirements of 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment Facilities are not met by the proposed design,the letter must include an itemized list of the requirements that are not met. B. NPDES Permit ® Submit Part I of the Final NPDES permit for this facility that includes Part A(Effluent Limitations and Monitoring Requirements) for the monthly average flow limit that corresponds to the work that is requested for this project. C. Special Order by Consent ❑ If the facility is subject to any Special Orders by Consent(SOC),submit the applicable SOC. ® Not Applicable. D. Finding of No Significant Impact or Record of Decision ❑ Submit a copy of the Finding of No Significant Impact or Record of Decision for this project. ❑ Provide a brief description of any of the mitigating factors or activities included in the approved Environmental Document that impact any aspect of design of this project, if not specified in the Finding of No Significant Impact or Record of Decision. ® Not Applicable. E. Engineering Plans ® Per 15A NCAC 02T.0504(c)(1),submit one set of detailed plans that have been signed,sealed and dated by a North Carolina Licensed Professional Engineer. Application for Authorization to Construct Permit(FORM ATC-12-14) Page 2 State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) ® Per 21 NCAC 56.1103(a)(6),the name,address and License number of the Licensee's firm shall be included on each sheet of the engineering drawings. ® Plans must be labeled as follows: FINAL DRAWING—FOR REVIEW PURPOSES ONLY—NOT RELEASED FOR CONSTRUCTION. ® 15A NCAC 02H .0124 requires multiple (dual at a minimum) components such as pumps, chemical feed systems, aeration equipment and disinfection equipment. Is this requirement met by the design? ❑ Yes or ❑ No. If no, provide an explanation: N/A Plans shall include: ® Plans for all applicable disciplines needed for bidding and construction of the proposed project(check as appropriate): ® Civil ❑ Not Applicable ❑ Process Mechanical ® Not Applicable ❑ Structural ® Not Applicable ❑ Electrical ® Not Applicable ❑ Instrumentation/Controls ® Not Applicable ❑ Architectural ® Not Applicable ❑ Building Mechanical ® Not Applicable ❑ Building Plumbing ® Not Applicable ® Plan and profile views and associated details of all modified treatment units including piping,valves,and equipment(pumps, blowers,mixers,diffusers,etc.) ❑ Are any modifications proposed that impact the hydraulic profile of the treatment facility?❑Yes or® No. If yes, provide a hydraulic profile drawing on one sheet that includes all impacted upstream and downstream units. The profile shall include the top of wall elevations of each impacted treatment unit and the water surface elevations within each impacted treatment unit for two flow conditions: (1) the NPDES permitted flow with all trains in service and (2) the peak hourly flow with one treatment train removed from service. ❑ Are any modifications proposed that impact the process flow diagram or process flow schematic of the treatment facility? ❑Yes or®No. If yes,provide the process flow diagram or process flow schematic showing all modified flow paths including aeration, recycle/return,wasting, and chemical feed,with the location of all monitoring and control instruments noted. F. ® Engineering Specifications ® Per 15A NCAC 02T.0504(c)(2),submit one set of specifications that have been signed,sealed and dated by a North Carolina Licensed Professional Engineer. ® Specifications must be labeled as follows: FINAL SPECIFICATIONS — FOR REVIEW PURPOSES ONLY — NOT RELEASED FOR CONSTRUCTION. Specifications shall include: ® Specifications for all applicable disciplines needed for bidding and construction of the proposed project (check as appropriate): ❑ Civil ❑ Not Applicable ❑ Process Mechanical ® Not Applicable ❑ Structural ® Not Applicable ❑ Electrical ® Not Applicable ❑ Instrumentation/Controls ® Not Applicable Application for Authorization to Construct Permit(FORM ATC-12-14) Page 3 State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) ❑ Architectural ® Not Applicable ❑ Building Mechanical ® Not Applicable ❑ Building Plumbing ® Not Applicable ® Detailed specifications for all treatment units and processes including piping, valves, equipment (pumps, blowers, mixers, diffusers,etc.),and instrumentation. ® Means of ensuring quality and integrity of the finished product including leakage testing requirements for structures and pipelines,and performance testing requirements for equipment. ® Bid Form for publicly bid projects. G. Construction Sequence Plan ® Construction Sequence Plan such that construction activities will not result in overflows or bypasses to waters of the State. The Plan must not imply that the Contractor is responsible for operation of treatment facilities. List the location of the Construction Sequence Plan as in the Engineering Plans or in the Engineering Specifications or in both:6002, EC01,31 25 00 H. Engineering Calculations • Per 15A NCAC 02T.0504(c)(3),submit one set of engineering calculations that have been signed,sealed and dated by a North Carolina Licensed Professional Engineer;the seal,signature and date shall be placed on the cover sheet of the calculations. For new or expanding facilities and for treatment process modifications that are included in Section 4.C,the calculations shall include at a minimum: ❑ Demonstration of how peak hour design flow was determined with a justification of the selected peaking factor. ❑ Influent pollutant loading demonstrating how the design influent characteristics in Section 4.B.2 of this form were determined. ❑ Pollutant loading for each treatment unit demonstrating how the design effluent concentrations in Section 4.B.2 of this form were determined. ❑ Hydraulic loading for each treatment unit. ❑ Sizing criteria for each treatment unit and associated equipment(blowers, mixers, pumps,etc.) ❑ Total dynamic head (TDH)calculations and system curve analysis for each pump specified that is included in Section 4.C.6. ❑ Buoyancy calculations for all below grade structures. ❑ Supporting documentation that the specified auxiliary power source is capable of powering all essential treatment units. I. Permits ® Provide the following information for each permit and/or certification required for this project: Permit/ If Not Issued Provide Not Date Date Certification Status and Expected Permit/Certification Applicable Submitted Approved Number Issuance Date -- IN REVIEW— Dam Safety 6/1/21 EXPECTED ISSUE DATE 7/1/21 IN REVIEW— Soil Erosion and Sediment Control 6/1/21 EXPECTED ISSUE DATE 7/1/21 USCOE /Section 404 Permit N/A Application for Authorization to Construct Permit(FORM ATC-12-14) Page 4 State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) Water Quality Certification (401) N/A USCOE/Section 10 N/A Stormwater Management Plan N/A CAMA N/A NCDOT Encroachment Agreement N/A Railroad Encroachment Agreement N/A Other: N/A J. Residuals Management Plan ❑ For all new facilities, expanding facilities, or modifications that result in a change to sludge production and/or sludge processes, provide a Residuals Management Plan meeting the requirements of 15A NCAC 02T.0504(i) and 15A NCAC 02T .0508;the Plan must include: ❑ A detailed explanation as to how the generated residuals(including trash,sediment and grit)will be collected, handled, processed,stored,treated,and disposed. ❑ An evaluation of the treatment facility's residuals storage requirements based upon the maximum anticipated residuals production rate and ability to remove residuals. ❑ A permit for residuals utilization or a written commitment to the Applicant from a Permittee of a Department approved residuals disposal/utilization program that has adequate permitted capacity to accept the residuals or has submitted a residuals/utilization program application. ❑ If oil,grease,grit or screenings removal and collection is a designated unit process,a detailed explanation as to how the oil/grease will be collected,handled, processed,stored and disposed. ® Not Applicable. Application for Authorization to Construct Permit(FORM ATC-12-14) Page 5 State of North Carolina ;.; Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) SECTION 4: PROJECT INFORMATION A. WASTEWATER TREATMENT PLANT FLOW INFORMATION—COMPLETE FOR NEW OR EXPANDING FACILITIES 1. Provide the following flow information: Plant Flows Existing Plant Design MGD Current NPDES Permit Limit MGD Current Annual Average (past 12 months) MGD For Past 12 Months: For Past 24 Months: Start Date: month/yr Start Date: month/yr End Date: month/yr End Date:month/yr Maximum Month MGD MGD Maximum Day MGD MGD Peak Hour MGD MGD Application for Authorization to Construct Permit(FORM ATC-12-14) Page 6 Nic State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) B. WASTEWATER TREATMENT FACILITY DESIGN INFORMATION—COMPLETE FOR NEW OR EXPANDING FACILITIES AND FOR TREATMENT PROCESS MODIFICATIONS 1. Have all of the requirements of 15 NCAC 02H.0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina General Statute 143-215.1,and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment Facilities been met by the proposed design and specifications?❑Yes or❑ No. If no, provide justification as to why the requirements are not met,consistent with 15A NCAC 02T.0105(n): 2. Provide the design influent and effluent characteristics that are used as the basis for the project design,and the NPDES permit limits for the following parameters: Project Basis of Design Design Influent Design Influent Influent Concentration Load Concentration- (Must be (Must be Current Annual supported by supported by Average(past Engineering Engineering Design Effluent 12 months)if Calculations Calculations Concentration and/or NPDES Permit Limits Parameter Available [Section 3.H]) [Section 3.H]) Load (monthly average) Ammonia Nitrogen mg/L Summer mg/L Summer mg/L mg/L lb/day (NH3-N) mg/L Winter mg/L Winter Biochemical mg/L Summer mg/L Summer Oxygen Demand mg/L mg/L lb/day - (BOD5) mg/L Winter mg/L Winter Fecal Coliform per 100 mL per 100 mL Nitrate+Nitrite Nitrogen(NO3-N + mg/L mg/L NO2-N) Total Kjeldahl Nitrogen mg/L mg/L mg/L Total Nitrogen lb/year lb/year mg/L mg/L Total Phosphorus mg/L mg/L lb/day lb/year lb/year Total Suspended Solids(TSS) mg/L mg/L lb/day mg/L mg/L 3. Based on the"Project Basis of Design"parameters listed above,will the proposed design allow the treatment facility to meet the NPDES Permit Limits listed above?❑Yes or❑ No. If no, describe how and why the Permit Limits will not be met: Application for Authorization to Construct Permit(FORM ATC-12-14) Page 7 State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) 4. Per 15A NCAC 02T.0505(i), by-pass and overflow lines are prohibited. Is this condition met by the design?❑Yes or❑ No If no,describe the treatment units bypassed, why this is necessary,and where the bypass discharges: 5. Per 15A NCAC 02T.0505(k), multiple pumps shall be provided wherever pumps are used. Is this condition met by the design?❑Yes or❑ No. If no, provide an explanation: 6. Per 15A NCAC 02T.0505(1), power reliability shall be provided consisting of automatically activated standby power supply onsite capable of powering all essential treatment units under design conditions,or dual power supply shall be provided per 15A NCAC 02H.0124(2)(a). Is this condition met by the design? ❑Yes or❑ No. If no,provide(as an attachment to this Application)written approval from the Director that the facility: ➢ Has a private water supply that automatically shuts off during power failures and does not contain elevated water storage tanks,and ➢ Has sufficient storage capacity that no potential for overflow exists,and ➢ Can tolerate septic wastewater due to prolonged detention. 7. Per 15A NCAC 02T.0505(o), a minimum of 30 days of residual storage shall be provided. Is this condition met by the design? ❑Yes or❑ No. If no, explain the alternative design criteria proposed for this project in accordance 15A NCAC 02T.105(n): 8. Per 15A NCAC 02T.0505(q),the public shall be prohibited from access to the wastewater treatment facilities. Explain how the design complies with this requirement: 9. Is the treatment facility located within the 100-year flood plain? ❑Yes or❑ No. If yes,describe how the facility is protected from the 100-year flood: C. WASTEWATER TREATMENT UNIT AND MECHANICAL EQUIPMENT INFORMATION—COMPLETE FOR NEW OR EXPANDING FACILITIES AND FOR MODIFIED TREATMENT UNITS 1. PRELIMINARY AND PRIMARY TREATMENT(i.e., physical removal operations and flow equalization): No.of Plan Sheet Specification Calculations Treatment Unit Type Size per Unit Provided? Units Reference Reference (Yes or No) Manual Bar Screen MGD at peak hourly flow Mechanical Bar Screen MGD at peak hourly flow Grit Removal MGD at peak hourly flow Flow Equalization -- gallons Primary Clarifier Circular ft diameter; ft side water depth Primary Clarifier Rectangular square feet; ft side water depth Other Application for Authorization to Construct Permit(FORM ATC-12-14) Page 8 State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) 2. SECONDARY TREATMENT(BIOLOGICAL REACTORS AND CLARIFIERS)(i.e., biological and chemical processes to remove organics and nutrients) No.of Plan Sheet Specification Calculations Treatment Unit Provided? Units Type Size per Unit Reference Reference (Yes or No) Aerobic Zones/ gallons Tanks Anoxic Zones/ gallons Tanks Anaerobic Zones/Tanks gallons Sequencing Batch Reactor(SBR) gallons Membrane Bioreactor(MBR) -- gallons Secondary Clarifier Circular ft diameter; ft side water depth Secondary Clarifier Rectangular square feet; ft side water depth Other 3. TERTIARY TREATMENT No.of Plan Sheet Specification Calculations Treatment Unit Type Size per Unit Provided? Units Reference Reference (Yes or No) Tertiary Clarifier Circular ft diameter; ft side water depth Tertiary Clarifier Rectangular square feet; ft side water depth Tertiary Filter square feet Tertiary Membrane Filtration square feet Post-Treatment Flow Equalization -- gallons Post-Aeration gallons Other 4. DISINFECTION No.of Plan Sheet Specification Calculations Treatment Unit Type Size per Unit Provided? Units Reference Reference (Yes or No) gal/day per bank at Ultraviolet Light (Parallel;in peak hourly flow; number of banks; series) number of lamps/bank Chlorination (Gas; gallons of contact tablet; liquid) tank/unit Application for Authorization to Construct Permit(FORM ATC-12-14) Page 9 State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) Dechlorination (Gas; gallons of contact tablet; liquid) tank/unit 5. RESIDUALS TREATMENT I I i n No.of Plan Sheet Specification Ca cu at o s Treatment Unit Type Size per Unit Provided? Units Reference Reference (Yes or No) Gravity Thickening square feet; ft side Tank water depth Mechanical Thickening/ dry lb/hour Dewatering Aerobic Digestion gallons Anaerobic Digestion gallons Composting dry lb/hour Drying dry lb/hour Other 6. PUMP SYSTEMS(include influent, intermediate, effluent, major recycles,waste sludge,thickened waste sludge and plant drain pumps) No.of Capacity of Plan Sheet Specification Location Pumps Purpose Type each pump Reference Reference GPM TDH 7. MIXERS No.of Power of Plan Sheet Specification Location Purpose Type each Mixer Mixers (HP) Reference Reference Application for Authorization to Construct Permit(FORM ATC-12-14) Page 10 NC State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL QUALITY APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) 8. BLOWERS Capacity of Location No.of Purpose Type each Blower Plan Sheet Specification Blowers (CFM) Reference Reference 9. ODOR CONTROL No.of Plan Sheet Specification Location Units Purpose Type Reference Reference • D. SETBACKS—COMPLETE FOR NEW WASTEWATER TREATMENT STRUCTURES 1. The minimum distance for each setback parameter to the wastewater treatment/storage units per 15A NCAC 02T.0506(b) are as follows: Minimum Distance Is Minimum Distance Required from Nearest Requirement met by the Setback Parameter Design?If"No",identify Treatment/Storage Unit Setback Waivers in Item D.2 Below _ Any habitable residence or place of assembly under separate 1 ownership or not to be maintained as part of the project site 100 ft ®Yes ❑ No Any private or public water supply source 100 ft ®Yes ❑ No Surface waters(streams—intermittent and perennial, perennial 50 ft ®Yes ❑ No waterbodies, and wetlands) Any well with exception of monitoring wells 100 ft ®Yes ❑ No Any property line 50 ft ®Yes ❑ No 2. Have any setback waivers been obtained per 15A NCAC 02T .0506(d)? ❑ Yes or ® No. If yes, have these waivers been written, notarized and signed by all parties involved and recorded with the County Register of Deeds? ❑Yes or❑ No. If no, provide an explanation: Application for Authorization to Construct Permit(FORM ATC-12-14) Page 11 State of North Carolina Department of Environmental Quality Division of Water Resources Water Resources ENVIRONMENTAL al/ALIT Y APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT(FORM ATC-12-14) SECTION 5: APPLICATION CERTIFICATION BY PROFESSIONAL ENGINEER Professional Engineer's Certification per 15A NCAC 02T.0105: I,James Struve, attest that this application package for an Authorization to Construct (Typed Name of Professional Engineer) for the Wastewater Treatment Plant Flow EQ Basin Storage Improvements (Facility and Project Name) was prepared under my direct supervisory control and to the best of my knowledge is accurate, complete and consistent with the information supplied in the engineering plans, specifications, calculations, and all other supporting documentation for this project. I further attest that to the best of my knowledge the proposed design has been prepared in accordance with all applicable regulations and statutes, 15 NCAC 02H. 0100, 15A NCAC 02T, North Carolina General Statute 133-3, North Carolina General Statute 143-215.1, and Division of Water Resources Minimum Design Criteria for NPDES Wastewater Treatment Facilities, and this Authorization to Construct Permit Application, except as provided for and explained in Section 4.B.1 of this Application. I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based solely upon this Certification and that the Division may waive the technical review of the plans, specifications, calculations and other supporting documentation provided in this application package. I further understand that the application package may be subject to a future audit by the Division. Although certain portions of this submittal package may have been prepared, signed and sealed by other professionals licensed in North Carolina, inclusion of these materials under my signature and seal signifies that I have reviewed the materials and have determined that the materials are consistent with the project design. I understand that in accordance with General Statutes 143-215.6A and 143-215.6B, any person who knowingly makes any false statement, representation, or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine not to exceed $10,000, as well as civil penalties up to S25,000 per violation. North Carolina Professional Engineer's seal with written signature placed over or adjacent to the seal and dated: CAR°, Q_F .ss/oy y9 18179 _/ y FNGiNE�� J� (o/! /ZoZ► '‘7(("5' N. S-C° Application for Authorization to Construct Permit(FORM ATC-12-14) Page 12 State of North Carolina Department of Environmental Quality Division of Water Resources APPLICATION FOR AUTHORIZATION TO CONSTRUCT PERMIT (FORM ATC-12-14) SECTION 6: APPLICATION CERTIFICATION BY APPLICANT Applicant's Certification per 15A NCAC 02T.0106(b): I, Russell Colbath, attest that this application package for an Authorization to Construct (Typed Name of Signature Authority and Title) for the Wastewater Treatment Plant Flow EQ Basin Storage Improvements (Facility and Project Name) has been reviewed by me and is accurate and complete to the best of my knowledge. I also understand that if all required parts of this application package are not completed and that if all required supporting information and attachments are not included,this application package will be returned to me as incomplete. I further certify that in accordance with 15A NCAC 02T .0120(b),the Applicant or any affiliate has not been convicted of environmental crimes, has not abandoned a wastewater facility without proper closure, does not have an outstanding civil penalty where all appeals have been abandoned or exhausted, are compliant with any active compliance schedule, and does not have any overdue annual fees. I understand that the Division of Water Resources' issuance of the Authorization to Construct Permit may be based solely upon acceptance of the Licensed Professional Engineer's Certification contained in Section 5, and that the Division may waive the technical review of the plans, specifications,calculations and other supporting documentation provided in this application package. I further understand that the application package may be subject to a future audit. I understand that in accordance with General Statutes 143-215.6A and 143-215.6E any person who knowingly makes any false statement, representation,or certification in any application package shall be guilty of a Class 2 misdemeanor, which may include a fine xceed $10,0 0, as well civil penalties up to $25,000 per violation.io f Signature- Date: (� d - 2 THE COMPLETED APPLICATION AND SUPPORTING INFORMATION SHALL BE SUBMITTED TO: NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF WATER RESOURCES/NPDES By U.S. Postal Service By Courier/Special Delivery: 1617 MAIL SERVICE CENTER 512 N. SALISBURY STREET, 9TH FLOOR RALEIGH, NORTH CAROLINA 27699-1617 _ RALEIGH, NORTH CAROLINA 27604 TELEPHONE NUMBER: (919) 707-3644 Application for Authorization to Construct Permit(FORM ATC-12-14) Page 13 City of 11 onroe Water Resources TECHNICAL SPECIFICATIONS FOR Wastewater Treatment Plant Flow EQ Basin Storage Improvements MAY 202 1 NC DEQ Dam Safety Program Submittal VOLUME 1 OF 1 1,,,,, .`\• \,,c CARC,/ ,• •,,, O .oFEss�o�...7 0. c IGINe. ////,,RY G.0 \\\\ 5/26/2021 THIS PAGE INTENTIONALLY LEFT BLANK CITY OF MONROE WATER RESOURCES WASTEWATER TREATMENT PLANT FLOW EQ BASIN STORAGE IMPROVEMENTS SECTION 00 01 10 TABLE OF CONTENTS DIVISION 31 — EARTHWORK Section Title 31 00 01 Earthwork 31 05 17 Riprap 31 05 19 Geotextiles 31 10 00 Clearing, Grubbing, and Site Preparation 31 23 13 Foundation Preparation 31 23 16 Excavation by Blasting 31 25 00 Erosion and Sedimentation Control DIVISION 32 — EXTERIOR IMPROVEMENTS Section Title 32 90 00 Final Grading and Landscaping MAY 2021 00 01 10-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS THIS PAGE INTENTIONALLY LEFT BLANK MAY 2021 00 01 10-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS SECTION 31 00 01 EARTHWORK PART 1 — GENERAL 1.01 THE REQUIREMENT A. Furnish all labor, equipment and materials required to complete all work associated with excavation, including off-site borrow excavation, dewatering, backfill, drainage layers beneath and around structures, foundation and backfill stone, filter fabric, embankments, stockpiling topsoil and any excess suitable material in designated areas, in place compaction of embankments, backfill and subgrades beneath foundations and roadways, excavation support, disposing from the site all unsuitable materials, providing erosion and sedimentation control grading, site grading and preparation of pavement and structure subgrade, and other related and incidental work as required to complete the Work shown on the Drawings and specified herein. B. All excavations shall be in conformity with the lines, grades, and cross sections shown on the Drawings or established by the Engineer. C. It is the intent of this Specification that the Contractor conduct the construction activities in such a manner that erosion of disturbed areas and off-site sedimentation be absolutely minimized. D. All work under this Contract shall be done in conformance with and subject to the limitations of the latest editions of the North Carolina Department of Transportation (NCDOT) Standard Specifications for Roads and Structures and the North Carolina Erosion and Sediment Control Planning and Design Manual. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 05 19— Geotextiles B. Section 31 10 00— Clearing, Grubbing, and Site Preparation C. Section 31 23 13— Foundation Preparation D. Section 31 23 16 — Excavation by Blasting E. Section 32 90 00— Final Grading and Landscaping 1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Without limiting the generality of the other requirements of the Specifications, all work herein shall conform to the applicable requirements of the following documents. All MAY 2021 31 00 01-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS referenced Specifications, codes, and standards refer to the most current issue available at the time of Bid. 1. NCDOT Standard Specifications for Roads and Structures, latest edition. 2. American Society for Testing and Materials (ASTM): a. ASTM C 127—Test for Specific Gravity and Absorption of Coarse Aggregate. b. ASTM C 136—Test for Sieve Analysis of Fine and Coarse Aggregates. c. ASTM D 422— Particle Size Analysis of Soils. d. ASTM D 423—Test for Liquid Limit of Soils. e. ASTM D 424 —Test for Plastic Limit and Plasticity Index of Soils. f. ASTM C 535 —Test for Resistance to Degradation of Large Size Coarse 9 9 Aggregate by Abrasion and Impact in the Los Angeles Machine. g. ASTM D 698— Standard Method of Test for the Moisture - Density Relations of Soils Using a 5.5 lb. (2.5 kg) Rammer and a 12-inch (305 mm) Drop. h. ASTM D1556—Test for Density of Soil in Place by the Sand-Cone Method. i. ASTM D1557—Test for Moisture-Density Relations of Soils and Soil Aggregate Mixtures Using 10-lbs. (4.5 kg) Rammer and 18-inch (457 mm) Drop. j. ASTM D2049—Test Method for Relative Density of Cohesionless Soils. k. ASTM D2167 —Test for Density of Soil in Place by the Rubber-Balloon Method. I. ASTM D2216 —Test for Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil Aggregate Mixtures. m. ASTM D2487 —Test for Classification of Soils for Engineering Purposes. n. ASTM D2922 —Test for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). 1.04 SUBSURFACE CONDITIONS A. Information on subsurface conditions is referenced under Division 1, General Requirements. MAY 2021 31 00 01-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS B. Attention is directed to the fact that there may be water pipes, storm drains and other utilities located in the area of proposed excavation. Perform all repairs to same in the event that excavation activities disrupt service. 1.05 SUBMITTALS A. In accordance with the procedures and requirements set forth in Division 1 and Division 2 of these Specifications, the Contractor shall submit the following: 1. Name and location of all material suppliers. 2. Certificate of compliance with the standards specified above for each source of each material. 3. List of disposal sites for waste and unsuitable materials and all required permits for use of those sites. 4. Plans and cross sections of open cut excavations showing side slopes and limits of the excavation at grade. 5. Construction drawings and structural calculations for any types of excavation support required. Drawings and calculations shall be sealed by a currently registered Professional Engineer in the State of North Carolina. 6. Monitoring plan and pre-construction condition inspection and documentation of all adjacent structures, utilities, and roadways near proposed installation of excavation support systems and near areas where dewatering is required to facilitate construction. 7. Dewatering procedures. 1.06 QUALITY CONTROL A. No earthwork shall be performed unless the Engineer or his representative responsible for quality control of the earthwork is on site. B. No fill material shall be placed until the exposed subgrade is evaluated and approved by the Engineer. 1.07 PRODUCT HANDLING A. Soil and rock material shall be excavated, transported, placed, and stored in a manner so as to prevent contamination, segregation, and excessive wetting. Materials which have become contaminated or segregated will not be permitted in the performance of the Work and shall be removed from the site. MAY 2021 31 00 01-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 1.08 USE OF EXPLOSIVES A. When the use of explosives is necessary for the prosecution of the work, the Contractor shall exercise the utmost care not to endanger life or property. The Contractor shall be responsible for any and all damage or injury to persons or property resulting from the use of explosives. Use of explosives shall be in accordance with Section 31 23 16— Excavation by Blasting. PART 2 — PRODUCTS 2.01 EARTH FILL A. Soils from the excavations meeting requirements stipulated herein with the exceptions of topsoil and organic material may be used as Fill for backfilling, constructing embankments, reconstructing existing embankments, and as structural subgrade support. B. Soil material which is too wet to permit proper compaction can be spread and allowed to dry. Drying can be facilitated by discing or harrowing until the moisture content is reduced to an acceptable level. When the soil is too dry, water should be applied uniformly to the subgrade surface or to the layer to be compacted. C. All fill material shall come from onsite excavation or an approved borrow source and shall consist of clean soils free of debris, organics, and rock particles larger than 6- inches in diameter. D. Off-site borrow shall meet Unified Soil Classification System (USCS) designation SM, SP, SW, GP, GM, OR GW and be approved by the engineer. E. All Fill shall be approved by the Engineer prior to placement. F. Regardless of material used as Fill, materials shall be compacted at a moisture content satisfactory to the Engineer, which shall be approximately that required to produce the maximum density except that the moisture content shall not be more than 2% below nor more than 2% above the optimum moisture content for the particular material tested in accordance with the ASTM D698. G. Geosynthetic Clay Liner (GCL) cover and subgrade layers shall be non-plastic, silt sand with a friction angle of at least 34 degrees and a maximum particle size of 3-inches. H. Fill used as subgrade support shall be a coarse aggregate material meeting the requirements of No. 57 or No. 78 stone as indicated in the NCDOT Standard Specifications for Roads and Structures. I. Where excavated material does not meet requirements for Earth Fill, Contractor shall borrow material m in h specifiedhe rein. off site bo owmeeting the requirements here n. MAY 2021 31 00 01-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS J. When the excavated material from required excavations is suitable for use as Earth Fill, backfill, bedding, or embankments, but is replaced with off-site borrow material for the Contractor's convenience, the costs associated with such work and material shall be borne by the Contractor. K. Contractor shall stockpile on site in areas designated by the Engineer or as approved by the Owner to avoid hauling material offsite unless contaminated. No stockpiling of excavated material erial would be allowed within 50 feet or in a manner or location that would permit erosion and its subsequent sedimentation into storm drains, streams, ponds, wetlands or other natural areas. 2.02 TOPSOIL A. Topsoil shall be considered the surface layer of soil and sod, suitable for use in seeding and planting. It shall contain no mixture of refuse or any material toxic to plant growth. 2.03 GEOTEXTILES A. The Contractor shall provide geotextiles as indicated on the Drawings and specified herein. The materials and placement shall be as indicated under Section 31 05 19 — Geotextiles. PART 3 — EXECUTION 3.01 STRIPPING OF TOPSOIL A. In all areas to be excavated, filled, paved, or graveled the topsoil shall be stripped to its full depth and shall be deposited in storage piles on the site, at locations designated by the Engineer, for subsequent reuse. B. Topsoil shall be kept separated from other excavated materials and shall be piled free of roots and other undesirable materials. 3.02 EXCAVATION A. All excavations shall be barricaded in such a manner as to prevent persons from falling or walking into any excavation. B. Contractor shall notify the Engineer of unexpected subsurface conditions and discontinue work in affected area until notified to resume work. C. Unless otherwise stated or approved in advance by the Engineer, all excavations shall be configured with 1.5(H):1(V) or flatter slopes. D. Excavations shall be made to the lines, grades, and dimensions shown on the drawings or established by the Engineer. MAY 2021 31 00 01-5 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS E. Excavation shall include the removal of all soil, rock, weathered rock, rocks of all types, boulders, conduits, pipe, and all other obstacles encountered and shown to be removed within the limits of excavation shown on the Drawings or specified herein. F. Where blasting is necessary to perform the required excavations, blasting shall be performed as stipulated in Section 31 23 16— Excavation by Blasting. G. All suitable material removed in the excavation shall be used as far as practicable in the formation of embankments, subgrades, and shoulders, and at such other places as may be indicated on the Drawings or recommended by the Engineer. No excavation shall be wasted except as may be permitted by the Engineer. Refer to the Drawings for specific location and placement of suitable excavated materials in the formation of embankments, backfill, and structural and roadway foundations. THE ENGINEER AND/OR MATERIALS TESTING CONSULTANT WILL DESIGNATE MATERIALS THAT ARE UNSUITABLE. H. The Contractor shall furnish off-site disposal areas for the unsuitable material. I. Where suitable materials containing excessive moisture are encountered above grade in cuts, the Contractor shall construct above grade ditch drains prior to the excavation of the cut material when in the opinion of the Engineer and/or materials testing consultant such measures are necessary to provide proper construction. J. All excavations shall be made in the dry and in such a manner and to such widths as will give ample room for properly constructing and inspecting the structures and/or piping they are to contain and for such excavation support, pumping and drainage as may be required. Excavation shall be made in accordance with the grades and details shown on the Drawings and as specified herein. K. Excavation slopes shall be flat enough to avoid slides that will cause disturbance of the subgrade or damage of adjacent areas. Excavation requirements and slopes shall be as indicated in the Drawings. The Contractor shall intercept and collect surface runoff both at the top and bottom of cut slopes. The intersection of slopes with natural ground surfaces, including the beginning and ending of cut slopes, shall be uniformly rounded as shown on the Drawings or as may be recommended by the Engineer. Concurrent with the excavation of cuts the Contractor shall construct intercepting berm ditches or earth berms along and on top of the cut slopes at locations shown on the Drawings or recommended by the Engineer. All slopes shall be finished to reasonably uniform surfaces acceptable for seeding and mulching operations. No rock or boulders shall be left in place which protrude more than 1 foot within the typical section cut slope lines, and all rock cuts shall be cleaned of loose and overhanging material. All protruding roots and other objectionable vegetation shall be removed from slopes. L. The Contractor shall be required to submit plans of open-cut excavation for review by the Engineer before approval is given to proceed. MAY 2021 31 00 01-6 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS M. All cut areas shall be sealed at the end of each day, to the extent which construction practicality will permit. All temporary cut slopes shall also be protected. N. It is the intent of these Specifications that all structures shall bear on an aggregate base, crushed stone, or screened gravel bedding placed to the thickness shown on the Drawings, specified in these Specifications, or not less than 6-inches. O. The bottom of all excavations for structures and pipes shall be examined by the Engineer and/or Materials Testing Consultant for bearing value and the presence of unsuitable material. If, in the opinion of the Engineer and/or Materials Testing Consultant, additional excavation is required due to the low bearing value of the subgrade material, or if the in-place soils are soft, yielding, pumping and wet, the Contractor shall remove such material to the required width and depth and replace it with thoroughly compacted fill, crushed stone or screened gravel, and/or concrete as recommended by the Engineer. P. The Engineer will determine actual limits for removal of the unsuitable material. Q. The Contractor shall see Section 31 23 13— Foundation Preparation, for additional requirements within Partially Weathered Rock or Mass Rock. R. No additional payment will be made for subgrade disturbance caused by inadequate dewatering or improper construction methods. S. All cuts shall be brought to the grade and cross section shown on the Drawings, or recommended by the Engineer, prior to final inspection and acceptance by the Engineer. T. Slides and overbreaks which occur due to negligence, carelessness or improper construction techniques on the part of the Contractor shall be removed and disposed of by the Contractor as indicated by the Engineer at no additional cost to the Owner. If grading operations are suspended for any reason whatsoever, partially completed cut and fill slopes shall be brought to the required slope and the work of seeding and mulching or other required erosion and sedimentation control operations shall be performed. U. Where the excavation exposes sludge, sludge contaminated soil or other odorous materials, the Contractor shall cover such material at the end of each workday with a minimum of 6-inches and a maximum of 24-inches of clean fill. The work shall be an odor abatement measure and the material shall be placed to the depth deemed satisfactory by the Engineer for this purpose. 3.03 EXCAVATION SUPPORT A. The Contractor shall furnish, place, and maintain such excavation support which may be required to support sides of excavation or to protect structures, pipes, and utilities from possible damage and to provide safe working conditions. The Contractor shall be exclusively responsible for maintaining structure integrity without overstressing and MAY 2021 31 00 01-7 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS damaging existing structures, pipes, and utilities resulting from the Contractor's desires to temporarily place, move, or remove loads on or adjacent to existing structures, pipes, and utilities. If the Engineer is of the opinion that at any point sufficient or proper supports have not been provided, he may order additional supports put in at the expense of the Contractor. The Contractor shall be responsible for the adequacy of all supports used and for all damage resulting from failure of support system or from placing, maintaining and removing it. B. Selection of and design of any proposed excavation support systems is exclusively the responsibility of the Contractor. Contractor shall submit drawings and calculations on proposed systems sealed by a Professional Engineer currently registered in the State of North Carolina. C. The Contractor shall exercise caution in the installation and removal of supports to ensure no excessive or unusual loadings or vibrations are transmitted to any new or existing structure. The Contractor shall promptly repair at his expense any and all damage that can be reasonably attributed to installation or removal of excavation support system. D. Contractor shall monitor movement and vibration in the excavation support systems as well as movement and vibration at adjacent structures, utilities and roadways near excavation supports. Contractor shall submit a monitoring plan developed by the excavation support design engineer. All pre-construction condition assessment and documentation of adjacent structures on-site and off-site shall be performed by the Contractor. If any sign of distress such as cracking or movement occurs in any adjacent structure, utility or roadway during installation of supports, subsequent excavation, service period of supports, subsequent backfill and construction, or removal of supports, Engineer shall be notified immediately. Contractor shall be exclusively responsible for repair of any damage to any roadway, structure, utility, pipes, etc. both on-site and off- site, as a result of his operations. E. All excavation supports shall be removed upon completion of the work except as indicated herein. The Engineer may permit supports to be left in place at the request and expense of the Contractor. The Engineer may order certain supports left permanently in place in addition to that required by the Contract. The cost of the materials so ordered left in place, less a reasonable amount for the eliminated expense of the removal work omitted, will be paid as an extra by a Change Order in accordance with the General Conditions and Division 1. Any excavation supports left in place shall be cut off at least two (2) feet below the finished ground surface or as directed by the Engineer. 3.04 PROTECTION OF SUBGRADE A. To minimize the disturbance of bearing materials and provide a firm foundation, the Contractor shall comply with the following requirements: MAY 2021 31 00 01-8 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 1. Use of heavy rubber-tired construction equipment shall not be permitted on the final subgrade unless it can be demonstrated that drawdown of groundwater throughout the entire area of the structure is at least 3 feet below the bottom of the excavation (subgrade). Even then, the use of such equipment shall be prohibited should subgrade disturbance result from concentrated wheel loads. 2. Subgrade soils disturbed through the operations of the Contractor shall be excavated and replaced with compacted select fill or crushed stone at the Contractor's expense as indicated by the Engineer. 3. The Contractor shall provide positive protection against penetration of frost into materials below the bearing level during work in winter months. This protection can consist of a temporary blanket of straw or salt hay covered with a plastic membrane or other acceptable means. 3.05 PROOFROLLING A. The subgrade of all structures and all areas that will support pavements or fill shall be proofrolled. After stripping of topsoil, excavation to subgrade and prior to placement of fills, the exposed subgrade shall be carefully inspected by probing and testing as needed. B. Any topsoil or other organic material still in place, frozen, wet, soft, or loose soil, and other undesirable materials shall be removed. C. The exposed subgrade shall be proofrolled with a loaded, 10-wheel tandem-axle dump truck to check for pockets of soft material hidden beneath a thin crust of better soil. Any soft or otherwise unsuitable materials thus exposed shall be removed and replaced with an approved compacted material. 3.06 DEWATERING A. The Contractor shall do all dewatering as required for the completion of the work. B. Procedures for dewatering proposed by the Contractor shall be submitted to the Engineer for review prior to any earthwork operations. C. All water removed by dewatering operations shall be disposed of in accordance with the North Carolina Sedimentation Pollution Control Act. D. The dewatering system shall be of sufficient size and capacity as required to control groundwater or seepage to permit proper excavation operations, embankment construction and reconstruction, subgrade preparation, and to allow concrete to be placed in a dry condition. E. The system shall include a pump system or other equipment, appurtenances and other related earthwork necessary for the required control of water. MAY 2021 31 00 01-9 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS F. The system shall prevent the loss of fines, seepage, boils, quick conditions or softening of the foundation strata while maintaining stability of the sides and bottom of the excavation and providing dry conditions for construction operations. G. The Contractor shall drawdown groundwater to at least 3 feet below the bottom of excavations (subgrade) at all times in order to maintain a dry and undisturbed condition. H. The Contractor shall control, by acceptable means, all water regardless of source. Water shall be controlled and its disposal provided for at each berm, structure, etc. The entire periphery of the excavation areas shall be ditched and diked to prevent water from entering the excavation. I. The Contractor shall be fully responsible for disposal of the water and shall provide all necessary means at no additional expense to the Owner. J. The Contractor shall be solely responsible for proper design, installation, proper operation, maintenance, and any failure of any component of the system. K. The Contractor shall be responsible for and shall repair without cost to the Owner, any damage to work in place and the excavation, including damage to the bottom due to heave and including removal of material and pumping out of the excavated area. The Contractor shall be responsible for damages to any other area or structure caused by his failure to maintain and operate the dewatering system proposed and installed by the Contractor. L. The Contractor shall take all the steps that he considers necessary to familiarize himself with the surface and subsurface site conditions and shall obtain the data that is required to analyze the water and soil environment at the site and to assure that the materials used for the dewatering systems will not erode, deteriorate, or clog to the extent that the dewatering systems will not perform properly during the period of dewatering. Copies of geotechnical logs of borings and test pits and laboratory test results are available to the Contractor. This data is furnished for information only, and it is expressly understood that the Owner and Engineer will not be held responsible for any interpretations or conclusions drawn therefrom by the Contractor. M. Prior tothe execution ofth Work, the Contractor, Owner and Engineer shall jointly survey the condition of adjoining structures. Photographs and records shall be made of any prior settlement or cracking of structures, pavements, and the like, that may become the subject of possible damage claims. 3.07 EMBANKMENTS A. The Contractor shall perform the construction of embankments in such a manner that cut and fill slopes will be completed to final slopes and grade in a continuous operation. The operation of removing excavation material from any cut and the placement of embankment in any fill shall be a continuous operation to completion unless otherwise permitted by the Engineer. MAY 2021 31 00 01-10 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS B. Surfaces upon which embankments are to be constructed shall be stripped of topsoil, organic material, rubbish and other extraneous materials. After stripping and prior to placing embankment material, the Contractor shall compact the top 12-inches of in place soil as specified under Paragraph 3.09, COMPACTION. C. Any soft or unsuitable materials revealed before or during the in-place compaction shall be removed as indicated by the Engineer and/or materials testing consultant and replaced with select fill. D. Ground surfaces on which embankment is to be placed, shall be scarified or stepped in a manner which will permit bonding of the embankment with the existing surface. The embankment soils shall be deposited and spread in successive, uniform, approximately horizontal layers not exceeding 8-inch loose lifts for the full width of the cross section and shall be kept approximately level by the use of effective spreading equipment. Hauling shall be distributed over the full width of the embankment, and in no case will deep ruts be allowed to form during the construction of the embankment. The embankment shall be properly drained at all times. Each layer of the embankment shall be thoroughly compacted to the density specified under Paragraph 3.09, COMPACTION. E. The embankment or fill material in the layers shall be of the proper moisture content before rolling to obtain the prescribed compaction. Wetting or drying of the material and manipulation when necessary to secure a uniform moisture content throughout the layer shall be required. Should the material be too wet to permit proper compaction or rolling, all work on all portions of the embankment thus affected shall be delayed until the material has dried to the required moisture content. Samples of all embankment materials for testing, both before and after placement and compaction, will be taken at frequent intervals. From these tests, corrections, adjustments, and modifications of methods, materials, and moisture content will be made to construct the embankment. F. Where embankments are to be placed and compacted on hillsides, or when new embankment is to be compacted against embankments, or when embankment is built in part widths, the slopes that are steeper than 4:1 shall be loosened or plowed to a minimum depth of 6 inches or, if in the opinion of the Engineer, the nature of the ground is such that greater precautions should be taken to bind the fill to the original ground then benches shall be cut in the existing ground as indicated by Engineer. G. When rock and other embankment material are excavated at approximately the same time, the rock shall be incorporated into the outer portions of the embankments and the other material which meets the requirements for fill shall be incorporated into the formation of the embankments. Stones or fragmentary rock larger than 6-inches in their greatest dimension will not be allowed. When rock fragments or stone are used in embankments, the material shall be brought up in layers as specified or directed and every effort shall be exerted to fill the voids with finer material to form a dense, compact mass which meets the densities specified for embankment compaction. MAY 2021 31 00 01-11 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3.08 BACKFILLING A. All structures and pipes shall be backfilled with the type of materials shown on the Drawings and specified herein. B. Loose materials present at the bottom of excavations as a result of excavation operations be re-compacted in order to minimize differential settlements. C. All subgrade areas must be approved by the Engineer prior to initiating the next phase of Work. D. Fill shall be deposited in successive, uniform, approximately horizontal layers not exceeding 6-inch loose lifts for the full width. Stones or fragmentary rock larger than 6-inches in any dimension will not be allowed. E. All fill materials compacted by hand-operated tampers or light compaction equipment shall be placed in maximum 4-inch loose lifts. F. Compaction shall be in accordance with the requirements of Paragraph 3.09, COMPACTION. G. Where excavation support is used, the Contractor shall take all reasonable measures to prevent loss of support beneath and adjacent to pipes and existing structures when supports are removed. If significant volumes of soil cannot be prevented from clinging to the extracted supports, the voids shall be continuously backfilled as rapidly as possible. The Contractor shall thereafter limit the depth below subgrade that supports will be installed in similar soil conditions or employ other appropriate means to prevent loss of support. 3.09 COMPACTION A. The Contractor shall compact embankments, backfill, crushed stone, aggregate base, and in place subgrade in accordance with the requirements of this Section. The densities specified herein refer to percentages of maximum density as determined by the noted test methods. B. Before compaction, each layer should be moistened or aerated as necessary to obtain the required compaction. Each layer should be compacted to the required percentage of maximum dry density. C. Fill should not be placed on surfaces that are muddy or frozen, or have not been approved by testing and/or proof-rolling. Free water should be prevented from appearing on the surface during or subsequent to compaction operations. D. All fill areas should be sufficiently sloped and properly sealed with a smooth drum roller at the end of each workday. MAY 2021 31 00 01-12 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS E. Compaction of materials on the project shall be in accordance with the following: 1. Fill material placed below and extending five (5) feet beyond the foundations and conduits and behind any retaining walls shall be compacted to at least 98 percent of the laboratory maximum dry density as determined by the Standard Proctor method (ASTM D 698). 2. Fill placed within embankments and for general site work shall be compacted to not less than 95 percent of the laboratory maximum dry density as determined by the Standard Proctor method (ASTM D 698). F. Field density tests will be made by the materials testing consultant to determine if the specified densities have been achieved, and these tests shall be the basis for accepting or rejecting the compaction. In-place density tests will be performed in accordance with ASTM D 1556, ASTM D 2167, or ASTM D 2922. The Engineer in conjunction with the materials testing consultant will be the judge as to which test method will be the most appropriate. Failure to achieve the specified densities shall require the Contractor to re-compact the material or remove it as required. The Contractor shall, if necessary, increase his compactive effort by increasing the number of passes, using heavier or more suitable compaction equipment, or by reducing the thickness of the layers. The Contractor shall adjust the moisture contents of the soils to bring them within the optimum range by drying them or adding water as required. G. Testing will be performed as frequently as deemed necessary by the Engineer and/or materials testing consultant. As a minimum, one in-place density test shall be performed for each 1000 cubic yards of embankment placed and 500 cubic yards of backfill placed or one test performed each day for either. 3.10 REMOVAL OF EXCESS AND UNSUITABLE MATERIALS A. The Contractor shall remove and dispose of off-site all unsuitable materials. Within thirty (30) consecutive days after Notice to Proceed, the Contractor shall submit to the Engineer for review all required permits and a list of disposal sites for the unsuitable materials. If the disposal site is located on private property, the submittal shall also include written permission from the owner of record. B. All unsuitable materials shall be disposed of in locations and under conditions that comply with federal, state and local laws and regulations. C. The Contractor shall obtain an off-site disposal area prior to beginning demolition or excavation operations. D. All excess and unsuitable materials shall be hauled in trucks of sufficient capacity and tight construction to prevent spillage. Trucks shall be covered to prevent the propagation of dust. MAY 2021 31 00 01-13 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS E. When all excess and unsuitable material disposal operations are completed, the Contractor shall leave the disposal sites in a condition acceptable to the Owner and Owner(s) of the disposal site(s). 3.11 BORROW EXCAVATION A. Description 1. The Work covered by this section consists of the excavation of approved material from borrow sources and the hauling and utilization of such material as required on the Drawings or recommended by the Engineer. It shall also include the removing, stockpiling, and replacement of topsoil on the borrow source; the satisfactory disposition of material from the borrow source which is not suitable for use; and the satisfactory restoration of the borrow source and haul roads to an acceptable condition upon completion of the work. 2. Borrow excavation shall not be used before all available suitable unclassified excavation has been used for backfill and incorporated into the embankments. B. Materials 1. All material shall meet the requirements of the Specification. C. Construction Methods 1. General a. The surface of the borrow area shall be thoroughly cleared and grubbed and cleaned of all unsuitable material including all organics, topsoil, etc., before beginning the excavation. Disposal of material resulting from clearing and grubbing shall be in accordance with Section 31 10 00 —Clearing, Grubbing, and Site Preparation. b. Each borrow operation shall not be allowed to accumulate exposed, erodible slope area in excess of 1 acre at any one given time without the Contractor's beginning permanent seeding and mulching of the borrow source or other erosion control measures as may be approved by the Engineer. c. The topsoil shall be removed and stockpiled at locations that will not interfere with the borrow operations and that meet the approval of the Engineer. Temporary erosion control measures shall be installed as may be necessary to prevent the erosion of the stockpile material. Once all borrow has been removed from the source or portion thereof, the stockpiled topsoil shall be spread uniformly over the source. d. Where it is necessary to haul borrow material over existing roads, the Contractor shall use all necessary precautions to prevent damage to the MAY 2021 31 00 01-14 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS existing roads. The Contractor shall also conduct his hauling operations in such a manner as to not interfere with the normal flow of traffic and shall keep the traffic lanes free from spillage at all times. 2. Owner Furnished Sources a. Where borrow sources are furnished by the Owner the location of such sources will be as designated on the Drawings or as directed by the Engineer. b. The Owner will furnish the necessary haul road right-of-way at locations designated by the Engineer. All haul roads required shall be built, maintained, and when directed by the Engineer, obliterated, at no cost to the Owner. Where the haul road is to be reclaimed for cultivation the Contractor shall plow or scarify the area to a minimum depth of 8 inches. c. The borrow sources shall be left in a neat and presentable condition after use. All slopes shall be smoothed, rounded, and constructed not steeper than 3:1. Where the source is to be reclaimed for cultivation the source shall be plowed or scarified to a minimum depth of 8 inches, disc harrowed, and terraces constructed. The source shall be graded to drain such that no water will collect or stand, and a functioning drainage system shall be provided. d. All sources shall be seeded and mulched in accordance with Section 32 90 00— Final Grading and Landscaping. 3. Contractor Furnished Sources a. Prior to the approval of any off-site borrow source(s) developed for use on this project, the Contractor shall obtain certification from the State Historic Preservation Officer of the State Department of Cultural Resources certifying that the removal of the borrow material from the borrow source(s) will have no effect on any known district, site building, structure, or object that is included or eligible for inclusion in the National Register of Historic Places. A copy of this certification shall be furnished to the Engineer prior to performing any work on the proposed borrow source. b. The approval of borrow sources furnished by the Contractor shall be subject to the following conditions: 1) The Contractor shall be responsible for acquiring the right to take the material and any rights of access that may be necessary; for locating and developing the source; and any clearing and grubbing and drainage ditches necessary. a) Such right shall be in writing and shall include an agreement with the Owner that the borrow source may be dressed, shaped, MAY 2021 31 00 01-15 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS seeded, mulched, and drained as required by these Specifications after all borrow has been removed. 2) Except where borrow is to be obtained from a commercial source, the Contractor and the property owner shall jointly submit a borrow source development, use, and reclamation plan to the Engineer for his approval prior to engaging in any land disturbing activity on the proposed source other than material sampling that may be necessary. The Contractor's plan shall address the following: a) Drainage: The source shall be graded to drain such that no water will collect or stand, and a functioning drainage system shall be provided. If drainage is not practical, and the source is to serve as a pond, the minimum average depth below the water table shall be 4 feet or the source graded so as to create wetlands as appropriate. b) Slopes: The source shall be dressed and shaped in a continuous manner to contours which are comparable to and blend in with the adjacent topography, but in no case will slopes steeper than 3:1 be permitted. c) Erosion Control: The plan shall address the temporary and permanent measures that the Contractor intends to employ during use of the source and as a part of the reclamation. The Contractor's plan shall provide for the use of staged permanent seeding and mulching on a continual basis while the source is in use and the immediate total reclamation of the source when no longer needed. If the source will require the disturbance of 1 acre or more of land, the Contractor shall be responsible for obtaining a Sediment and Erosion Control Permit from the NC DEMLR Land Quality Section. 4. Maintenance a. During construction and until final acceptance the Contractor shall use any methods approved by the Engineer which are necessary to maintain the work covered by this section so that the work will not contribute to excessive soil erosion. END OF SECTION MAY 2021 31 00 01-16 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS SECTION 31 05 17 RIPRAP PART 1 —GENERAL 1.01 THE REQUIREMENT A. This specification section covers the installation of riprap as indicated on the Drawings, specified in these Specifications, or as recommended by the Engineer. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 05 19— Geotextiles 1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. Without limiting the generality of the other requirements of the Specifications, all work herein shall conform to the applicable requirements of the following documents. All referenced Specifications, codes, and standards refer to the most current issue available at the time of Bid. 1. North Carolina Department of Transportation (NCDOT) Standard Specifications for Roads and Structures. 1.04 SUBMITTALS A. In accordance with the procedures and requirements set forth in Division 1 and Division 2 of these Specifications, the Contractor shall submit the following: 1. Provide representative samples of rock riprap material for classification, gradation, or other tests as recommended by the Engineer. 2. Submit name of imported aggregate material suppliers. Provide materials of each type from same source throughout the Work unless permission given by the Engineer to change source. PART 2 — PRODUCTS 2.01 RIPRAP A. Riprap shall be constructed using sound, dense, durable stones, or rock fragments, free from cracks, pyrite intrusions and other structural defects that would tend to increase unduly their destruction by water and frost action. B. Stones shall be free from dirt, oil, or other foreign material. MAY 2021 31 05 17-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS C. Riprap shall be as per the latest edition of the NCDOT Standard Specifications for Roads and Structures. D. Riprap shall be processed in such a manner as to produce a uniformly distributed, quarry-run material including rock fines. E. Shape of the stones shall be generally rectangular or cubic. Flat or elongated stones having a small dimension less than 1/3 of the large dimension shall not be used. F. Riprap size shall be as indicated on the Drawings. 2.02 FILTER AGGREGATES A. Filter Aggregate shall be as indicated on the Drawings. 2.03 GEOTEXTILES A. Geotextiles shall be in accordance with Section 31 05 19— Geotextiles. B. Type of geotextiles shall be as indicated on the Drawings. PART 3— EXECUTION 3.01 PREPARATION OF FOUNDATION A. Prior to the installation of riprap, the slopes or ground surface shall be trimmed within reasonably close conformity to the lines and grades indicated on the Drawings. B. Subgrade shall be thoroughly compacted by the use of hand or mechanical tamps. C. Subgrade shall be approved by the Engineer prior to placement of geotextile. 3.02 PLACEMENT A. No material shall be placed on a frozen or otherwise unsuitable slope. B. Place geotextile over approved subgrade, lap edges and ends. C. Place filter aggregate over geotextile to the thickness indicated on the Drawings. D. Filter aggregate shall be dumped on top of previously placed stone, unless the size of the area prohibits, and spread to a uniform thickness. Dumping of the stone directly on the geotextile should be avoided. E. No construction vehicles or equipment will be allowed directly on the fabric. F. Place required sized riprap to the thickness indicated on the drawings. MAY 2021 31 05 17-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS G. Place rock evenly and carefully in one consistent operation to preclude disturbance or displacement of substrate. H. The riprap need not be compacted but shall be placed to grade in a manner to ensure that the larger fragments are uniformly distributed and the smaller fragments serve to fill the spaces between the larger rock fragments in such a manner as will result in well- keyed, densely-placed, uniform layers of Riprap of the specified thickness. Hand placing will be required only to the extent necessary to secure the results specified above. I. The rock shall be placed as close to final position and as neatly as possible using powered equipment. J. The Contractor's placement techniques will be subject to the approval of the Engineer. K. The finished riprap surface shall conform to the slope lines shown on the Drawings. No objectionable, hazardous, or unsightly projections above the general plane surface will be permitted. L. All structures shall be carefully protected from damage by equipment or impact of stones. All damage shall be corrected by the Contractor at his own expense. END OF SECTION MAY 2021 31 05 17-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS THIS PAGE INTENTIONALLY LEFT BLANK MAY 2021 31 05 17-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS SECTION 31 05 19 GEOTEXTILES PART 1 — GENERAL 1.01 THE REQUIREMENT A. The Contractor shall furnish and install all Geotextiles, including all necessary and incidental items, as detailed or required for the Contractor to complete the installation as indicated on the Drawings, specified in these Specifications, or as recommended by the Engineer. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 00 01 - Earthwork B. Section 31 05 17— Riprap 1.03 REFERENCES A. AASHTO Standards 1. AASHTO M 288-06 (2011) Geotextile Specification for Highway Applications 1.04 SUBMITTALS A. In accordance with the procedures and requirements set forth in Division 1 and Division 2 of these Specifications, the Contractor shall submit to the Engineer two copies of a mill certificate or affidavit signed by a legally authorized official of the Manufacturer for each type of Geotextile. The Supplier shall also submit three Geotextile samples of each product, 1 square yard each, seamed and unseamed as appropriate, with the mill certificate for each Geotextile type supplied. The mill certificate or affidavit shall attest that the Geotextile meets the chemical, physical and manufacturing requirements stated in the specifications. The samples shall be labeled with the manufacturer's lot number, machine direction, date of sampling, project number, specifications, manufacturer and product name. B. The Engineer shall be furnished copies of the delivery tickets or other acceptable receipts as evidence for materials received that will be incorporated into construction. MAY 2021 31 05 19-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS PART 2 — MATERIALS 2.01 MATERIALS A. Filter Geotextile shall be a minimum 6-ounce per square yard (nominal) nonwoven needle punched synthetic fabric consisting of staple or continuous filament polyester or polypropylene manufactured in a manner accepted by the Engineer and the Owner. The Geotextiles shall be inert and unaffected by long-term exposure to chemicals or liquids with a pH range from 3 to 10. The Geotextiles shall have a minimum threshold water head of 0.25-inches in the "as received" condition. 1. Filter Geotextile shall have a Survivability Class of Class 1, 2 or 3 in accordance with AASHTO M288, unless otherwise specified herein. B. Cushion Geotextile shall be a minimum 16-ounce per square yard nonwoven needle punched synthetic fabric consisting of continuous filament or staple polyester or polypropylene manufactured in a manner accepted by the Engineer and the Owner. The Geotextiles shall be inert and unaffected by long-term exposure to chemicals or liquids with a pH range from 3 to 10. 1. Cushion Geotextile shall have a Survivability Class of Class 1 in accordance with AASHTO M288. C. Type I Separator Geotextile shall be a minimum 8-ounce per square yard (nominal) nonwoven needle punched synthetic fabric consisting of staple or continuous filament polyester or polypropylene manufactured in a manner accepted by the Engineer and the Owner. The Geotextiles shall be inert and unaffected by long term exposure to chemicals or liquids with a pH range from 3 to 10. 1. Type I Separator Geotextile shall have a Survivability Class of Class 1 or 2 in accordance with AASHTO M288, unless otherwise specified herein. D. Type II Separator Geotextile shall be a woven slit film or monofilament synthetic fabric consisting of polyester or polypropylene in a manner approved by the Engineer. Geotextile shall be treated to resist degradation due to exposure to ultraviolet light. 1. Type II Separator Geotextile shall have a Survivability Class of Class 1 in accordance with AASHTO M288, unless otherwise specified herein. E. All Geotextiles shall conform to the properties listed using the test methods listed in Table 1. The Contractor shall be responsible for timely submittals of all confirmation test data for Geotextiles. MAY 2021 31 05 19-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS PART 3 — EXECUTION 3.01 SHIPPING, HANDLING AND STORAGE A. During all periods of shipment and storage, all Geotextiles shall be protected from direct sunlight, temperature greater than 140°F water, mud, dirt, dust, and debris. B. To the extent possible, the Geotextile shall be maintained wrapped in heavy-duty protective covering until use. Geotextile delivered to the project site without protective covering shall be rejected. After the protective covering has been removed, the Geotextile shall not be left uncovered for longer than fourteen (14) days, under any circumstances. C. The Owner shall approve the shipping and delivery schedule prior to shipment. The Owner shall designate the on-site storage area for the Geotextiles. Unloading and storage of Geotextiles shall be the responsibility of the Contractor. D. Geotextiles that are damaged during shipping or storage shall be rejected and replaced at Contractor expense. 3.02 QUALITY ASSURANCE CONFORMANCE TESTING A. At the option of the Engineer representative samples of Geotextiles shall be obtained and tested by the Engineer to assure that the material properties conform to these Specifications. Conformance testing shall be conducted by the Engineer and paid for by the Owner. B. Conformance testing shall be completed at a minimum frequency of one sample per 100,000 square feet of Geotextile delivered to the project site. Sampling and testing shall be as directed by the Engineer. C. Conformance testing of the Geotextiles shall include but not be limited to the following properties: 1. Mass Per Unit Area (ASTM D5261) 2. Grab Tensile Strength (ASTM D4632) 3. Trapezoidal Tear (ASTM D4533) 4. Puncture Resistance (ASTM D6241) D. The Engineer may add to, remove or revise the test methods used for determination of conformance properties to allow for use of improved methods. E. All Geotextile conformance test data shall meet or exceed requirements outlined in Table 1 of these Specifications for the particular category of Geotextile prior to MAY 2021 31 05 19-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS installation. Any materials that do not conform to these requirements shall be retested or rejected at the direction of the Engineer. F. Each roll of Geotextile will be visually inspected by the Engineer or his representative. The Engineer reserves the right to sample and test at any time and reject, if necessary, any material based on visual inspection or verification tests. G. A Geotextile that is rejected shall be removed from the project site and replaced at the Contractor's expense. Sampling and conformance testing of the Geotextile supplied as replacement for rejected material shall be performed by the Engineer at Contractor's expense. 3.03 INSTALLATION A. Geotextiles shall be placed to the lines and grades shown on the Drawings. At the time of installation, the Geotextile shall be rejected by the Engineer if it has defects, rips, holes, flaws, evidence of deterioration, or other damage. B. It is the intent of these Specifications that Geotextiles used to protect natural drainage media be placed the same day as the drainage media to prevent soil, sediment or windblown soils to make contact with the drainage media. C. The Geotextiles shall be placed smooth and free of excessive wrinkles. Geotextiles shall conform to and be in contact with the approved subgrade. D. When the Geotextiles are placed on slopes, the upslope fabric portion shall be lapped such that it is the upper or exposed Geotextile. E. Geotextiles shall be temporarily secured in a manner accepted by the Engineer prior to placement of overlying materials. F. In the absence of specific requirements shown on the Drawings, the following shall be used for overlaps of adjacent rolls of Geotextile: Geotextile Type I Overlap of Adjacent Transverse End Application Rolls(1) Overlap (Inches) (Inches) Filter Geotextile 6 min 12 min Cushion Geotextile 12 min 12 min Separator-Roadway 12 min 24 min Applications Separator-Slope Protection 18 min 24 min Separator Geotextile 12 min 18 min (1)Overlaps may be reduced if adjacent panels are sewn or heat bonded where approved by the Engineer. MAY 2021 31 05 19-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS G. Any Geotextile that is torn or punctured shall be repaired or replaced as directed by the Engineer by the Contractor at no additional cost to the Owner. The repair shall consist of a patch of the same type of Geotextile placed over the failed areas and shall overlap the existing Geotextile a minimum of 12-inches from any point of the rupture. H. Any Geotextile that is subjected to excessive sediment buildup on its surface during construction shall be replaced by the Contractor prior to placement of overlying material. MAY 2021 31 05 19-5 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS Table 1: Minimum Required Geotextile Properties* Geotextile Filter Cushion Type I Type II Property Geotextile Geotextile Separator Separator Geotextile Geotextile Geotextile Construction Nonwoven Nonwoven Nonwoven Woven Needle punched Needle punched Needle punched Mass per Unit Area(Unit Weight), 5.6 15.7 7.8 N/A ASTM D5261 (oz/yd2) Ultraviolet Resistance, (500 hrs.) ASTM D4355, 70 70 70 70 Average% Strength Retention Grab Tensile Strength(lbs.), 150 340 200 390111X 250121 ASTM D4632 Grab Tensile elongation(%) 50 50 50 20 MAX ASTM D4632 Wide Width Tensile Strength, (lbs./in.) N/A N/A N/A N/A ASTM D4595 Trapezoid Tear Strength(lbs) 65 155 90 100 ASTM D4533 Apparent Opening Size(AOS), (mm), 0.25 N/A 0.25 0.4 ASTM D4751 Permittivity at 50 mm constant head(sect), ASTM D4491 1.6 N/A 1.2 0.1 Puncture Resistance, 430 1100 575 950 ASTM D6241 (lb.) MINIMUM AVERAGE ROLL VALUE(MARV) (1)Warp Direction (2)Fill Direction END OF SECTION MAY 2021 31 05 19-6 MONROE V V TP EQ POND DAM SECTION 31 10 00 CLEARING, GRUBBING, AND SITE PREPARATION PART 1 — GENERAL 1.01 THE REQUIREMENT A. Work shall consist of the removal and disposal of trees, snags, roots, logs, brush, shrubs, and rubbish from the surface of the ground plus grubbing to a sufficient depth as determined by the Engineer, of all surface debris, surface boulders and loose rock, trash, structures, stumps, and roots on or near the surface of the ground and understood by generally accepted engineering practice not to be suitable for construction as indicated on the Drawings, specified in these Specifications, or as recommended by the Engineer. B. Principal items of work include: 1. Notifying all authorities owning utility lines running to or on the property. Protecting and maintaining all utility lines to remain and capping those that are not required in accordance with instructions of the Utility Companies, and all other authorities having jurisdiction. 2. Clearing the site within the limits shown on the Drawings or required for the performance of the Work, including removal of grass, brush, shrubs, trees, loose debris and other encumbrances except for trees marked to remain. 3. Boxing and protecting all trees, shrubs, lawns and the like within areas to be preserved. Relocating trees and shrubs, so indicated on the Drawings, to designated areas. 4. Immediately repairing all injury to trees, shrubs, and other plants caused by site preparation operations. Work shall be done by qualified personnel in accordance with standard horticultural practice and as approved by the Engineer. 5. Removing topsoil to its full depth from designated areas and stockpiling on site where directed by the Engineer for future use. 6. Disposing from the site all debris resulting from work under this Section. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 00 01 — Earthwork 1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. North Carolina Administrative Code, Title 15, Chapter 2. MAY 2021 31 10 00-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 1.04 STREET AND ROAD BLOCKAGE A. Closing of streets and roads during progress of the work shall be in compliance with the requirements of the Owner and other authorities having jurisdiction. Access shall be provided to all facilities remaining in operation. 1.05 PROTECTION OF PERSONS AND PROPERTY A. All work shall be performed in such a manner to protect all personnel, workmen, pedestrians and adjacent property and structures from possible injury and damage. B. All conduits, wires, cables and appurtenances above or below ground shall be protected from damage. C. Provide warning and barrier fence where shown on the Drawings and as specified herein. PART 2 — EXECUTION 2.01 CLEARING OF SITE A. Before removal of topsoil, and start of excavation and grading operations, the areas within the clearing limits shall be cleared and grubbed. B. Clearing shall consist of cutting, removal, and satisfactory disposal of all trees, fallen timber, brush, bushes, rubbish, fencing, and other perishable and objectionable material within the areas to be excavated or other designated areas. C. Excavation resulting from the removal of trees, roots and the like shall be filled with suitable material, as recommended by the Engineer, and thoroughly compacted per the requirements contained in Section 31 00 01 — Earthwork. D. Unless otherwise shown or specified, the Contractor shall clear and grub a strip at least 15-feet-wide along all permanent fence lines installed under this Contract. E. In temporary construction easement locations, only those trees and shrubs shall be removed which are in actual interference with excavation or grading work under this Contract, and removal shall be subject to approval by the Engineer. However, the Engineer reserves the right to order additional trees and shrubs removed at no additional cost to the Owner, if such, in his opinion, are too close to the work to be maintained or have become damaged due to the Contractor's operations. F. In trout stream buffers indicated on the Drawings, only those trees and shrubs shall be removed which are in actual interference with excavation or grading work under this Contract, and removal shall be subject to approval by the Engineer. Hand clearing and MAY 2021 31 10 00-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS no grubbing shall be performed in these areas to prevent unnecessary disturbance of the trout stream buffer. 2.02 STRIPPING AND STOCKPILING EXISTING TOPSOIL A. Existing topsoil and sod on the site within areas designated on the Drawings shall be stripped to whatever depth it may occur and stored in locations directed by the Engineer. B. The topsoil shall be free of stones, roots, brush, rubbish, or other unsuitable materials before stockpiling the topsoil. C. Care shall be taken not to contaminate the stockpiled topsoil with any unsuitable materials. 2.03 GRUBBING A. Grubbing shall consist of the removal and disposal of all stumps, roots, logs, sticks and other perishable materials to a depth of at least 6-inches below ground surfaces or as recommended by the Engineer. B. Large stumps located in areas to be excavated may be removed during grading operations, subject to the approval of the Engineer. 2.04 DISPOSAL OF MATERIAL A. All debris resulting from the clearing and grubbing work shall be disposed of by the Contractor as part of the work of this Contract. Material designated by the Engineer to be salvaged shall be stored on the construction site as directed by the Engineer for reuse in this Project or removal by others. B. Burning of any debris resulting from the clearing and grubbing work will not be permitted at the site. 2.05 WARNING AND BARRIER FENCE A. The fence shall be made of a visible, lightweight, flexible, high strength polyethylene material. The fence shall be Guardian Visual Barrier as manufactured by TEMAX, or equal. MAY 2021 31 10 00-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS B. Physical Properties Fence Color International Orange Roll Size 4'x 100' Roll weight 9 lbs. Mesh opening 1-3/4"x 1-3/4" Posts ASTM Designation: ASTM 702 Length: 6 feet long (T-Type) Weight: 1.25#/Foot(min) Area of Anchor Plate: 14 Sq. In. C. Drive posts 18 inches into ground every 8 feet. Wrap fence material around first terminal post allowing overlap of one material opening. Use metal tie wire or plastic tie wrap to fasten material to itself at top, middle and bottom. At final post, cut with utility knife or scissors at a point halfway across an opening. Wrap around and tie at final post in the same way as the first post. D. Use tie wire or tie wrap at intermediate posts and splices as well. Thread ties around a vertical member of the fence material and the post and bind tightly against the post. For the most secure fastening, tie at top, middle and bottom. Overlap splices a minimum of four fence openings, tie as above, fastening both edges of the fence material splice overlap. END OF SECTION MAY 2021 31 10 00-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS SECTION 31 23 13 FOUNDATION PREPARATION PART 1 —GENERAL 1.01 THE REQUIREMENT A. The Work includes cleaning and preparing the foundation and abutments of the dam and foundations of the appurtenant structures prior to placement of fill, drainage materials, or structural concrete. B. The Contractor shall provide all supervision, labor, materials, equipment, tools, instruments and supplies required for the completion of foundation preparation in accordance with these Specifications and the Contract Drawings. C. The work shall include but not be limited to: 1. Provide required submittals. 2. Smooth and prepare excavated soil surfaces as specified. 3. Smooth rock surfaces by removing promontories, overhangs, and loose blocks of rock as specified. 4. Clean sound rock surfaces and exposed rock joints with hand tools and water and air jets, as specified. 5. Slush grout rock surfaces as specified. 6. Fill deep depressions in the rock surface with concrete, as specified. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 00 01 — Earthwork 1.03 REFERENCES A. American Society for Testing and Materials (ASTM) 1. C144 — Standard Specification for Aggregate or Masonry Mortar 2. C150 —Standard Specification for Portland Cement 1.04 SUBMITTALS A. In accordance with the procedures and requirements set forth in Division 1 and Division 2 of these Specifications, the Contractor shall submit the following: MAY 2021 31 23 13-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 1. Details of final excavation procedures. 2. Details of cleaning procedures and equipment, including maximum pressure of pressure washers. 3. The Contractor shall prepare and submit to the Engineer all necessary data and certifications listed below: a. Survey: Submit a plan showing the boundaries and extent of bedrock, weathered rock, and soil exposed at subgrade of the dam and appurtenant structures. Plot the locations of existing major joints in the bedrock within the area surveyed and indicate on the plan the widths of these joints. Major joints are defined herein as those having a length of at least 20 feet and a width of at least one-half inch. b. Certificates of conformance: Submit certificates from manufacturers attesting that grout materials used meet specified requirements. c. Contractor-furnished grout mix design: The Contractor shall submit his mix design for each type of grout proposed for approval by the Engineer. d. As-built information: After completion of the foundation preparation, the Contractor shall submit as-built information. At a minimum, the information shall consist of a plan of the embankment dam and structure foundations showing the limits of soil and rock materials exposed at subgrade, the location and widths of major rock joints, and the extent of grouting within the foundation. 4. The Contractor shall provide the Engineer with the submittals and as-built drawings no later than the number of calendar days given below: Item Days Survey of existing joints 7 days prior to grouting Certificates of conformance 28 days prior to grouting Grout mix design 28 days prior to grouting As-built drawings 30 days after completion of work 1.05 DELIVERY AND STORAGE OF MATERIALS A. Cement: Store bagged cement upon delivery in a weatherproof structure. Elevate bags above ground. Store bulk materials in airtight and weatherproof containers. All cement shall be free of lumps at its time of mixing. B. Aggregate: Store fine aggregate on a clean hard surface and cover to prevent dusting. MAY 2021 31 23 13-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS C. Admixture: Store approved admixtures in a protected area. PART 2 — PRODUCTS 2.01 DENTAL CONCRETE A. Dental Concrete shall be a 3000-psi concrete produced with manufactured materials, plant mixed, and generally utilize the following mix proportions: 4 to 5 bags Portland cement, 30 cubic feet ASTM C-33 Concrete Sand and 3/ inch maximum size crushed stone, and approximately 40 gallons water. 2.02 SLURRY GROUT A. Slurry grout shall be produced with manufactured materials, mixed with appropriate equipment, and generally utilize the following mix proportions: 1 bag Portland cement, '/2 cubic foot ASTM C-33 Concrete Sand, 1-pound Plastiment (Sika or equal), and 6 to 6'/2 gallons water. PART 3 — EXECUTION 3.01 GENERAL A. The Contractor shall smooth and prepare the soil and weathered rock foundation for the embankment to provide a foundation surface such that the uppermost foundation materials will be compact, impervious, and well bonded to the first layer of fill placed, and such that the first layer of fill will be well compacted and free of loose zones in contact with the foundation. B. The Contractor shall smooth and prepare the rock foundation for the embankment and conduits to provide a foundation surface such that the first layer of fill will be well compacted and free of loose zones in contact with the foundation. C. The Contractor shall clean and apply Dental Concrete and Slurry Grout to the rock to level its surface, to seal surface joints, and to protect the embankment from possible erosion and piping into the bedrock joints. D. No material shall be placed in any portion of the embankment or appurtenant structures until the foundation has been suitably prepared as recommended and approved by the Engineer. 3.02 PREPARATION A. Partially Weathered Rock MAY 2021 31 23 13-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 1. Excavation of overburden above partially weathered rock shall be carefully accomplished to not remove excessive quantities of partially weathered rock below the foundation levels shown on the Drawings or as recommended by the Engineer. 2. Partially weathered rock shall be cleaned by air or water jets of suitable pressure and capacity to remove loose material. 3. Care shall be exercised by the Contractor to not remove excessive quantities of partially weathered rock. The extent of partially weathered rock removed shall be as recommended by the Engineer. B. Mass Rock 1. After excavation of the overburden has been completed, any exposed rock surfaces shall be thoroughly cleaned and dewatered. All loose rock, ledges, and overhangs exposed during preparation of the rock surfaces shall be removed. Unless specifically noted, the slope of the finished surface shall not be steeper than 1.5(H):1(V). Surfaces exceeding a 1.5(H):1(V) slope shall be eliminated by excavation or by filling with Dental Concrete. 2. Dental excavation shall consist of the removal of all soil and soft or loose rock from cracks, fissures and holes exposed during the excavation process. The extent of the dental excavation shall be as recommended by the Engineer. 3. The surfaces shall be cleaned by air-water cutting, water jetting, wire brush scrubbing, or other methods as necessary to obtain an acceptable surface. No Dental Concrete or earth fill shall be placed until rock surfaces have been evaluated and approved by the Engineer. 4. Rock surfaces shall be free of standing or running water during the placement of Dental Concrete or earth fill. C. Conveying and Placing 1. Dental Concrete and Slurry Grout shall be delivered to the site and placed within 1- 1/2 hours after the introduction of the cement to the aggregates. In hot weather or under conditions contributing to quick stiffening of the concrete, the time between the introduction of the cement and to the aggregates and discharge shall not exceed 45 minutes. The Engineer may allow a longer time, provided the setting time of the concrete is increased a corresponding amount by the addition of an approved set-retarding admixture. In any case, concrete shall be conveyed from the mixer to the final placement as rapidly as practicable by methods that will prevent segregation of the aggregates or loss of mortar. 2. Concrete shall not be dropped more than five feet vertically unless suitable equipment is used to prevent segregation. MAY 2021 31 23 13-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3. Small or fine cracks shall be filled with Slurry Grout as recommended by the Engineer. 4. Dental Concrete shall be used for shaping rock surfaces and for large cavities and joints, as recommended by the Engineer. 5. Dental Concrete and Slurry Grout shall not be placed until the rock surfaces have been evaluated and approved by the Engineer. 6. All cracks, fissures, and other surfaces within the footprint area of the dam shall be treated as recommended by the Engineer. Surfaces to receive Dental Concrete or Slurry Grout shall be kept moist for at least two hours immediately prior to placement. 7. Dental Concrete shall be filled against any rock surfaces that exceed the slope limitations and shall be shaped so that no portion of the finished surface exceeds these limitations. 8. Material placed in cracks, fissures, and solution channels shall be consolidated by vibration, spading, or tamping as necessary to assure complete filling of the opening. 9. Protection and curing of Dental Concrete and Slurry Grout shall be accomplished in accordance with Manufacture's requirements and the Contract Documents. END OF SECTION MAY 2021 31 23 13-5 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS THIS PAGE INTENTIONALLY LEFT BLANK MAY 2021 31 23 13-6 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS SECTION 31 23 16 EXCAVATION BY BLASTING PART 1 — GENERAL 1.01 THE REQUIREMENT A. Furnish all labor, equipment and materials required to drill, blast, loosen, excavate, and dispose material to complete the Work shown on the Drawings and specified herein. B. The Work shall include, but not be limited to: 1. Blast round design. 2. Planning and execution of appropriate site-specific safety measures to be employed during all blasting operations, and the safe handling and storage of high explosives and blasting agents. 3. Drilling blast holes, loading blast holes with explosives, and wiring and safe detonation of blast rounds. 4. Removal from the site of all excess excavated soil, debris, and rock as indicated in the contract Documents, or as recommended by the Engineer, and disposal of excess materials at a permitted disposal site. 5. Dewatering and maintenance of groundwater and surface water in all excavations. 6. Performance of all surveys necessary to establish and verify the lines and grades, and to determine the amount of material removed. 7. Implementation of monitoring program to monitor condition of existing structures and utilities in vicinity of proposed blasting operations to ensure existing features remain undamaged by blasting procedures. 8. A pre and post blast condition survey at existing structures within 800 feet of proposed blasting including photographs. 9. A test blast program prior to production blasting to determine site specific vibration response and to evaluate the feasibility of proposed blast design including ability to adequately fracture bedrock, resulting size of rock, and depth of overbreak. The test blasts shall consist of two blasts typical of each type of blast anticipated for the work. The test blasts shall be located at the furthest practical points from existing structures and utilities. C. All excavations shall be in conformity with the lines, grades, and cross sections shown on the Drawings or recommended by the Engineer. MAY 2021 31 23 16-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS D. The Contractor shall conduct the construction activities in such a manner that erosion of disturbed areas and off-site sedimentation be absolutely minimized, both at the excavation site and at the disposal site, as well as along any haul routes used. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 10 00— Clearing, Grubbing, and Site Preparation B. Section 31 00 01 — Earthwork C. Section 31 25 00— Erosion and Sedimentation Control 1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. North Carolina Occupational Safety and Health Standards in Construction for Blasting & Use of Explosives. 1.04 SUBSURFACE CONDITIONS A. Reference is made to Division 1 and Division 2 of these Specifications for the identification of those surveys and investigation reports of subsurface or latent physical conditions at the site or otherwise affecting performance of the work which have been relied upon by Engineer in preparing the Drawings and Specifications. B. Attention is directed to the fact that there may be other water pipes, storm drains, sewer lines, electric conduits, and other utilities located in the area of the proposed excavation. Contractor shall perform all repairs to same in the event that excavation activities should disrupt service. 1.05 SUBMITTALS A. In accordance with the procedures and requirements set forth in Division 1 and Division 2 of these Specifications, the Contractor shall submit the following at least 30 working days prior to beginning any blasting operations: 1. Names, addresses, telephone numbers, and qualifications of the blasting subcontractor(s) and explosives supplier(s) that will be used, including the designated Blaster-In-Charge. 2. Copies of Training Certificates for the designated Blaster-In-Charge, blasting foreman and any other key personnel that will be responsible for the work, showing that they have received specialized training in the proper handling of explosives. 3. Documentation including all photographs of both pre and post blast surveys and condition assessments. Pre and post blast surveys and condition assessments MAY 2021 31 23 16-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS should be conducted with the joint presence of the Contractor, Blaster-in-Charge, Engineer, and Owner. 4. A Blasting Plan, indicating the methods, materials and equipment to be used. The Blasting Plan should indicate the types of explosives to be used, drilling patterns, and a general layout and schedule for executing the work in accordance with state/commonwealth and local regulations. Blasting Plan shall also include the proposed test blast program to be conducted prior to actual demolition blasting. Blasting Plan shall be sealed by a currently licensed Professional Engineer in the state or commonwealth where the project is located. 5. A ground vibration and air blast monitoring plan, indicating structures that will be monitored, monitoring equipment that will be used, and personnel that will perform the monitoring. The monitoring plan should also be sealed by a currently licensed Professional Engineer in the in the state or commonwealth where the project is located. B. At least 24 hours before each blast round, Contractor shall submit a detailed blast round design plan to the Engineer. The blasting plan submitted is for quality control and record keeping purposes. Review by the Engineer shall not relieve the Contractor of his responsibilities as provided herein. The blast round design submittals shall include: 1. Location (state, grid coordinates) and limits of the shot. 2. Number, diameter, and depth of blast holes to be detonated in the round, and a plan showing the drill hole pattern, spacing and distance to the free face. 3. Depth of overburden. 4. Total weight of explosives in the round and the types of explosives to be used. 5. Loading diagram showing the location of explosives, primers, and initiators; and location, depth, and type of stemming to be used in each hole. 6. Initiation sequence, including delay timer and delay system, total weight of explosive to be detonated on each delay, and a list of the timing of the delays. 7. Manufacturer's data sheet for all explosives, primers, and initiators to be used. 8. Planned seismic monitoring positions, distances from the blast round, and seismograph types to be used to monitor vibrations and air blast overpressures. 9. Type and amount of blasting mats and/or depth of soil cover to be used over the top surface of the shot. 10. Any other information required by applicable state/commonwealth and federal regulations. MAY 2021 31 23 16-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS C. Within 24 hours after each blast round, Contractor shall submit a blasting report to the Engineer. The blasting report shall include: 1. Date and time of shot. 2. Foreman's name. 3. Number and depth of holes detonated. 4. Weather conditions at the time of detonation. 5. Type of explosives and detonators used. 6. Peak particle velocity of ground motion and primary frequency for all ground vibration monitoring stations. 7. Peak air blast overpressure measured. 8. Distance from the blast round to each monitoring station for vibrations and air blast. 9. Amount of explosive used in each hole, and maximum weight of explosive detonated on any single delay in the blast round. 1.06 USE OF EXPLOSIVES A. When the use of explosives is necessary for the prosecution of the work, the Contractor shall exercise the utmost care not to endanger life or property. The Contractor shall be responsible for any and all damage or injury to persons or property resulting from the use of explosives. B. All explosives shall be stored in a secure manner, in compliance with all laws, and all such storage places shall be marked clearly "DANGEROUS EXPLOSIVES". C. The Contractor shall notify any public utility company having facilities in close proximity to the site of his intention to use explosives. This notice shall be given sufficiently in advance to enable the utility companies to take whatever steps they may consider necessary to protect their property from injury. The Contractor shall also give the Engineer, all occupants of adjacent property, and all other Contractors working in or near the Project, notice of his intention to use explosives. PART 2 — PRODUCTS 2.01 MATERIAL REQUIRING EXCAVATION BY BLASTING A. Any material occupying an original volume of at least one cubic yard which cannot be excavated with a single-tooth ripper drawn by a crawler tractor having draw bar pull MAY 2021 31 23 16-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS rated at not less than 60,000 pounds at a velocity of 1.0 mph (Caterpillar D8N or equivalent). 2.02 INITIATORS A. Contractor is advised of the possible presence of high-voltage electric power lines and radio towers at the project site. Only non-electric type initiators may be used. PART 3— EXECUTION 3.01 BLASTING OPERATIONS A. Explosives shall be of such quantity and power and shall be used in such locations as will neither open seams nor otherwise disturb the material outside the prescribed limits of excavation. As the excavation approaches its final limits, the depth of holes for blasting and the amount of explosives used for each hole shall be reduced so that the underlying or adjacent rock will not be disturbed or shattered. B. BLASTING SHALL NOT BE PERFORMED WITHIN 100 FEET OF NEWLY PLACED CONCRETE THAT HAS CURED LESS THAN 7 DAYS. NO BLASTING SHALL BE PERMITTED WITHIN 50 FEET OF ANY EXISTING STRUCTURE OR ANY NEW STRUCTURE IN PROGRESS. 3.02 BLAST MONITORING A. A pre-construction survey, condition inspection and documentation of adjacent structures on-site and off-site shall be performed by the Contractor and submitted as required in Paragraph 1.05. The Contractor shall exercise the utmost care not to damage property on-site and off-site. The Contractor shall notify each adjoining property owner within 2,500 feet of the site of the anticipated ground vibrations and noise which will occur due to his blasting operations. This notice shall be given 30 days in advance to enable the adjacent property owners to take whatever precautions they may consider necessary. The Contractor shall limit his operations to minimize any disturbance to the adjacent property owners. Motorists on adjacent roadways shall be notified in accordance with state/commonwealth regulations. Adequate signage to alert motorists to blasting operations shall be provided in accordance with requirements of the Department of Transportation in the state or commonwealth where the project is located. The Contractor shall be responsible for any damage to any structure or utility line, pipes, etc., on-site and off-site as a result of his operations. B. For each blast round, Contractor shall monitor and record noise and air blast overpressures at the site perimeter nearest the blast location and at the on-site or off- site structure located nearest to the round. Peak air blast overpressure shall not exceed 0.018 psi, measured at the site perimeter. MAY 2021 31 23 16-5 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS C. The site of every blast round shall be sufficiently covered with blasting mats or other devices to prevent any flying debris. The number and type of blasting mats must be satisfactory to the Engineer. The Contractor will be fully responsible for any damage caused by flying debris, both to on-site and off-site properties. D. Whenever blasting is to be performed within 2500 feet of any structure, the Contractor shall measure the peak particle velocities of ground vibration resulting from each blast at the structure. Vibrations shall be monitored utilizing a seismograph capable of providing a record of particle velocity and frequency along three mutually perpendicular axes utilizing internal calibration. Measured peak particle velocity of ground motion at the monitored structure shall not exceed the values shown in the following graph: 10 2.0 inch/sec UNACCEPTABLE A a 0.5 inch/sec ACCEPTABLE 0.19 inch/sec o, ,o 100 Frequency(Hertz) END OF SECTION MAY 2021 31 23 16-6 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS SECTION 31 25 00 EROSION AND SEDIMENTATION CONTROL PART 1 —GENERAL 1.01 THE REQUIREMENTS A. The Contractor is responsible for implementing Best Management Practices (BMPs) to prevent and minimize erosion and resultant sedimentation in all cleared and grubbed areas during and after construction. This item covers the work necessary for the installation of structures and measures for the prevention of soil erosion and control of sedimentation. The Contractor shall furnish all material, labor and equipment necessary for the proper installation, maintenance, inspection, monitoring, reporting, and removal (where applicable) of erosion prevention and sediment control measures and, if applicable, to cause compliance with all local permits and the State of North Carolina Department of Environment and Natural Resources Division of Water Quality General Permit— NCG 010000 to Discharge Stormwater under the National Pollution Discharge Elimination System for Construction Activities, for any land disturbance or construction activity of one (1) acre or more, under this Section 31 25 00— Erosion and Sedimentation Control. B. Any land disturbance as the result of modifications to a site's drainage features or topography requires protection from erosion and sedimentation. C. All excavations shall be in conformity with the lines, grades, and cross sections shown on the Contract Drawings or established by the Engineer. D. It is the intent of this Specification that the Contractor conducts the construction activities in such a manner that erosion of disturbed areas and off-site sedimentation be absolutely minimized. E. All work under this Contract shall be done in conformance with and subject to the limitations of the North Carolina Rules and Regulations for Erosion and Sedimentation Control as adopted by the North Carolina Sedimentation Control Commission (15A NCAC, Chapter 4, latest edition). F. The following excerpts from the regulations are particularly important: 1. Pursuant to North Carolina G.S. 113A-57(2), the angle of graded slopes and fills shall be no greater than the angle that can be retained by vegetative cover or other adequate erosion-control devices or structures. 2. As per North Carolina DWQ Construction General Permit NCG01, perimeter dikes, swales, ditches and slopes, disturbed areas within High Quality Water(HWQ) Zones, and slopes steeper than 3H:1V following completion of any phase of MAY 2021 31 25 00-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS grading, shall be planted or otherwise provided with temporary or permanent ground cover, devices, or structures sufficient to restrain erosion within 7 calendar days. 3. All other slopes of 3H:1V or flatter, except those with slopes greater than 50 feet in length or within HWQ Zones, following completion of any phase of grading, shall be planted or otherwise provided with temporary or permanent ground cover, devices, or structures sufficient to restrain erosion within 14 calendar days. G. Due to the nature of the work required by this Contract, it is anticipated that the location and nature of the erosion and sediment control devices will be adjusted on several occasions to reflect the current phase of construction. The construction schedule adopted by the Contractor will impact the placement and need for specific devices required for the control of erosion. The Contractor shall develop and implement such additional techniques as may be required to minimize erosion and off-site sedimentation. The location and extent of erosion and sedimentation control devices shall be revised at each phase of construction that results in a change in either the quantity or direction of surface runoff from constructed areas. All deviations from the erosion and sedimentation control provisions shown on the Contract Drawings shall have the prior acceptance of the Engineer and shall be completed at no additional cost to the Owner. H. Erosion and sedimentation controls applicable to this project shall be as shown on the Contract Drawings, as specified herein, as indicated by the Engineer and as detailed in the North Carolina Erosion and Sediment Control Planning and Design Manual (NC ESCPDM), latest edition. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 00 10— Earthwork B. Section 31 05 19— Geotextiles C. Section 31 10 00—Clearing, Grubbing, and Site Preparation D. Section 32 90 00 — Final Grading and Landscaping 1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS A. Without limiting the generality of other requirements of these specifications, all work hereunder shall conform to the applicable requirements of the referenced portions of the following documents, to the extent that the requirements therein are not in conflict with the provisions of this Section. 1. 15A NCAC, Chapter 4 2. NC ESCPDM, latest edition MAY 2021 31 25 00-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3. North Carolina Department of Environment and Natural Resources General Permit NCG 010000 to Discharge Stormwater under the National Pollution Discharge Elimination System for Construction Activities, for any land disturbance or construction activity of one (1) acre or more 4. North Carolina Department of Transportation Standard Specifications for Roads and Structures, latest edition 5. North Carolina Division of Water Quality Stormwater Best Management Practices Manual, latest edition 1.04 REGULATORY COMPLIANCE A. Land disturbance activities are not authorized to begin until after all required erosion and sediment control permits are obtained from the United States, the State of North Carolina and local authorities, as necessary. Contractor is the Co-Primary Permittee and Operator under the provisions of the NPDES Permit. As such, the Contractor will be required to sign certain certifications as described in the NPDES Permit. Contractor shall comply with requirements specified in the Contract Documents, on the approved Erosion m l withall other laws, Control Plan, and bythe Engineer. Contractor shall also co t a s 9 comply , rules, regulations, ordinances and requirements concerning soil erosion and sediment control established in the United States, the State of North Carolina and local authorities as applicable. The following documents and the documents referenced therein define the regulatory requirements for this Section 31 25 00— Erosion and Sedimentation Control: 1. NPDES PERMIT: The North Carolina Department of Environment and Natural Resources General Permit NCG 010000 to Discharge Stormwater under the National Pollution Discharge Elimination System for Construction Activities (NPDES permit) governs land disturbance or construction activities of one (1) acre or more. On applicable sites, Contractor is responsible for complying with terms and conditions of this permit. 2. Manual for Erosion and Sediment Control: Contractor shall follow Practices and Standards of the NC ESCPDM, latest edition. B. During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge stormwater associated with construction activity including clearing, grading and excavation activities resulting in the disturbance of land and related support activities. Such discharges shall be controlled, limited and monitored as specified below. 1. The Contractor, as Co-Primary Permittee and Operator under the provisions of the NPDES Permit, shall submit a plan for compliance with the Owner-provided approved erosion and sedimentation control plan to the Engineer for approval. Plans must include designation of where 7 and 14-day ground stabilization requirements and where basins which comply with surface-withdrawal MAY 2021 31 25 00-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS requirements of the NPDES permit, if applicable, are located. Land disturbing activity shall not commence until the plan is approved by the Engineer. Maintain an up-to-date copy of the approved plan on the site. 2. Implement the approved plan. Deviation from the plan is allowed only to correct emergency situations of sediment discharge offsite or when minor modifications are made to improve performance of the measures and the approval authority has been notified. Note allowed deviations on the plan maintained on the site. 3. Manage onsite activities such that no adverse impacts to water quality occur from site activities or allowed discharges. The following activities, and others on a site- specific basis, require oversight throughout the construction and development process to assure that all water quality standards are protected. a. Equipment Operation and Maintenance: Equipment utilized during the construction activity on a site must be operated and maintained in such a manner as to prevent the potential or actual pollution of the surface or ground waters of the State. Fuels, lubricants, coolants, and hydraulic fluids, or any other petroleum products, shall not be discharged onto the ground or into surface waters. Spent fluids shall be disposed of in a manner so as not to enter the waters, surface or ground, of the State and in accordance with applicable state and federal disposal regulations. Any spilled fluids shall be cleaned up to the extent practicable and disposed of in a manner so as not to allow their entry into the waters, surface or ground, of the State. b. Material Handling: Herbicide, pesticide, and fertilizer usage during the construction activity shall be consistent with the Federal Insecticide, Fungicide, and Rodenticide Act and shall be in accordance with label restrictions. c. Building Material Waste Handling: All wastes composed of building materials shall be disposed of in accordance with North Carolina General Statutes, Chapter 130A, Article 9 - Solid Waste Management, and rules governing the disposal of solid waste (North Carolina Administrative Code Section 15A NCAC 13B). In particular, the following guidelines shall be followed: 1) No paint or liquid wastes in streams or storm drains. 2) Dedicated area for demolition, construction, and other wastes must be located a minimum of 50 feet from storm drains and streams unless no reasonable alternatives are available. 3) Earthen-material stockpiles must be located a minimum of 50 feet from storm drains and streams unless no reasonable alternatives are available. MAY 2021 31 25 00-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 4) Concrete materials onsite, including excess concrete, must be controlled to avoid contact with surface waters, wetlands, or buffers. (Note discharges from onsite concrete plants may require coverage under a separate NPDES permit— NCG140000). d. Litter and Sanitary Waste: The Permittee shall control the management and disposal of litter and sanitary waste from the site. C. Violations and Fines 1. Contractor shall be responsible for reimbursing the Owner for any fines incurred as a result of violations to the NC Sedimentation Pollution Control Act, the NPDES General Permit for Stormwater Discharges on Construction Sites, and any applicable delegated local program's sediment control regulations until construction activities are complete and the project is accepted by the Owner. These include fines levied by the NCDENR Division of Land Quality, NCDENR Division of Water Quality and delegated local programs. 2. If violations result in the issuance of a Notice of Violation, the Contractor shall comply with the requirements of the Notice within the specified time period for compliance. Failure to comply could result in the assessment of a penalty for each day of the continuing violation, beginning with the date of the violation. 3. Violations may result in civil and/or criminal penalties which include fines and imprisonment. 1.05 SUBMITTALS A. Prior to the start of the work, the Contractor shall prepare and submit a plan for implementing the temporary and permanent erosion and sedimentation control measures as shown on the Erosion and Sediment Control Plan approved by the appropriate regulatory authority. Construction work shall not commence until the schedule of work and the methods of operations have been reviewed and approved. B. The Contractor shall perform inspections of erosion and sedimentation control measures and stormwater discharge outfalls and prepare inspection reports as described in Part 3 of this Section. Copies of the inspection reports shall be submitted to the Engineer on a monthly basis. C. In accordance with the procedures and requirements set forth in Division 1 and Division 2 of these Specifications , the Contractor shall submit the following: 1. Name and location of all material suppliers. 2. Certificate of compliance with the standards specified above for each source of each material. MAY 2021 31 25 00-5 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3. List of disposal sites for waste and unsuitable materials and evidence of all required permits for use of those sites. 1.06 GUARANTEE A. All restoration and re-vegetation work shall be subject to the one-year guarantee period of the Contract as specified in the General Conditions. PART 2 — MATERIALS 2.01 MATERIALS A. Materials for use in erosion and sedimentation control devices shall be in accordance with the NC ESCPDM. B. All erosion and sediment control bid prices shall include all excavation, grading, maintenance, legal sediment disposal, permits and all other work and appurtenances necessary to design, install and maintain the sediment and erosion control measures as detailed herein and in accordance with the NC ESCPDM. 2.02 SILT FENCE A. Silt (or sediment) fence shall be constructed as shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.62 of the NC ESCPDM. Silt fences shall be installed below small disturbed areas that are less than 1/4 acre disturbed per 100-feet of fence when slopes are less than 2%. Contractor shall refer to Table 6.62a in the NC ESCPDM for criteria. Silt fence shall not be installed across streams, ditches, or waterways or other areas of concentrated flows. B. Silt fence shall be designed, installed and maintained in accordance with Part 3 of this Section and Section 6.62 of the NC ESCPDM. Silt fence shall be a woven geotextile filter fabric made specifically for sediment control. Filter fabric shall not rot when buried and shall resist attack from soil chemicals, alkalines and acids in the pH range from 2 to 13, and shall resist damage due to prolonged ultraviolet exposure. Filter fabric shall be C-50NW as manufactured by Contech Earth Stabilization Solutions, GT 142 as manufactured by SKAPS Industries, Soiltex ST 120N as manufactured by Geo- Synthetics, Inc., or approved equal. The cost of silt fence shall include the materials, excavation, backfill, aggregate, etc. and all maintenance and restoration activities required. C. Silt fence shall be stable for the 10-year peak storm runoff. Fabric shall meet the following specifications: MAY 2021 31 25 00-6 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS Temporary Silt Fence Material Property Requirements Test Supported' Silt Un-Supported' Type of Material Units Fence Silt Fence Value Grab Strength ASTM N (Ibs) D 4632 Machine Direction 400 550 MARV (90) (90) x-Machine Direction 400 450 MARV (90) (90) Permittivity2 ASTM sec-1 0.05 0.05 MARV D 4491 Apparent Opening ASTM mm 0.60 0.60 Max.ARV3 Size 2 D 4751 (US Sieve (30) (30) #) Ultraviolet Stability ASTM Retained 70%after 500 70%after 500 Typical D 4355 Strength hours exposure hours exposure Notes: 1 Silt Fence support shall consist of 14 gage steel wire with a mesh spacing of 150 mm(6 inches),or prefabricated polymer mesh of equivalent strength. 2 These default values are based on empirical evidence with a variety of sediment.For environmentally sensitive areas,a review of previous experience and/or site or regionally specific geotextile tests in accordance with Test Method D 5141 should be performed by the agency to confirm suitability of these requirements. 3 As measured in accordance with Test Method D 4632. D. The synthetic filter fabric shall consist of at least 95% by weight of polyolefins or polyester, certified by the manufacturer, and as specified by Section 6.62 of the NC ESCPDM. E. The posts for silt fences shall be 1.33 lb/linear feet steel with a minimum length of 5 feet; posts shall have projections to facilitate fastening of the fabric. F. For reinforcement of standard strength filter fabric use wire fence with a minimum 14 gauge and a maximum mesh spacing of 6 inches. 2.03 STONE FOR EROSION CONTROL A. The Contractor shall place stone for erosion control as shown on the Contract Drawings, as specified herein, as specified in Section 1610 of the North Carolina Department of Transportation (NCDOT) Standard Specifications, and as detailed in Section 6.15 of the NC ESCPDM. The stone for erosion control shall consist of field stone or rough un-hewn quarry stone. The stone shall be sound, tough, dense, and resistant to the action of air and water. The stone for erosion control shall be Class (A) or Class (B) as specified in MAY 2021 31 25 00-7 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS the NCDOT Standard Specifications, Section 1610, unless otherwise shown on the Contract Drawings. B. Stone for erosion control shall be designed, installed and maintained in accordance with Part 3 of this Section, Section 1610 of the NCDOT Standard Specifications, and Section 6.15 of the NC ESCPDM. The cost for stone for erosion control shall include furnishing, weighing, stockpiling, re-handling, placing and maintaining stone; disposal of any stone not incorporated into the project if directed by the Engineer; and any other incidentals necessary to complete the work. 2.04 RIP RAP A. The Contractor shall place rip rap as shown on the Contract Drawings, as specified in Section 1042 of the NCDOT Standard specifications for plain rip rap, and as detailed in Section 6.15 of the NC ESCPDM. The stone for rip rap shall consist of field stone or rough un-hewn quarry stone. The rip rap shall be sound, tough, dense, and resistant to the action of air and water. Neither the width nor thickness of individual stones shall be less than one third their length. The rip rap shall be Class 1 or Class 2 as specified in the NCDOT Standard Specifications, Section 1042, unless otherwise shown on the Contract Drawings. B. Rip rap shall be designed, installed and maintained in accordance with Part 3 of this Section, Section 1042 of the NCDOT Standard Specifications, and Section 6.15 of the NC ESCPDM. The cost for rip rap shall include furnishing, weighing, stockpiling, rehandling, placing and maintaining rip rap; disposal of any rip rap not incorporated into the project if directed by the Engineer; and any other incidentals necessary to complete the work. 2.05 ROLLED EROSION CONTROL PRODUCTS (RECPS) A. RECPs, including Turf Reinforcement Mat (TRM), shall be installed as shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.17 of the NC ESCPDM. RECPs should be utilized to aid stabilization of slopes greater than 2:1 and with more than 10 feet of vertical relief. RECPs should also be used when mulch cannot be adequately tacked and where immediate ground cover is required to prevent erosion damage. Examples of RECPs are blankets, nets and matting. B. RECPs shall be designed, installed and maintained in accordance with Part 3 of this Section and Section 6.17 of the NC ESCPDM. The cost for RECPs shall include all excavation, grading, and materials, and all maintenance activities. C. RECPs shall be used to aid in permanent stabilization of vegetated channels where runoff velocity will exceed 2 feet/second on bare earth during the 2-year rainfall event that produces peak runoff. MAY 2021 31 25 00-8 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS D. RECPs shall be chosen based on the Design Criteria detailed in Section 6.17 of the NC ESCPDM. Typically, nets shall be used in conjunction with mulch; the use of mulch is typically not required with excelsior, woven straw blankets and coir blankets. E. The recommended anchoring devices are 12-inch minimum length wooden stakes, 11- gauge staples that are at least 6 inches long by 1 inch wide, or rigid, biodegradable stakes of a minimum of 6 inches in length. If Manufacturer's recommendations are more stringent, they shall supersede. F. The minimum bare soil shear stress values for specific RECPs are as follows: 1. Straw with net temporary RECP shall be North American Green S150, American Excelsior Co. Curlex I, Contech SFB1, or equal with a minimum bare soil shear stress value of 1.5 lb/ft2. 2. Curled wood or coconut fiber RECP shall be American Excelsior Curlex II, North American Green C125, Contech EFB4 or equal matting with a minimum bare soil shear stress value of 2.0 lb/ft2. 3. Synthetic Turf Reinforcement Mat (TRM) shall be Enkamat 7020 as manufactured by Colbond Geosynthetics, Synthetic Industries Landlock Erosion Mat TRM 1060, TH8 as manufactured by TC Mirafi, or equal matting with a minimum long-term vegetated shear stress value of 5.0 lb/ft2. 2.06 TEMPORARY AND PERMANENT DIVERSIONS A. Temporary diversions shall be constructed as shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Sections 6.20 and 8.05 of the NC ESCPDM. Permanent diversions shall be constructed as shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.21 and 8.05 of the NC ESCPDM. Temporary diversions shall be constructed adjacent to disturbed areas to collect surface runoff from disturbed areas and direct the runoff to sediment basins or to divert non-sediment laden runoff away from undisturbed areas and/or sediment basins. All temporary diversions transporting sediment-laden runoff shall terminate in a sediment trapping device. Permanent diversions should be planned as a part of initial site development and should be coordinated with temporary diversions. All temporary and permanent diversions shall be stabilized with vegetation or other means within 7 days of installation. Permanent diversions shall be used to divert water to locations where it can be used or released without erosion or flood damage. Dimensions shall be as shown on the Contract Drawings. B. Temporary diversions shall be designed, installed and maintained in accordance with Part 3 of this Section and Sections 6.20 and 8.05 of the NC ESCPDM, to the satisfaction of the Engineer, until the site has been stabilized. Permanent diversions shall be designed, installed and maintained in accordance with Part 3 of this Section and Sections 6.21 and 8.05 of the NC ESCPDM. The cost of temporary and permanent MAY 2021 31 25 00-9 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS diversions shall include the excavation, grading, materials, etc. and all maintenance and restoration activities required. 2.07 TEMPORARY SLOPE DRAINS A. Temporary slope drains shall be constructed as shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.32 of the NC ESCPDM. Temporary slope drains are used to convey concentrated runoff down the face of a slope without causing erosion and are generally used in conjunction with temporary diversions. B. The pipe diameter for temporary slope drains shall be selected according to Table 6.32a of the NC ESCPDM. The pipe shall be heavy-duty flexible material such as non- perforated, corrugated plastic pipe or specially designed flexible tubing. C. Temporary slope drains shall be designed, installed and maintained in accordance with Part 3 of this Section and Section 6.32 of the NC ESCPDM, to the satisfaction of the Engineer, until the site has been stabilized. The cost of the temporary slope drains shall include the piping, earthwork, stone for erosion control, and all maintenance activities required. 2.08 TEMPORARY GRAVEL CONSTRUCTION ENTRANCES/EXITS A. Temporary gravel construction entrances/exits shall be located at points where vehicles enter and leave a construction site, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.06 of the NC ESCPDM. B. Temporary gravel construction entrances/exits shall be constructed with a minimum 6- inch layer of 2 — 3 inch washed stone placed over a stable foundation and shall be a minimum of 100 feet in length and 25 feet in width. Geotextile fabric shall be used under stone as shown on the Contract Drawings. C. Temporary gravel construction entrances/exits shall be designed, installed and maintained in accordance with Part 3 of this Section and Section 6.06 of the NC ESCPDM, to the satisfaction of the Engineer, until the site has been stabilized. The cost of temporary gravel construction entrances/exits shall include the materials and all maintenance activities required, including additional tire washing as may be necessary. 2.09 TEMPORARY AND PERMANENT STABILIZATION OF DISTURBED AREAS A. Temporary and permanent stabilization of disturbed areas will be provided at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Sections 6.10, 6.11, 6.12 and 6.14 of the NC ESCPDM. The Contractor shall provide ground cover adequate to restrain erosion on disturbed areas that will be left un-worked for periods exceeding 7 to 14 days, as noted in Section 1.01. F. of this specification. MAY 2021 31 25 00-10 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS B. Soil amendments, including lime and fertilizer, shall be as detailed in Sections 6.10, 6.11 and 6.12 of the NC ESCPDM. C. Seed mixtures shall be selected based on site location and seasonal recommendations outlined in Sections 6.10 and 6.11 of the NC ESCPDM. Sod shall be selected based on site location and intended use as outlined in Section 6.12 of the NC ESCPDM. D. Mulch shall be as detailed in Section 6.14 of the NC ESCPDM. RECPs shall be as detailed in 2.05 herein and in Section 6.17 of the NC ESCPDM. E. Temporary soil stabilizer shall consist of an especially prepared highly concentrated powder which, when mixed with water, forms a thick liquid such as "Enviroseal 2001" by Enviroseal Corporation, "Terra Control" by Quattro Environmental, Inc., or"CHEM- CRETE ECO-110" by International CHEM-CRETE Corporation, and having no growth or germination inhibiting factors. The agent shall be used for hydroseeding grass seed in combination with other approved amendments resulting in a highly viscous slurry which, when sprayed directly on the soil, forms a gelatinous crust. F. Temporary and permanent stabilization of disturbed areas shall be achieved in accordance with Part 3 of this Section and Sections 6.10, 6.11, 6.12, 6.14 and 6.17 of the NC ESCPDM. The cost of temporary and permanent stabilization of disturbed areas shall include all grading, excavation and materials as well as all reseeding and other maintenance activities required until stabilization is achieved. 2.10 CHECK DAMS AND CHECK DAMS WITH WEIRS A. Check dams shall be constructed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.83 of the NC ESCPDM. Check dams with weirs shall be constructed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.87 of the NC ESCPDM. B. Check dams and check dams with weirs shall not be constructed in an intermittent or perennial stream. The drainage area for any one check dam or check dam with weir shall be limited to % acre. C. Dimensions shall be as shown on the Contract Drawings. Check dams shall be constructed of stone or riprap with filter fabric, fiber filtration tubes, or sediment logs, as indicated on the Contract Drawings. Check dams with weirs shall be constructed of stone or riprap with filter fabric. Material specifications for stone, riprap, fiber filtration tubes, and sediment logs appear herein. If Manufacturer's recommendations are more stringent, they shall supersede. Filter fabric shall be Type II Separator Geotextile, as specified in Section 31 05 19— Geotextiles. D. Check dams shall be designed, installed and maintained in accordance with Part 3 of this Section and Section 6.83 of the NC ESCPDM. Check dams with weirs shall be designed, installed and maintained in accordance with Part 3 of this Section and Section MAY 2021 31 25 00-11 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 6.87 of the NC ESCPDM. The cost of check dams and check dams with weirs shall include all excavation, grading and materials as well as all maintenance activities required. 2.11 INLET EROSION CONTROL MEASURES A. Yard, Curb and other Inlet Erosion Control Measures shall be constructed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Sections 6.50 through 6.55 of the NC ESCPDM. Inlet erosion control measures shall be used to prevent or limit the introduction of sediment to storm drain systems and allow early use of the of the storm drainage system. Maximum drainage areas for inlet erosion control measures vary from 1 acre for excavated drop inlet protection, hardware & cloth gravel inlet protection, and block and gravel inlet protection to more than 5 acres for rock pipe inlet protection. In addition to the inlet protection measures described in the NC ESCPDM, other measures may be specified by the Engineer. For measures not detailed in the NC ESCPDM, the materials will be as specified by the Engineer's and Manufacturer's instructions, with more stringent specifications superseding. B. Materials for Inlet Erosion Control Measures consist of silt fence, riprap, stone (gravel), hardware wire, sod, concrete blocks, and sediment logs. Riprap and stone for erosion control shall be as specified herein. Hardware wire shall be as specified in Section 6.51 of the NC ESCPDM. Sod shall conform to the specifications set forth in Section 6.12 of the NC ESCPDM. Concrete blocks shall be as specified in Section 6.52 of the NC ESCPDM. Material specifications for sediment logs appear within. If Manufacturer's recommendations are more stringent, they shall supersede. C. Inlet Erosion Control Measures shall be designed, installed and maintained in accordance with Part 3 of this Section and Sections 6.50 through 6.55 of the NC ESCPDM. Measures not described in the NC ESCPDM shall be designed, installed, and maintained in accordance with the Engineer's and Manufacturer's instructions, with more stringent instructions superseding. The cost of inlet erosion control measures shall include all excavation, grading and materials as well as all maintenance activities required. 2.12 FIBER FILTRATION TUBES (FFTS) AND SEDIMENT LOGS A. FFTs and sediment logs shall be installed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, and as specified herein. B. FFTs shall consist of composite wood fibers and man-made fibers, with or without performance-enhancing polymers, encased with cylindrical tubes composed of a heavy- duty, knitted, high density polyethylene mesh. The photodegradable mesh shall be oriented in a diamond or hexagonal pattern and shall move freely at all knitted yarn intersections. MAY 2021 31 25 00-12 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS C. Sediment logs shall consist of natural fibers (wood, coconut, etc.) inside heavy duty knitted cylindrical tubing. D. FFTs and sediment logs shall be designed, installed and maintained as specified herein. If Manufacturer's recommendations are more stringent, they shall supersede. The cost of FFTs shall include all excavation, grading and materials as well as all maintenance activities required. 2.13 TEMPORARY AND PERMANENT CHANNELS A. Temporary and permanent channels shall be installed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Sections 6.30, 6.31 and 8.05 of the NC ESCPDM. Temporary and permanent channels shall be used to convey concentrated runoff without damage from erosion, deposition or flooding. B. Temporary and permanent channels shall be designed, installed and maintained in accordance with Part 3 of this Section and Sections 6.30, 6.31 and 8.05 of the NC ESCPDM. The cost of all temporary and permanent channels shall include all excavation, grading and materials as well as all maintenance activities required. 2.14 TEMPORARY SEDIMENT TRAPS, SEDIMENT BASINS, AND SKIMMER SEDIMENT BASINS A. Temporary sediment traps shall be constructed as shown on the Contract Drawings, at the termination of all temporary diversions diverting sediment laden runoff, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.60 of the NC ESCPDM. These temporary measures shall not be constructed within an intermittent or perennial stream and shall be installed prior to any land disturbance activities within the drainage area. Temporary sediment traps shall be constructed by excavating the appropriate size rectangular basin and constructing a rock-fill dam on the discharge end. Where specific elevations are not indicated on the Contract Drawings, Contractor shall maintain basins at the depths shown below working grades. B. Sediment basins shall be installed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Sections 6.61 and 8.07 of the NC ESCPDM. Skimmer sediment basins shall be installed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.64 of the NC ESCPDM. Sediment basins and skimmer sediment basins shall be used where drainage areas are too large for temporary sediment traps. Outlet structures must withdraw from basin surface unless drainage area is less than 1 acre. They shall retain sediment on the site and prevent off site sediment in waterways, and they shall not be located in intermittent or perennial streams. Sediment basins and skimmer sediment basins shall be installed prior to any land disturbance activities within the drainage area. MAY 2021 31 25 00-13 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS C. Porous baffles shall be installed in temporary sediment traps, sediment basins, and skimmer sediment basins as shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.65 of the NC ESCPDM. Porous baffles are used to reduce the velocity and turbulence of the water flowing through the structure and to facilitate the settling of sediment in the water before discharge. They effectively spread the flow across the entire width of a structure. D. Typical materials include silt fence, coir erosion blanket, coir mesh, and tree protection fence. Other materials may be used as noted on the Contract Drawings and indicated by the Engineer. E. The structure life for temporary sediment traps shall be limited to 2 years. Temporary sediment traps shall be spaced to limit the maximum tributary drainage area to 5 acres. The basin life of sediment basins and skimmer sediment basins shall be limited to 3 years unless they are designed as permanent structures. The drainage area for sediment basins and skimmer sediment basins shall be limited to 100 acres. F. The principal spillway for sediment basins shall consist of a riser and barrel. Ensure that the pipe is capable of withstanding the maximum expected load without yielding, buckling, or cracking. The basin should be provided with a skimmer or flashboard riser to dewater the basin from the water surface. The emergency spillway shall be constructed in undisturbed soil. The principal spillway outlet and emergency spillway shall be stabilized as shown on the Contract Drawings. Materials shall be as noted on the Contract Drawings. G. The principal spillway for skimmer sediment basins shall consist of a skimmer which dewaters the basin from the top of the water surface at a controlled rate. A dewatering rate of 24 to 72 hours is required. The skimmer outlet pipe shall be capable of withstanding the maximum expected load without yielding, buckling, or cracking. The emergency spillway shall be constructed in undisturbed soil whenever possible and shall be lined with impermeable geotextile fabric in accordance with Section 31 05 19— Geotextiles. The principal spillway outlet and emergency spillway shall be stabilized as shown on the Contract Drawings. H. Temporary sediment traps shall be designed, constructed and maintained in accordance with Part 3 of this Section and Section 6.60 of the NC ESCPDM, to the satisfaction of the Engineer, until the sediment producing areas have been permanently stabilized. The cost of the temporary sediment traps shall include the excavation, grading, fill, baffles, stone for erosion control, washed stone, geotextile, etc. and all maintenance activities required. I. Sediment basins shall be designed, installed and maintained in accordance with Part 3 of this Section and Sections 6.61 and 8.07 of the NC ESCPDM. Skimmer sediment basins shall be designed, installed and maintained in accordance with Part 3 of this Section and Section 6.64 of the NC ESCPDM. The cost of sediment basins and skimmer MAY 2021 31 25 00-14 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS sediment basins shall include all excavation, grading and materials as well as all maintenance activities required. J. Porous baffles shall be designed, installed and maintained in accordance with Part 3 of this Section and Section 6.65 of the NC ESCPDM. The cost of porous baffles shall include all excavation, grading and materials as well as all maintenance activities required. 2.15 OUTLET STABILIZATION STRUCTURE A. Outlet stabilization structures shall be constructed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Sections 6.41 and 8.06 of the NC ESCPDM. These structures shall be used where the discharge velocity of the upstream water conveyance structure exceeds the permissible velocity of the receiving channel or disposal area. B. Structures shall be sized for a capacity equivalent to a 10-year, peak runoff or design discharge of the water conveyance structure, whichever is greater. Riprap materials shall be as specified on the Contract Drawings. Filter fabric shall be Type II Separator Geotextile, as specified in Section 31 05 19 —Geotextiles. C. Outlet stabilization structures shall be designed, installed and maintained in accordance with Part 3 of this Section and Sections 6.41 and 8.06 of the NC ESCPDM. The cost of outlet stabilization structures shall include all excavation, grading and materials as well as all maintenance activities required. 2.16 FLEXIBLE GROWTH MEDIUM A. Flexible growth medium shall be applied at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, and as specified herein. B. Flexible growth medium is a spray-on flexible blanket that controls soil erosion and accelerates seed germination for establishment of vegetation. It is made of wood fibers, man-made fibers, and additives that are applied wet to the prepared surface. The flexible growth medium may be mixed with seed and fertilizer prior to application. Seed and fertilizer rates shall comply with applicable stabilization of disturbed area requirements of this Section. C. Flexible growth medium shall not be used in areas of concentrated flow unless installed in conjunction with a RECM or TRM. D. Flexible growth medium shall be installed and maintained in accordance with Part 3 of this Section. If Manufacturer's recommendations are more stringent, they shall supersede. The cost of flexible growth medium shall include all materials as well as all maintenance activities required. MAY 2021 31 25 00-15 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 2.17 TREE PROTECTION FENCE A. Tree protection fence shall be installed at the locations shown on the Contract Drawings, at other locations indicated by the Engineer, as specified herein, and as detailed in Section 6.05 of the NC ESCPDM. B. Tree protection fence shall be used to protect trees and their root zones during construction. Tree protection fence shall be brightly-colored, UV-resistant poly barricade fabric. Signs designating the area as protected shall be installed on all sides of the fence. Wording and spacing of the signage shall be as indicated on the Contract Drawings. C. Tree protection fence shall be installed and maintained in accordance with Part 3 of this Section and Section 6.05 of the NC ESCPDM. The cost of tree protection fence shall include all materials as well as all maintenance activities required. PART 3 — EXECUTION 3.01 INSTALLATION AND MAINTENANCE A. All installation and maintenance shall be conducted in accordance with this specification and the NC ESCPDM. In the event of a discrepancy between this specification, Manufacturer's recommendations and the NC ESCPDM, the more stringent requirements shall take precedence. B. If applicable, all requirements of the NPDES Permit shall be followed. In the event of a discrepancy between this specification and the NPDES Permit requirements, the more stringent requirements shall take precedence. C. If possible, erosion and sedimentation control devices shall be established prior to clearing operations in a given area. Where such practice is not feasible, the erosion and sedimentation control device(s) shall be established concurrent with the clearing operations or immediately following completion of the clearing operations. D. The Contractor shall furnish the labor, materials and equipment required for routine maintenance of all erosion and sedimentation control devices. At a minimum, maintenance shall be scheduled as required for a particular device to maintain the removal efficiency and intent of the device. Note that specific maintenance intervals for various measures and practices are specified within the NC ESCPDM. Of the maintenance requirements specified herein and in the NC ESCPDM, the more stringent shall take precedence for each and every sediment and erosion control measure utilized on the site. Maintenance shall include but not be limited to 1) the removal and satisfactory, legal disposal of accumulated sediment from traps or silt barriers and 2) replacement of filter fabrics used for silt fences and stone impaired by sediment in stone filters, gravel construction entrances, etc. Maintenance as noted in items 1) and 2) above shall be performed as required, and at least once every 3 months for the duration MAY 2021 31 25 00-16 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS of construction activities. Sediment removed from erosion and sedimentation control devices shall be disposed of in locations that will not result in off-site sedimentation as acceptable to the Engineer, at no additional cost to the Owner. If no suitable on-site locations are available, all such sediment will be legally disposed of off site, at no additional cost to the Owner. 3.02 SILT FENCE A. Silt Fence shall be designed, installed and maintained in accordance with the requirements of Section 6.62 of the NC ESCPDM. Silt fence shall be erected at the locations shown on the Contract Drawings and at all other locations as may be directed by the Engineer. Silt fence shall be erected and maintained to the satisfaction of the Engineer until a vegetative ground cover has been established. Replacement of the filter fabric and its associated appurtenances, if required by the Engineer, will be at the Contractor's expense. B. Silt fence shall not be installed across streams, ditches, waterways or other areas of concentrated flow. C. Dig a trench approximately 8 inches deep and 4 inches wide and place the fabric in the bottom of the excavated ditch or use the slicing method to insert the fabric into a cut sliced in the ground with a disc. Ensure that the height of the sediment fence does not exceed 24 inches above the ground surface. D. Install posts 4 feet apart in critical areas and 6 feet apart on standard applications when extra strength filter fabric is used. When wire mesh support is used, posts shall be installed a maximum of 8 feet apart. Install posts 2 feet deep on the downstream side of the silt fence, as close as possible to the fabric. E. Joints should be avoided along the fencing. When joints are necessary, securely fasten the filter cloth only at a support post with 4 feet minimum overlap to the next post. is vitallyimportant for effective results. Compact the soil immediatelynext to F. Compaction p p the silt fence fabric with the front wheel of the tractor, skid steer or roller exerting at least 60 pounds per square inch. Compact the upstream side first and then each side twice for a total of 4 trips. G. Stabilized outlets for silt fence shall be provided at locations shown on the Contract Drawings. The outlet section shall have a maximum width of 4 feet. The height of silt fence at the outlet shall be a maximum of 1 foot. A 5 foot x 5 foot (minimum) apron of #57 washed stone shall be provided on the downstream side of the silt fence outlet. H. Silt fence shall be erected around all catch basins which are located downstream from any construction work unless other inlet protection is specified. Should any catch basins be indicated to be relocated or modified, silt fence shall be utilized until work is completed on the catch basins. Upon completion of the modification, the area shall be MAY 2021 31 25 00-17 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS rough graded, as shown on the Contract Drawings, until the end of the project, at which time final grading shall occur. I. Inspect silt fence at least once a week and after each rainfall event. Make any required repairs immediately. J. Should the fabric of any silt fence collapse, tear, decompose or become ineffective, replace it promptly. All fabric shall be replaced after the first 3 months of construction activity and every 3 months thereafter until construction activities are complete. K. Remove sediment deposits as necessary to provide adequate storage volume for the next rain and to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout. L. Remove all fencing materials and unstable sediment deposits and bring the area to grade and stabilize it after the contributing drainage area has been properly stabilized. Removal of any silt fence shall be permitted only with the prior approval of the Engineer or the local governing agency. 3.03 STONE FOR EROSION CONTROL A. Stone for erosion control shall be designed, installed, and maintained in accordance with the requirements of Section 6.15 of the ESCPDM. Stone for erosion control shall be dumped and placed in such manner that the larger rock fragments are uniformly distributed throughout the rock mass and the smaller fragments fill the voids between the larger fragments. Rearranging of individual stones by equipment or by hand shall only be required to the extent necessary to secure the results specified above, to protect structures from damage when rock material is placed against the structures, or to protect the underlying Separator Geotextile from damage during installation. B. Inspect at least weekly and within 24 hours after any storm event of greater than 1/2 inch of rain per 24-hour period. Remove accumulated sediment and replace stone impaired by sediment as necessary. 3.04 RIPRAP A. Riprap shall be designed, installed and maintained in accordance with the requirements of Section 6.15 of the NC ESCPDM. Riprap shall be graded so that the smaller stones are uniformly distributed through the mass. The Contractor may place the stone by mechanical methods, augmented by hand placing where necessary or ordered by the Engineer. The placed riprap shall form a properly graded, dense, neat layer of stone. The placed riprap shall have a minimum depth of 24 inches unless otherwise specified by the Engineer. Type II Separator Geotextile, as specified in Section 31 05 19— Geotextiles, shall be used under all riprap unless otherwise noted. B. Inspect periodically for scour or dislodged stones. Control of weed and brush growth may be needed. MAY 2021 31 25 00-18 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3.05 ROLLED EROSION CONTROL PRODUCTS A. RECPs shall be designed, installed and maintained in accordance with the requirements of Section 6.17 of the NC ESCPDM. The Engineer may direct the Contractor to place RECPs in permanent channels or on slopes at other locations in addition to those shown on the Contract Drawings. If Manufacturer's instructions are more stringent, they shall supersede. B. The Contractor shall place the RECPs where directed immediately after the channel or slope has been properly graded and, if applicable, prepared, fertilized, and seeded. C. Grade the surface of the installation area so that the ground is smooth and loose. When seeding prior to installation, follow the steps in Section 6.10 (Temporary Seeding) and 6.11 (Permanent Seeding) of the NC ESCPDM as applicable. Remove all large rocks, debris, etc. so as to ensure that good contact between the RECP and the ground is maintained so that no erosion occurs beneath the RECP. Terminal anchor trenches are required at RECP ends and intermittent trenches must be constructed across channels at 25-foot intervals. Terminal anchor trenches should be a minimum of 12 inches in depth and 6 inches in width, while intermittent trenches should be a minimum of 6 inches deep and 6 inches wide. Take care to maintain direct contact between the soil and the RECP. D. For slope installation, place RECP 2-3 feet over top of slope and into an approximately 12 inch deep by 6 inch wide excavated end trench. Using staples, stakes, or pins, anchor the RECP at 1 foot intervals along the bottom of the trench, backfill, and compact. Along the slope, pin the RECP in a 3 foot center-to-center pattern; provide a minimum 3 inch overlap for adjacent rolls. E. For channel installations, excavate 12 inch deep by 6 inch wide terminal trenches across the upper and lower end of the lined channel. Anchor the RECP at a minimum of 25 foot intervals utilizing either two rows of anchors or 6 inch by 6 inch cross trenches. Bury outside RECP edges in longitudinal trenches 6 inches deep and wide along the channel edges. Pin the RECP in at 1 foot intervals along the bottom of terminal trenches, backfill, and compact. Overlap adjacent rolls a minimum of 3 inches and pin at 1 foot intervals. Place the first RECP at the downstream end of the channel and unroll upstream. When starting installation of a new roll, begin in a trench or shingle-lap ends of rolls a minimum of 1 foot with upstream RECP on top to prevent uplifting. F. Staples, stakes, and pins shall be driven so that the top is flush with the ground. G. During the establishment period, check RECPs at least weekly and within 24 hours after any storm event of greater than '/2 inch of rain per 24-hour period. Immediately make repairs. Good contact with the ground must be maintained. Monitor and repair the RECP as necessary until ground cover is established. MAY 2021 31 25 00-19 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3.06 TEMPORARY AND PERMANENT DIVERSIONS A. Temporary diversions shall be designed, installed and maintained in accordance with the requirements of Sections 6.20 and 8.05 of the NC ESCPDM. Permanent diversions shall be designed, installed, and maintained in accordance with the requirements of Sections 6.21 and 8.05 of the NC ESCPDM. The Contractor shall provide temporary and permanent diversions at all locations noted on the Contract Drawings and at all other locations as may be directed by the Engineer. B. Remove and properly dispose of all trees, debris, etc. Fill and compact all ditches, swales, etc. that will be crossed to natural ground level or above. C. Excavate, shape and stabilize diversions as shown on the Contract Drawings and described herein. Unless otherwise noted, provide vegetative stabilization immediately after installation of permanent diversions. Temporary diversions that are to serve longer than 7 working days shall be seeded and mulched as soon as they are constructed to preserve dike height and reduce maintenance. Seed and mulch disturbed areas draining into the diversions within 14 calendar days of completing any phase of grading. D. For temporary diversions, ensure that the top of the dike is not lower at any point than the design elevation plus the specified settlement. Provide sufficient room around temporary diversions to permit machine re-grading and cleanout. Vegetate the ridge of temporarydiversions immediatelyafter construction unless theywill remain in place less than 7 working days. E. Provide outlet protection adequate to accept flow from diversion plus any other contributing runoff. Sediment-laden runoff shall be routed through a sediment-trapping device. F. Inspect temporary diversions once a week and after every rainfall event. Immediately remove sediment from the flow area and repair the diversion ridge. Carefully check outlets and make timely repairs as needed. When the area protected is permanently stabilized, remove the ridge and the channel to blend with the natural ground level and appropriately stabilize it. Inspect permanent diversions weekly and after every rainfall event during construction operations until permanent vegetation is established. After vegetation is established, inspect after major storms. Immediately remove any debris and make repairs as needed in a timely manner. Maintain healthy vegetation at all times. 3.07 TEMPORARY SLOPE DRAINS A. Temporary slope drains shall be designed, installed and maintained in accordance with the requirements of Section 6.32 of the NC ESCPDM. The Contractor shall provide temporary slope drains with inlet and outlet protection and associated diversion channels at all locations noted on the Contract Drawings, and at other locations as may be directed by the Engineer. MAY 2021 31 25 00-20 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS B. Place slope drains on undisturbed soil or well compacted fill. Slightly slope the section of pipe under the dike toward its outlet. Hand-tamp the soil under and around the entrance section in lifts not to exceed 6 inches. C. Ensure that all slope drain connections are watertight. Ensure that all fill material is well- compacted. Securely fasten the exposed section of the drain with grommets or stakes spaced no more than 10 feet apart. Extend the drain beyond the toe of the slope and provide outlet protection. D. Immediately stabilize all disturbed areas following construction. E. Inspect the temporary slope drain, inlet and outlet protection, and supporting diversions weekly and after every rainfall event and promptly make any necessary repairs. When the protected area has been permanently stabilized, temporary measures may be removed, materials disposed of properly, and all disturbed areas stabilized appropriately. 3.08 TEMPORARY GRAVEL CONSTRUCTION ENTRANCES/EXITS A. Temporary gravel construction entrances/exits shall be designed, installed and maintained in accordance with the requirements of Section 6.06 of the NC ESCPDM. The Contractor shall provide temporary gravel construction entrances/exits at all locations noted on the Contract Drawings and at all other locations as may be directed by the Engineer. B. Maintain the gravel pad as specified in Section 6.06 of the NC ESCPDM and in a condition to prevent mud or sediment from leaving the construction site. This may require periodic topdressing with 2 — 3 inch stone. Inspect each construction entrance at least weekly and after each rainfall event and replace stone impaired by sediment as necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways. C. If, despite the use of a gravel construction entrance/exit, most of the mud and sediment are not removed from vehicle tires, tire washing may be necessary as detailed in Section 6.06 of the NC ESCPDM. If necessary, this shall be done at no additional cost to the Owner. 3.09 TEMPORARY AND PERMANENT STABILIZATION OF DISTURBED AREAS A. The Contractor shall temporarily stabilize disturbed areas that will not be brought to final grade within 14 calendar days. Temporary seeding shall be applied on areas that include diversions, dams, temporary sediment basins, temporary road banks and topsoil stockpiles. Areas to be stabilized with permanent vegetation must be seeded or planted within 14 working days after final grade is reached, unless temporary stabilization is applied. Temporary seeding provides protection for no more than 1 year, after which permanent stabilization should be initiated. MAY 2021 31 25 00-21 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS B. Complete grading before preparing seedbeds and install all necessary erosion control measures. Minimize steep slopes. If soils become compacted during grading, loosen to a depth of 6-8 inches. C. Reseed and mulch temporary seeding areas where seedling emergence is poor, or where erosion occurs, as soon as possible. Do not mow. Protect from traffic as much as possible. D. Refer to Section 6.10 of the NC ESCPDM for additional information and specifications regarding seedbed requirements, plant selection, seeding and mulching for temporary seeding applications. E. The operation of equipment is restricted on slopes steeper than 3:1. Provisions for vegetation establishment can be made during final grading. Vegetation chosen for these sites must not require mowing or other intensive maintenance. Good mulching practices are critical for protecting against erosion on steep slopes. F. Generally, a stand of vegetation cannot be determined to be fully established until soil cover has been maintained for one full year from planting. Inspect seeded areas for failure and make necessary repairs and reseedings within the same season, if possible. G. Reseeding — If a stand has inadequate cover, re-evaluate choice of plant materials and quantities of lime and fertilizer. Re-establish the stand after seedbed preparation or over- seed the stand. Consider seeding temporary, annual species if the time of year is not appropriate for permanent seeding. H. If vegetation fails to grow, soil must be tested to determine if acidity or nutrient imbalance is responsible. I. Fertilization - On the typical disturbed site, full establishment usually requires re- fertilization in the second growing season. Fine turf requires annual maintenance fertilization. Use soil tests if possible or follow the guidelines given for the specific seeding mixture. J. Refer to Section 6.11 of the NC ESCPDM for additional information and specifications regarding seedbed requirements, plant selection, seeding and mulching for permanent seeding applications. K. Refer to Section 6.12 of the NC ESCPDM for additional information and specifications regarding soil preparation, sod selection, installation, and maintenance for sodding. L. Inspect all seeded areas weekly and after heavy rains until permanent cover is established. Inspect within 6 weeks of planting to see if stands are adequate. Fertilize, reseed and mulch damaged and sparse areas immediately. MAY 2021 31 25 00-22 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3.10 CHECK DAMS AND CHECK DAMS WITH WEIRS A. Check dams shall be designed, installed and maintained in accordance with the requirements of Section 6.83 of the NC ESCPDM. Check dams with weirs shall be designed, installed and maintained in accordance with the requirements of Section 6.87 of the NC ESCPDM. The Contractor shall provide check dams or check dams with weirs at all locations noted on the Contract Drawings and at all other locations as may be directed by the Engineer. B. Stone shall be placed on a filter fabric foundation. Center stone shall be at least 9 inches below natural ground level and stone shall extend 1.5 feet beyond ditch bank. C. For check dams with weirs, provide an apron with a length 3 times the height of the dam and a width a minimum of 4 feet. A 12-inch layer (minimum) of sediment control stone shall be placed on the upstream side of the dam. Excavate sediment storage area to the dimensions shown on the Contract Drawings. D. Fiber filtration tubes and sediment logs may be specified for use as check dams. These measures shall be installed according to instructions included herein. If Manufacturer's recommendations are more stringent, they shall supersede. E. Spacing shall be such that the elevation of the top of the lower dam is the same as the toe elevation of the upper dam. F. Check dams and check dams with weirs shall be inspected at least weekly and within 24 hours after any storm event of greater than 1/2 inch of rain per 24-hour period. Sediment, limbs and other debris shall be cleared from the channel. Repairs shall be made immediately. 3.11 INLET EROSION CONTROL MEASURES A. Inlet erosion control measures shall be designed, installed and maintained in accordance with the applicable requirements of Sections 6.50 through 6.55 of the NC ESCPDM. If inlet erosion control measures shown on the Contract Drawings are not included in the NC ESCPDM, Engineer's and Manufacturer's instructions for design, installation, and maintenance shall be followed, with more stringent instructions superseding. The Contractor shall provide inlet erosion control measures at all locations noted on the Contract Drawings, and at all other locations as may be directed by the Engineer. B. Excavated drop inlet protection shall be installed and maintained in accordance with Section 6.50 of the NC ESCPDM. Drainage area is limited to 1 acre. The minimum volume of excavated area around the drop inlet is 1800 ft3/acre disturbed. Minimum depth of the excavated area shall be 1 foot and maximum depth shall be 2 feet as measured from the crest of the inlet structure. Weep holes shall be protected by gravel. Inspect the excavated basin at least weekly and after every storm event until the MAY 2021 31 25 00-23 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS contributing drainage area has been permanently stabilized. Remove sediment when the storage volume has been reduced by one-half. C. Block and gravel inlet protection shall be installed and maintained in accordance with Section 6.52 of the NC ESCPDM. Drainage area shall be limited to 1 acre unless site conditions allow for frequent removal of accumulated sediment. The height of the block barrier shall be no more than 12 inches and no less than 24 inches. On the bottom row, place some of the blocks on their side to allow for dewatering. Place wire mesh over all block openings to hold gravel in place. Lateral support may be provided by placement of 2 x 4 wood studs through block openings. Place gravel 2 inches below the top of the block barrier. The top elevation of the structure must be at least 6 inches below the ground elevation downslope from the inlet to ensure that all stormwater flows over the structure and enters the storm drain instead of bypassing the structure. Block and gravel inlet protection shall not be used near the edge of fill material and shall not divert water away from the storm drain. Inspect at least weekly and after every storm event until the contributing drainage area has been permanently stabilized. Remove sediment as necessary to provide adequate storage volume for subsequent rains. Replace stone as needed. D. Rock pipe inlet protection shall be installed and maintained in accordance with Section 6.55 of the NC ESCPDM. Rock pipe inlet protection may be used at pipes with a maximum diameter of 36 inches. It shall not be installed in intermittent or perennial streams. The minimum crest width of the riprap berm shall be 3 feet, with a minimum bottom width of 11 feet and minimum height of 2 feet. The top of the riprap shall be 1 foot lower than the shoulder of the embankment or diversions. The outside face of the riprap should be covered with a 12-inch thick layer of#5 or#57 washed stone. The sediment storage area should be excavated upstream of the rock pipe inlet protection, with a minimum depth of 18 inches below grade. The rock pipe inlet protection shall be inspected at least weekly and after any storm event of greater than '/z inch of rain per 24- hour period. Repairs shall be made immediately. Remove sediment when the volume of the sediment storage area has been decreased by one-half and replace the contaminated part of the gravel facing. 3.12 FIBER FILTRATION TUBES (FFTS) AND SEDIMENT LOGS A. FFTs and sediment logs shall be placed along slopes to function as slope breaks and to minimize sediment transport and in diversions/channels to serve as check dams. The Contractor shall provide FFTs and sediment logs at all locations noted on the Contract Drawings, and at all other locations as may be directed by the Engineer. B. FFTs and sediment logs shall be installed to maintain contact with the soil surface. Install prior to seeding. May be installed before or after installation of RECPs. C. Anchor the upstream/upslope side of the FFTs using wire staples or approved devices at 1-foot intervals. Drive wooden stakes through downstream/downslope side of the FFTs MAY 2021 31 25 00-24 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS at 2-foot intervals. Take care not to compress the FFTs. Backfill and compact loose soil against the upstream/upslope side. Overlap adjacent FFT ends by a minimum of 1 foot. D. For channel installation, construct anchor trench 3 inches deep by FFT diameter and place loose soil against upstream side of FFT. For channel gradients of 2%, install trenches on 25-foot intervals. Decrease interval distance with steeper channel gradients or more highly erosive soils. E. Any sediment accumulation at the base of the FFT must be removed when it reaches one-third of the height of the tube. FFT may need to be removed if fully loaded with captured sediment for maximum product performance. FFTs are to be left in place or removed from the site as directed by the Engineer. F. Sediment logs do not require installation trenches. Wood stakes shall be placed at least every 2 feet along the length of the sediment log. Stakes shall only penetrate the netting around the log. They shall not be driven through the center of the log. Sediment logs are to be left in place or removed from the site as directed by the Engineer. G. The FFTs and sediment logs shall be inspected at least weekly and within 24 hours after any storm event of greater than '/2 inch of rain per 24-hour period. Look for signs of flow undercutting the logs. Re-anchor and replace as necessary. 3.13 TEMPORARY AND PERMANENT CHANNELS A. Temporary and permanent channels shall be designed, installed and maintained in accordance with the requirements of Sections 6.30, 6.31 and 8.05 of the NC ESCPDM. The Contractor shall provide temporary and/or permanent channels at all locations noted on the Contract Drawings, and at all other locations as may be directed by the Engineer. B. Remove all trees, brush, stumps, etc. from the channel area and dispose of properly. C. Excavate the channel to the dimensions shown on the plans, over-excavating to allow for liner thickness. Remove and properly dispose of all excess soil so that surface water may enter the channel freely. D. Armor the channel as specified on the Contract Drawings. If the specified channel lining requires an establishment period, protect the channel with mulch or a temporary liner sufficient to withstand anticipated velocities during this period. E. During the establishment period, inspect channels weekly and after every rainfall. After lining has been fully established, inspect channels after any storm event of greater than '/2 inch of rain per 24-hour period. Immediately make repairs. F. Perform all channel construction to keep erosion and water pollution to a minimum. Immediately upon completion of the channel, vegetate all disturbed areas or otherwise protect them against soil erosion. Where channel construction will take longer than 7 days, stabilize channels by reaches. MAY 2021 31 25 00-25 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS G. Inspect the channel outlet and all road crossings for bank stability and evidence of piping or scour holes. Give special attention to outlets and points where concentrated flow enters the channel. H. Maintain all vegetation adjacent to and in the channel in a healthy, vigorous condition to protect the area from erosion. I. Remove all significant sediment accumulations to maintain the designed carrying capacity. 3.14 TEMPORARY SEDIMENT TRAPS, SEDIMENT BASINS, AND SKIMMER SEDIMENT BASINS A. Temporary sediment traps shall be designed, installed and maintained in accordance with the requirements of Section 6.60 of the NC ESCPDM. Sediment basins shall be designed, installed and maintained in accordance with the requirements of Section 6.61 of the NC ESCPDM. Skimmer sediment basins shall be designed, installed and maintained in accordance with the requirements of Section 6.64 of the NC ESCPDM. The Contractor shall provide these structures at all locations shown on the Contract Drawings and at all other locations as may be directed by the Engineer. B. Care shall be taken to ensure that proper site preparation operations are conducted prior to trap or basin construction. Clear, grub and strip embankment location. C. A cut-off trench shall be excavated along the center line of the earth fill embankment for sediment basins and skimmer sediment basins. Keep the trench dry during backfilling and compaction operations. D. Fill material shall be free of roots, woody vegetation, rocks, and other objectionable materials. Fill shall be placed in 6 to 8-inch layers and compacted. Construct the embankment to an elevation 10 percent (minimum of 6 inches) higher than the design height to allow for settling. E. Inlets to the sediment traps and basins shall be constructed so as to prevent erosion. Use diversions to divert sediment-laden water to the upper end of the basin. F. Shape the sediment trap or basin to the specified dimensions. G. Following construction of the embankment, clear the sediment trap or basin area below the crest elevation of the spillway to facilitate sediment cleanout. Provide access for cleanout of accumulated sediment. H. Spillway/outlet configuration shall be constructed as specified below. I. Temporary sediment trap MAY 2021 31 25 00-26 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 1. Construct riprap outlet in embankment. Use filter fabric or a keyway cutoff trench between the riprap and the soil to protect it from piping. The outlet weir must be level and constructed to grade to assure design capacity. Ensure that the stone spillway outlet extends downstream past the toe of the embankment until the outlet velocity is acceptable for the receiving stream. 2. Provide emergency bypass in natural, stable areas, located so that flow will not damage the embankment. J. Sediment basin 1. Securely attach the riser to the barrel or barrel stub to make a watertight structural connection. Secure all barrel connections with approved watertight assemblies. Install anti-seep collar(s) as noted on the Contract Drawings. Ensure that the pipe stays in firm contact with its foundation when compacting fill around the pipe. Do not use pervious material as backfill around the pipe. Anchor the riser to prevent floatation. Install trash guard to prevent the riser and barrel from becoming clogged. 2. Install basin dewatering mechanism as noted on the Contract Drawings. 3. Install outlet protection as specified at principal spillway outlet. Install the emergency spillway in undisturbed soil and provide stabilization as specified. K. Skimmer sediment basin 1. Excavate a shallow pit under the skimmer or provide a low support of stone or timber under the skimmer to prevent the skimming device from settling into the mud. 2. Place the barrel on a firm, smooth foundation of impervious soil. Do not use pervious material to backfill around the pipe. Ensure that the barrel stays in firm contact with its foundation when compacting fill around the pipe. 3. Assemble the skimmer following the Manufacturer's instructions, or as designed. 4. Lay the assembled skimmer on the bottom of the basin with the flexible joint at the inlet of the barrel pipe. Attach the flexible joint to the barrel pipe and position the skimmer over the excavated pit or support. Attach a rope to the skimmer and anchor it to the side of the basin so that the skimmer may be pulled to the side for maintenance. 5. Install the spillway in undisturbed soil to the greatest extent possible and line with laminated plastic or impermeable geotextile fabric. Anchor the edges of the fabric in a trench with staples or pins. Install outlet protection as specified at the principal spillway outlet. MAY 2021 31 25 00-27 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS L. Install porous baffles in temporary sediment traps, sediment basins, and skimmer sediment basins as shown on the Contract Drawings and as specified herein. Porous baffles shall be designed, installed and maintained in accordance with the requirements of Section 6.65 of the NC ESCPDM. The Contractor shall provide porous baffles at all locations noted on the Contract Drawings, and at all other locations as may be directed by the Engineer. 1. Care shall be taken when installing porous baffles so they perform as designed. Baffle material shall be secured at the bottom and sides of sediment trap or basin. Fabric shall not be spliced but a continuous piece shall be used across the trap or basin. 2. Install at least three rows of baffles between the inlet and outlet discharge point. Sediment traps and basins less than 20 feet in length may use 2 baffles. 3. Posts or sawhorses shall be installed across the width of the sediment trap or basin unless an alternate baffle configuration is shown on the Contract Drawings. Steel posts shall be driven to a depth of 24 inches, spaced a maximum of 4 feet apart. Baffle weirs shall be installed at locations and according to details on the Contract Drawings. Except in locations of baffle weirs, the top of the fabric shall be 6 inches higher than the invert of the spillway and 2 inches lower than the top of the berms. M. Sediment traps and basins shall be constructed so that the area disturbed and resulting erosion is minimized. The emergency spillway, embankment, and all other disturbed areas above the crest of the principal spillway are to be stabilized immediately after construction. N. Sediment traps and basins may attract children and should be considered dangerous. Steep side slopes should be avoided and fences with warning signs may be necessary if trespassing is likely. O. Inspect temporary sediment traps, sediment basins, and skimmer sediment basins once a week and within 24 hours after any storm event of greater than 1/2 inch of rain per 24- hour period. Repairs shall be made immediately. 1. Sediment, limbs and other debris shall be cleared and the trap or basin shall be restored to its original dimensions when it accumulates to one-half the design depth or more frequently as directed by the Engineer. Sediment material removed from traps and basins shall be disposed of by the Contractor in locations that will not result in off-site sedimentation as acceptable to the Engineer, at no additional cost to the Owner. If no suitable on-site locations are available, all such sediment will be legally disposed of off site, at no additional cost to the Owner. 2. The embankment, spillways and outlet shall be checked for erosion damage and the embankment shall be checked for piping and settlement. Immediately fill any settlement of the embankment to slightly above design grade. Any riprap displaced MAY 2021 31 25 00-28 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS from the spillway must be replaced immediately. Replace contaminated gravel facing of riprap outlets as necessary. Inspect vegetation. Reseed and re-mulch as necessary. 3. Baffles, fabric and skimmer shall be inspected for damage. Repairs shall be made immediately. Re-anchor baffles if water is flowing under or around them. 4. Debris shall be removed from the skimmer to prevent clogging. Special precautions shall be taken in winter to prevent the skimmer from plugging with ice. 3.15 OUTLET STABILIZATION STRUCTURE A. Outlet stabilization structures shall be designed, installed and maintained in accordance with the requirements of Sections 6.41 and 8.06 of the NC ESCPDM. B. The Contractor shall ensure the subgrade, riprap and gravel filter conforms to the grading limits shown on the plans. C. Riprap shall be installed in accordance with the specifications contained herein, with filter fabric placed under the riprap. D. The apron shall be constructed on zero grade with no overfill. Ensure the apron is properly aligned with the receiving stream. E. All disturbed areas shall be stabilized with vegetation immediately after construction. F. Outlet stabilization structures shall be inspected at least weekly and within 24 hours after any storm event of greater than inch of rain per 24-hour period to see if any erosion around or below the riprap has taken place or if stones have been dislodged. Repairs shall be made immediately. 3.16 FLEXIBLE GROWTH MEDIUM A. Flexible growth medium shall be applied and maintained in accordance with the requirements detailed herein. If Manufacturer's recommendations are more stringent, they shall supersede. B. Grade area according to the Contract Drawings and prepare seedbed in accordance with this Section and Section 32 90 00— Final Grading and Landscaping. C. Apply flexible growth medium at rate noted on the Contract Drawings. Application may be made either in conjunction with application of seed and fertilizer or following application of seed and fertilizer. Slope interruption devices are recommended when slope lengths exceed 100 feet. Traffic shall be kept off treated areas. MAY 2021 31 25 00-29 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS D. Areas treated with flexible growth medium shall be inspected at least weekly and within 24 hours after any storm event of greater than I/2 inch of rain per 24-hour period until vegetation is established. Reapply in areas where seedling emergence is poor. 3.17 TREE PROTECTION FENCE A. Tree protection fence shall be installed and maintained in accordance with the requirements of Section 6.05 of the NC ESCPDM. If Manufacturer's recommendations are more stringent, they shall supersede. B. Install tree protection fence around all designated tree protection areas prior to clearing, deliveries, and other construction activities onsite. Post signs designating area as protected on all sides of the fencing. C. Inspect tree protection fence weekly. Repair and replace as needed. 3.18 ADDITIONAL REQUIREMENTS A. All storm sewer piping shall be blocked at the end of every working day until the inlet is constructed above grade. B. All streets around the construction area shall be scraped as necessary to prevent accumulation of dirt and debris. C. The Contractor shall provide adequate means to prevent any sediment from entering any storm drains, curb inlets (curb inlet filter box), ditches, streams, or bodies of water downstream of any area disturbed by construction. Excavation materials shall be placed upstream of any trench or other excavation to prevent sedimentation of offsite areas. Silt fence will be provided, at no additional cost to the Owner, around excavation materials if deemed necessary by the Engineer. In areas where a natural buffer area exists between the work area and the closest stream or water course, this area shall not be disturbed. D. The Engineer may direct the Contractor to place any additional sediment and erosion control devices at other locations not shown on the Drawings. 3.19 INSPECTIONS AND MAINTENANCE A. The Contractor shall designate an Authorized Representative to perform inspections and maintenance as described herein. Contractor shall perform regular inspections and maintain records as follows: 1. Inspections shall be performed, at a minimum, once every seven calendar days and within 24 hours after any storm event of greater than '/2 inch of rain per 24- hour period. 2. A rain gauge shall be maintained in good working order on the site and all rainfall amounts recorded throughout the duration of construction activities. MAY 2021 31 25 00-30 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3. Inspection reports must be available on-site during business hours unless a site- specific exemption is approved. 4. Inspection records must be kept for 3 years following completion of construction and be available upon request. 5. Electronically-available records may be substituted under certain conditions as approved by Land Quality and DWQ. B. During inspections, the following will be observed and appropriate maintenance activities shall be performed: 1. The conformance to specifications and current condition of all erosion and sediment control structures. 2. The effectiveness and operational success of all erosion and sediment control measures. 3. The presence of sediments or other pollutants in storm water runoff at all runoff discharge points. 4. The presence of sediments or other pollutants in receiving waters. 5. Evidence of off-site tracking at all locations where vehicles enter or exit the site. 6. Evidence of impacts to water quality due to site activities pertaining to equipment operation and maintenance, material handling, and material storage and construction laydown areas exposed to precipitation. C. Immediate action shall be taken to repair/maintain erosion and sediment control measures that are not performing as designed. The State reserves the right to stop all construction activities not related to these measures until such deficiencies are repaired. D. In areas that have undergone final stabilization, inspections and, if necessary, maintenance by Contractor will occur at least once per month for the duration of the contract or project, whichever is longer. 3.20 MONITORING AND REPORTING A. Monitoring: The Contractor shall be responsible for the implementation of the Inspections and Maintenance Procedures as included in the approved erosion and sediment control plan. The implementation must comply with guidelines as set forth in the NPDES General Permit NCG 010000 (Part I Section B: Minimum Monitoring and Reporting Requirements), as well as those of any local regulatory authorities. Minimum monitoring requirements are as follows: 1. A rain gauge shall be maintained in good working order on the site. MAY 2021 31 25 00-31 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 2. A written record of the daily rainfall amounts shall be retained. (Note: if no rainfall occurred the Contractor must record "zero"). 3. The control measures shall be inspected to ensure that they are operating correctly. Inspection records must be maintained for each inspection event and for each measure. All erosion and sedimentation control measures must be inspected by the Contractor at least once every seven calendar days and within 24 hours after any storm event of greater than 1/2 inch of rain per 24-hour period unless otherwise noted herein. Some measures require inspection following each rainfall event. 4. Once land disturbance has begun on the site, stormwater runoff discharge outfalls shall be inspected by observation for erosion, sedimentation and other stormwater discharge characteristics such as clarity, floating solids, and oil sheens. Inspections of the outfalls shall be made at least once every seven calendar days and within 24 hours after any storm event of greater than Y2 inch of rain per 24- hour period. Inspection records must be maintained for each inspection event and for each discharge location. 5. If any visible sedimentation is leaving the site or entering waters of the State, corrective action shall be taken immediately to control the discharge of sediments. Where visible deposition of sediment has occurred in surface waters or wetlands, the Contractor must verbally contact the Engineer and the Division of Water Quality within 24 hours of becoming aware of the deposition. Written notification shall be made to the Engineer and the Division of Water Quality within 5 days of becoming aware of the deposition. B. Reporting: The Contractor must keep a record of inspections onsite with a copy of the approved erosion and sediment control plan. Inspection records shall be made available to DWQ or its authorized agent upon request. Copies of inspection records shall be sent to the Engineer on a monthly basis. The records must provide the details of each inspection including observations and corrective actions taken as described below. The required rainfall and monitoring observations shall be recorded on an "Inspection Record for Activities Under Stormwater General Permit NCG010000" form provided by DWQ or a similar inspection form that is inclusive of all of the elements contained in the Division's form. A sample inspection form can be found at the end of this Section. 1. Control Measure Inspections: Inspection records must include at a minimum: 1) identification of the measures inspected, 2) date and time of the inspection, 3) name of the person performing the inspection, 4) indication of whether the measures were operating properly, 5) description of maintenance needs for the measure, 6) corrective actions taken and 7) date of actions taken. 2. Stormwater Discharge Inspections: Inspection records must include at a minimum: 1) identification of the discharge outfall inspected, 2) date and time of the inspection, 3) name of the person performing the inspection, 4) evidence of MAY 2021 31 25 00-32 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS indicators of stormwater pollution such as oil sheen, floating or suspended solids or discoloration, 5) indication of visible sediment leaving the site, 6) actions taken to correct/prevent sedimentation and 7) date of actions taken. 3. Visible Sedimentation Found Outside the Site Limits: Inspection records must include 1) an explanation as to the actions taken to control future releases, 2) actions taken to clean up or stabilize the sediment that has left the site limits and 3) the date of actions taken. 4. Visible Sedimentation Found in Streams or Wetlands: All inspections should include evaluation of streams or wetlands onsite or offsite (where accessible) to determine if visible sedimentation has occurred. 5. Visible Stream Turbidity: If the discharge from a site results in visible stream turbidity, inspection records must record that evidence and actions taken to reduce sediment contributions. C. The State reserves the right to use its own resources to duplicate monitoring and verify the work required by the Contractor in this section. 1. The Sedimentation Pollution Control Act requires persons responsible for land- disturbing activities to inspect a project after each phase of the project to make sure that the approved erosion and sedimentation control plan is being followed. 2. The self-inspection program is separate from the weekly self-monitoring program of the NPDES Stormwater Permit for Construction Activities. The focus of the self- inspection report is the installation and maintenance of erosion and sedimentation control measures according to the approved plan. The inspections should be conducted after each phase of the project and continued until permanent ground cover is established. 3. The Self-Inspection Report form may be found at the end of this section and is also available as an Excel spreadsheet from the Land Quality web site, http://www.dlr.enr.state.nc.us/pages/sedimentation new.html D. Sites discharging to streams named on the state's 303(d) list as impaired for sediment- related causes may be required to perform additional monitoring, inspections or application of more stringent management practices if it is determined that the additional requirements are needed to assure compliance with the federal or state impaired-waters conditions. Inspection records must be maintained for each inspection event and for each discharge location. If a discharge covered by this permit enters a stream segment that is listed on the Impaired Stream List for sediment-related causes, and a Total Maximum Daily Load (TMDL) has been prepared for those pollutants, the Permittee must implement measures to ensure that the discharge of pollutants from the site is consistent with the assumptions and meets the requirements of the approved TMDL. The DWQ 303(d) list can be found at: http://h2o.enr.state.nc.us/tmdl/General 303d.htm/. MAY 2021 31 25 00-33 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3.21 REMOVAL OF TEMPORARY SEDIMENT CONTROL STRUCTURES A. At such time that temporary erosion and sediment control structures are no longer required under this item, the Contractor shall notify the Engineer of its intent and schedule for the removal of the temporary structures. The Contractor shall obtain the Engineer's approval in writing prior to removal. Once the Contractor has received such written approval from the Engineer, the Contractor shall remove, as approved, the temporary structures and all sediments accumulated at the removed structure shall be returned upgrade and stabilized so they do not re-erode. In areas where temporary control structures are removed, the site shall be left in a condition that will restore original drainage. Such areas shall be evenly graded and seeded as specified in Section 32 90 00— Final Grading and Landscaping. END OF SECTION (The Inspection Record for Activities under Stormwater General Permit NCG01000 and the Land Quality Self-Inspection Report Form follows this Section.) MAY 2021 31 25 00-34 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS INSPECTION AND MONITORING RECORDS FOR ACTIVITIES UNDER STORMWATER GENERAL PERMIT NCG010000 AND SELF-INSPECTION RECORDS FOR LAND DISTURBING ACTIVITIES PER G.S. 113A-54.1 Project Name Land Quality or Local Program Project/Permit # Approving Authority Date of Plan Expiration Date, Approval if applicable NCG010000 Certificate of Date of COC Issuance Coverage Number Coverage under the NCG010000 permit must be renewed annually, if issued after April 1, 2019 until Notice of Termination is filed and approved. PART 1 A: Rainfall Data PART 1 B: Phase(s)of the Plan Rain Amount(inches) Check ALL applicable box(es)that apply to Daily Rainfall Required. If no rain, completed & current phases X indicate with a "zero" Initial installation of erosion and sediment control measures M Clearing and grubbing of existing ground cover T Completion of any grading that requires ground cover W Completion of all land-disturbing activity, construction or Th Permanent ground cover sufficient to restrain erosion has been Sat(Inspection Optional) Sun (Inspection Optional) Are there any site or project conditions that limit completion of inspection? If yes, explain conditions and areas of site that were inaccessible. MAY 2021 31 25 00-35 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS PART 2: STORMWATER PLANS AND CONTROLS: For each question below, mark the corresponding box as Yes, No or N/A. For all items marked "No", note in Part 3A the Reference letter and provide the Corrective Action and location of the deficiency, the original date noted, and the date it was noted as being corrected. NOTE: Reference letters may be used multiple times. Reference Part 2A: Storm Water Plans and Related Documents Yes No N/A A Is the approval letter or certificate, COC and a copy of the NPDES Construction General Permit(CGP)on site?(Readily available electronic copy of CGP is acceptable) B Is the approved plan on site and current? Reference Part 2B: Stormwater Pollutant Controls Yes No N/A C Are erosion and sediment controls that are shown on the approved plan installed and operating properly with no repairs needed? D Are stormwater controls that are shown on the approved plan installed and operating properly with no repairs needed? E Vehicle Tracking: Are construction entrances operating properly with no repairs needed? F Soil Stabilization: Are areas of the site where construction activities have ceased been properly stabilized within the required timeframes? G Are earthen stockpiles stabilized or otherwise protected from sediment loss, and located at least 50 feet away or downhill from drain inlets and surface waters? Reference Part 2C: Non-Storm Water Pollutant Controls Yes No N/A H Concrete, stucco, paint, etc.washouts: Are washouts installed, properly located, posted and operating with no repairs needed? Solid&hazardous wastes: Are trash, debris, and hazardous materials properly managed? Sanitary waste: Are portable toilets properly located and operating with no visible repairs needed? K Equipment and stored fluids: Are fuels, lubricants, hydraulic fluids,etc. contained so as not to enter surface and ground waters? Report oil spills and the release of hazardous substances to the appropriate DEQ Regional Office via phone call or email within 24 hours of discovery. https://deg.nc.gov/contact/regional-offices For any items listed in the section below, a full description of sedimentation is required in Part 3A. This includes, but may not be limited to: location, estimated amount of sediment that has left the site and/or entered waters, apparent causes of the sediment loss, and what corrective actions need to be taken to prevent this from recurring. Reference Part 2D: Sedimentation Yes No N/A Are sediment or other pollutants noted beyond the approved or permitted limits of disturbance? M Are BMPs detected as releasing sediment or other pollutants into receiving waters? Report visible sedimentation into streams or wetlands to the appropriate DEQ Regional Office via phone call or email within 24 hours of discovery. https://deg.nc.gov/contact/regional-offices MAY 2021 31 25 00-36 WWTP FLOW EQ BASIN STORAGE IMPRO\ :NTS PART 3A: EROSION AND SEDIMENTATION CONTROL MEASURES: Measures must be inspected at least ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT EQUAL TO OR GREATER THAN 1.0 INCH PER 24 HOUR PERIOD. Add rows as needed. Erosion and Sedimentation Control Measures Date Inspected Inspection Describe Actions Needed Previous Date Action(s) Measure ID or Location and Description Reference(s) Operating Corrective actions should be performed as soon as possible Observed Properly? and before the next storm event as (Y/N) Corrected Report unanticipated bypasses, or non-compliance conditions that may endanger health or the environment,to the appropriate DEQ Regional Office via phone call or email within 24 hours of discovery. https://deq.nc.gov/contactlregional-offices PART 3B: STORMWATER DISCHARGE OUTFALLS (SDOs): SDOs must be inspected at least ONCE PER 7 CALENDAR DAYS AND WITHIN 24 HOURS OF A RAINFALL EVENT EQUAL TO OR GREATER THAN 1.0 INCH PER 24 HOUR PERIOD Add rows as needed. Stormwater Discharge Outfalls Inspected I Date Any Visible .Any Increase Any Inspection Previous Stormwater Sedimentation in Stream Visible Any visible oil Date Action(s) Discharge Describe Actions Needed Observed in Streams, Turbidity Erosion sheen, floating or Outfall • Wetlands or from below suspended solids or Corrective actions should be performed as soon as possible and as ID or Outside Site Discharge? SDO? discoloration?(Y/N) before the next storm event Corrected Location Limits?(Y/N) (Y/N) (Y/N) • MAY 2021 31 25 00-37 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS _PART 3C: GROUND STABILIZATION: Must be recorded, at a minimum, after each phase. Add rows as needed. Site area description and location where Time Have Temporary Is Ground Date construction activities have temporarily Limit for stabilization or Cover Original Describe Actions Needed Previous or permanently ceased Ground measures Permanent Sufficient Inspection Action(s) Cover been Stabilization to Restrain Date Corrective actions should be performed as Observed (see table installed? (T/P) Erosion? soon as possible and before the next as below) (Y/N) (Y/N) storm event Corrected GROUND STABILIZATION TIMEFRAMES Site Area Description Stabilization Timeframe Variations Perimeter dikes, swales and slopes 7 Days None High Quality Water(HQW) Zones 7 Days None Slopes Steeper than 3:1 7 Days 7 days for perimeter dikes, swales, slopes and HWQ zones 14 days for slopes 10 ft or less in length and not steeper than 2:1 10 days for Falls Lake Watershed Slopes 3:1 to 4:1 14 Days 7 days for perimeter dikes, swales, slopes and HWQ zones 7 days for slopes greater than 50 ft in length 10 days for Falls Lake Watershed All other areas with slopes flatter than 4:1 14 Days 7 days for perimeter dikes, swales, slopes and HWQ zones 10 days for Falls Lake Watershed PART 3D: NEW OR REVISED MEASURES: Erosion and sedimentation control measures omitted or installed, at a minimum since the last inspection, shall be documented here or by initialing and dating each measure or practice shown on a copy of the approved erosion and sedimentation control plan. Alterations and relocations of measures shall also be documented if they significantly deviate from the approved plan. The removal of measures should also be documented. List dimensions of measures such as Sediment Basins and Dissipator Pads. Add rows as needed. Corrective actions should be included in Part 3A. Measure ID or Location and Description Proposed Actual Significant Date measure Installed (I) Dimensions(ft.) Dimensions(ft.) Deviation* observed as Altered(A) from Plan? installed, altered, Relocated (R) (Y/N) relocated or Removed(X) removed *Significant deviation means any omission, alteration or relocation of an erosion or sedimentation control measure that prevents it from performing as intended. MAY 2021 31 25 00-38 WWTP FLOW EQ BASIN STORAGE IMPRO\'rnnrNTS PART 4: Signature of Inspector_ Financially Responsible County Party (FRP)/Permittee INSPECTOR Name Employer Inspector Type(Mark) X Address FRP/Permittee Agent/DesigneePhone Number Email Address By this signature, I certify in accordance with the NCG010000 permit&G.S.1113A-54.1 that this report is accurate and complete to the best of my knowledge. Financially Responsible Party/Permittee or Agent/Designee I Date&Time of Inspection MAY 2021 31 25 00-39 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS THIS PAGE INTENTIONALLY LEFT BLANK MAY 2021 31 25 00-40 WWTP FLOW EQ BASIN STORAGE IMPRO\' "TNTS SECTION 32 90 00 FINAL GRADING AND LANDSCAPING PART 1 — GENERAL 1.01 THE REQUIREMENT A. Furnish all labor, equipment, and materials necessary for final grading, topsoiling, seeding, and miscellaneous site work not included under other Sections, but required to complete the work as shown on the Drawings and specified herein. Under this Section, all areas of the project site disturbed by excavation, materials storage, temporary roads, etc., shall be reseeded as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 31 00 01 - Earthwork B. Section 31 25 00— Erosion and Sedimentation Control 1.03 SUBMITTALS A. Submit the following in accordance with the procedures and requirements set forth in Division 1 and Division 2 of these Specifications: 1. Product Data 2. Certification of all materials 3. Three (3) copies of composition and germination certification and of test results for grass seed. PART 2— PRODUCTS 2.01 TOPSOIL A. Upon completion and approval of the rough grading, the Contractor shall place the topsoil over all areas disturbed during construction under any contract except those areas which will be paved, graveled or riprapped. B. Topsoil shall not be placed in a frozen or muddy condition and shall contain no toxic materials harmful to grass growth. C. Topsoil shall be as defined under Section 31 00 01 — Earthwork. MAY 2021 32 90 00-1 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 2.02 WATER A. Water shall be furnished to the Contractor by the Owner from existing facilities as directed by the Engineer. B. The Contractor shall furnish all hoses and connections necessary to complete the landscaping work. 2.03 FERTILIZER A. Fertilizer shall be a complete commercial fertilizer with components derived from commercial sources. B. Fertilizer analysis shall be determined from field soil sampling in appropriate number taken by the Contractor and analyzed by the N.C. Department of Agriculture or other independent laboratory. Contractor shall furnish fertilizer in accordance with the recommendations of the N.C. Department of Agriculture. C. One-quarter of the Nitrogen shall be in the form of nitrates, one-quarter in the form of ammonia salts, and one-half in the form of natural organic Nitrogen. Available Phosphoric Acid shall be free from superphosphate, bone, or tankage. Potash shall be Sulphate of Potash. Elements shall conform to the standards of Association of Official Agricultural Chemists. D. Fertilizer shall be delivered in standard size bags marked with the weight, analysis of contents, and the name of the manufacturer. E. Fertilizer shall be stored in weatherproof storage areas and in such a manner that its effectiveness will not be impaired. 2.04 LIME A. At least 50% shall pass a No. 200 U.S.S. mesh sieve. At least 90% shall pass a No. 100 U.S.S. mesh sieve and 100% shall pass a No. 10 U.S.S. mesh sieve. Total carbonates shall not be less than 80% or 44.8% Calcium Oxide equivalent. For the purpose of calculation, total carbonates shall be considered as Calcium Carbonate. 2.05 GRASS SEED A. The Contractor shall furnish the kinds and amounts of seed to be seeded in all areas disturbed by the Work. All seed shall be labeled to show that it meets the requirements of the North Carolina Seed Law. All seed must have been tested within six (6) months immediately preceding the planting of such material on the job. B. The inoculant for treating legume seed shall be a pure culture of nitrogen-fixing bacteria prepared specifically for the species. Inoculants shall not be used later than the date MAY 2021 32 90 00-2 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS indicated on the container. The quality of the seed shall conform to the following: Minimum Minimum Maximum Type Seed Purity Germination Weed Seed (%) (%) (%) Fescue(fungus free) 98 90 1.00 Hybrid Rye 98 85 0.10 German Millet 98 85 0.50 Browntop Millet 98 85 0.50 C. All seed shall be in conformance with N.C. Seed Law restrictions for restricted noxious weeds. D. Seed mixtures to be used on the project shall be as follows: 150#/acre Kentucky 31 Tall Fescue Permanent Seeding (Add 25#/acre German Millet(Setaria Italica)in May. Add 25#/acre Hybrid Rye(Secale cereale)during Nov.) Temporary 120#/acre Hybrid Rye(Lolium multifloruml)and 50#/acre German Millet Winter Seeding (Secale cereale) Temporary 40#/acre Browntop Millet(Urochloa ramose)or 50#/acre German Millet Summer Seeding (Setaria Italica) 2.06 WOOD CELLULOSE FIBER MULCH A. For use in hydroseeding grass seed in combination with fertilizers and other approved additions, shall consist of especially prepared wood cellulose fibers such as "Wood-Lok 300" manufactured by Applegate Mulch, "Enviro-Mix" manufactured by Profile, or equal, and have no growth or germination inhibiting factors, and be dyed green. B. The wood cellulose fiber shall have the additional characteristic of dispersing rapidly in water to form a homogeneous slurry and remain in such state when agitated in the hydraulic mulching unit, or adequate equal, with the specified materials. C. When applied, the wood cellulose fiber with additives will form an absorptive mat but not a plant inhibiting membrane, which will allow moisture, natural or mechanical, to percolate into underlying soil. D. The mulch shall be supplied, compressed in packages containing 50 pounds of material having an equilibrium air dry moisture content at time of manufacture of 12% plus or minus 3%. Wood cellulose fiber mulch shall be stored in a weatherproof storage area and in such a manner that effectiveness will not be impaired. MAY 2021 32 90 00-3 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 2.07 STRAW MULCH A. Straw used for mulch shall be small grain hay. Hay shall be undamaged, air dry, threshed straw, free of undesirable weed seed. Straw mulch is not required for seeded areas treated with a temporary soil stabilizer. 2.08 TEMPORARY SOIL STABILIZER A. The temporary agent for soil erosion control shall consist of an especially prepared plant-based or cementitious highly concentrated powder which, when mixed with water, forms a thick liquid such as "DustOut" manufactured by DustOutTM, "Stabilizer" manufactured by Stabilizer Solutions, or"SoiLokTM" as manufactured by Prime Resins, or equal, and having no growth or germination inhibiting factors. The agent shall be used for bare soil stabilization or hydroseeding grass seed in combination with other approved amendments resulting in a highly viscous slurry which, when sprayed directly on the soil, forms a wind and rain resistant crust. 2.09 ROLLED EROSION CONTROL PRODUCTS A. The rolled erosion control products (RECPs) shall be as shown on the Drawings. 2.10 RIPRAP AND HERBICIDES A. Furnish and install sufficient quantity of landscape gravel or riprap to cover over the ground to a minimum 4-inch depth for gravel and 24-inch depth for riprap, unless otherwise noted, or indicated on the Drawings. Also furnish and apply an approved herbicide to the subgrade surface just prior to installing the landscape gravel or riprap. B. During placing, the stone shall be graded so that the smaller stones are uniformly distributed through the mass. The Contractor may place the stone by mechanical methods, augmented by hand placing where necessary or ordered by the Engineer. The placed riprap shall form a properly graded, dense, neat layer of stone. C. All topsoil and vegetative matter shall be removed from the subgrade surfaces prior to the application of the weed killer (herbicide) and to the placement of landscape gravel or riprap. Apply commercial-type herbicide as preemergence control of miscellaneous grasses and broadleaf weeds in granular or liquid form such as "Treflan", "Dymid", or equal. Methods and rates of application shall be in strict compliance to manufacturer's directions and acceptable to the Engineer. D. The herbicide selected shall be safe for use around ornamental plantings, have long-lasting weed control, and shall be resistant to leaching away under excessive rainfall. E. A second application of the herbicide shall be made on the surface of the landscape gravel or riprap sometime after the first six (6) months, but not later than 12-months. Same methods and rates apply as specified previously. MAY 2021 32 90 00-4 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS PART 3 — EXECUTION 3.01 GRADING A. After approval of the rough grading, the Contractor shall commence his preparations of the subgrade for the various major conditions of the work as follows: 1. Bare soil for riprap area at subgrade (24-inches below final grade, or as directed by the Engineer). 2. Topsoil for lawn and road shoulder seed area - scarify 2-inch depth of subgrade (4-inches below final grade) prior to placing topsoil. B. Final surface grading of the top-soiled, landscape graveled, and riprapped areas shall be mechanically raked or hand raked to an even finished surface alignment. 3.02 TOPSOIL A. Topsoil shall be spread in place for quantity required for lawn and road shoulder seed areas at 4-inch consolidated depth, and sufficient quantity for certain plant beds and backfill for shrubs and trees as specified. 3.03 SEEDBED PREPARATION A. Contractor shall prepare all areas to receive temporary or permanent seeding measures prior to planting. B. Topsoil shall be placed in areas to be seeded and roughened with tracked equipment or other suitable measures. Slopes steeper than 3:1 may be roughened by grooving, furrowing, tracking, or stairstep grading. Slopes flatter than 3:1 should be grooved by disking, harrowing, raking, operating planting equipment on the contour. C. Soil amendments including, but not limited to, lime and fertilizer shall be spread as necessary, and at the rates specified in this Section. Seeding shall be as per the type and rates specified in this Section. Seed shall be broadcast as soon as possible following roughening, before surface has been sealed by rainfall. 3.04 HYDROSEEDING AND GRASS A. The Contractor shall grow a stand of grass by hydroseeding method on all disturbed areas. The Contractor shall be responsible for the satisfactory growth of grass throughout the period of the one-year guarantee. B. The Contractor's work shall include the preparation of the topsoil and bare soil seed bed, application of fertilizer, limestone, mulching, inoculant, temporary soil stabilizer, watering, and all other operations necessary to provide a satisfactory growth of sod at the end of the one-year maintenance period. Areas without satisfactory sod at the end of MAY 2021 32 90 00-5 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS one (1) year shall be replanted until satisfactory growth is obtained and acceptable to the Engineer. C. All areas to be seeded shall be done by the hydraulic seeding method including all additives and amendments required. A "Reinco", "Finn", or "Bowie" type hydromulcher with adjustable nozzles and extension hoses, or equal, shall be utilized. General capacity of tank should range from 500 to 2,500 gallons, or as approved by the Engineer. D. Hydraulic seeding shall be carried out in three steps. Step one shall consist of the application of lime. In step two the seed mixture shall be mixed with the fertilizer, wood cellulose fiber mulch, and any required inoculants and applied to the seed bed. Step three shall consist of application of top dressing during the first spring or fall, whichever comes first, after step two. E. Top dressing shall consist of a commercial grade fertilizer plus Nitrogen or other analysis as may be recommended by soil testing. Types and application rates of seed mixtures, lime, fertilizer, and wood cellulose fiber mulch shall be as shown in the Seeding Schedule. F. Ingredients for the mixture and steps should be dumped into a tank of water and thoroughly mixed to a homogeneous slurry and sprayed out under a minimum of 300-350 pounds pressure, in suitable proportions to accommodate the type and capacity of the hydraulic machine to be used. Applications shall be evenly sprayed over the ground surface. The Contractor shall free the topsoil of stones, roots, rubbish, and other deleterious materials and dispose of same off the site. The bare soil, except existing steep embankment area, shall be rough raked to remove stones, roots, and rubbish over 4-inches in size, and other deleterious materials and dispose of same off the site. G. No seeding should be undertaken in windy or unfavorable weather, when the ground is too wet to rake easily, when it is in a frozen condition, or too dry. Any bare spots shown in two to three weeks shall be recultivated, fertilized at half the rate, raked, seeded, and mulched again by mechanical or hand broadcast method acceptable to the Engineer. H. Areas that have been seeded with a temporary seed mixture shall be mowed to a height of less than 2-inches and scarified prior to seeding with the permanent seed mixture. I. The Contractor shall provide, at his own expense, protection for all seeded areas against trespassing and damage at all times until acceptance of the work. Slopes shall be protected from damage due to erosion, settlement, and other causes and shall be repaired promptly at the Contractor's expense. J. The Contractor shall water newly seeded areas of the lawn and road shoulder mix once a week until the grasses have germinated sufficiently to produce a healthy turf, or unless otherwise directed by the Engineer. Each watering shall provide three (3) gallons per square yard. The Contractor shall furnish all necessary hoses, sprinklers, and connections. MAY 2021 32 90 00-6 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS K. The first and second cutting of the lawn grasses only shall be done by the Contractor. All subsequent cuttings will be done by the Owner's forces in a manner specified by the Contractor. 3.05 DITCH AND SWALE EROSION PROTECTION A. All ditches and swales indicated on the Drawings shall be lined with a rolled erosion control product (RECP). The area to be covered shall be properly graded and hydroseeded before the RECP is installed. Installation shall be in accordance with Section 31 25 00— Erosion and Sedimentation Control. 3.06 MAINTENANCE A. The Contractor shall be responsible for maintaining all seeded areas through the end of the warranty period. B. Maintenance shall include but not be limited to, annual fertilization, mowing, repair of seeded areas, irrigation, and weed control. C. The Contractor shall provide, at his own expense, protection for all seeded areas against trespassing and damage at all times until acceptance of the work. D. Slopes shall be protected from damage due to erosion, settlement, and other causes and shall be repaired promptly at the Contractor's expense. E. Annual fertilization shall consist of an application of 500#/acre of 10-10-10 commercial grade fertilizer, or its equivalent and 60#/acre of nitrogen in early fall, or other analysis as may be determined by soil test. Annual fertilization shall be in addition to top dressing and shall be performed by the Contractor each fall season after planting until the work is substantially complete. F. Mowing shall be scheduled so as to maintain a minimum stand height of 4-inches or as recommended by the Engineer. Stand height shall be allowed to reach 8 to 10-inches prior to mowing. G. All seeded areas shall be inspected on a regular basis and any necessary repairs or reseedings made within the planting season, if possible. If the stand should be over 60% damaged, it shall be re-established following the original seeding recommendations. H. Weed growth shall be maintained mechanically and/or with herbicides. When chemicals are used, the Contractor shall follow the current North Carolina Agricultural Experiment Stations' weed control recommendations and adhere strictly to the instructions on the label of the herbicide. No herbicide shall be used without prior approval of the Engineer. MAY 2021 32 90 00-7 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS 3.07 CLEANUP A. The Contractor shall remove from the site all subsoil excavated from his work and all other debris including, but not limited to, branches, paper, and rubbish in all landscape areas, and remove temporary barricades as the work proceeds. B. All areas shall be kept in a neat, orderly condition at all times. Prior to final acceptance, the Contractor shall clean up the entire landscaped area to the satisfaction of the Engineer. 3.08 SEEDING SCHEDULE A. All seeding and mulching to be completed by the Contractor shall conform to the following schedule. No permanent seeding shall be performed from May 1 —August 31 and November 1 — February 14. Temporary seed mixtures will be used during these times if seeding is necessary. Areas seeded with temporary seed mixtures shall be reseeded by the Contractor at no additional cost to the Owner with permanent seed as directed by the Engineer. B. Application rates of seed mixtures, lime, fertilizer, mulch and top dressing are shown in the schedule. MAY 2021 32 90 00-8 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS SEEDING SCHEDULE Application Rates(Pounds/Acre) Seed Planting Limea Seed Fertilizer Straw" Topdressinga Annual Comments Mixture Season Mulch Fertilizer Feb. 15-April 30 500 of Same as Preferred planting seasons are Sept. 1 —Sept. 30 P Sept. 1-Oct. 31 4000 150 1000 4000 10-10-10 Topdressing and Feb. 15—March 30. 60 of Nitrogen TW Jan. 1-May 1 2000 170 750 4000 Over seed with Type P seed mixture during next planting season. TS May 1-Aug. 15 2000 40 750 4000 Over seed with Type P seed mixture during next planting season. TF Aug. 15 Dec. 30 2000 120 1000 4000 Over seed with Type P seed mixture during next planting season. Notes: a.Application rates and/or chemical analysis shall be confirmed or established by soil test. b.On cut and fill slopes 2:1 or steeper,add 30#/acre German Millet or Browntop Millet to Type P seed mixture. c.Apply tackifier at rate of 0.10 gallon per square yard(10 gal/1000 ft2),or as recommended by manufacturer,to tack straw mulch. END OF SECTION MAY 2021 32 90 00-9 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS THIS PAGE INTENTIONALLY LEFT BLANK MAY 2021 32 90 00-10 WWTP FLOW EQ BASIN STORAGE IMPROVEMENTS {, o ROY COOPER j,� ' Governor ' MICHAEL S.REGAN \ ;.1M. , ' cretary ':,, 4;,,,,,pe�' UAN WRENN NORTH CAROLINA erector Environmental Quality September 30,2020 Russ Colbath, PE, Director of Water Resources rcolbath.monroenc.org, 704-282-4624 300 W Crowell Street, Monroe, NC,28112 RE: Jurisdictional Determination and Hazard Classification Monroe WWTP EQ Pond Dam Union County State Dam ID: UNION-125 Dear Mr Colbath: This is in response to your latest submission dated September 30, 2020 and received on September 30,2020 of a request for a jurisdictional determination and hazard classification of existing subject dam. Personnel from the North Carolina Department of Environmental Quality's Division of Energy, Mineral and Land Resources (DEMLR)reviewed the submitted materials and performed independent analyses to evaluate the subject dam's hazard potential.Additionally, personnel from DEMLR's Mooresville Regional Office have conducted an review and/or inspection of the existing dam site and downstream areas.The existing dam height and maximum storage capacity are 34 feet and 59 acre-feet, respectively. ' This is an off stream wastewater equalization storage basin, with no natural watershed area draining into,and no planned discharge except into the wastewater treatment plant. The pond and dam should be designed to contain without release to the environment the projected inflows from a 1/3 PMP storm event. Based on our reviews,analyses and inspections, DEMLR has determined that a Class C high hazard classification is presently warranted due to the pond containing wastewater and being part of a wastewater treatment system,or presence of homes,roads, parking areas, office buildings downstream from the dam within the potential breach inundation zone(s).Class C includes dams located where failure will likely cause environmental damage, loss of life or serious damage to homes, industrial and commercial buildings, important public utilities,automobiles, primary highways,or major railroads. cause interruption, use or service of public utilities. Due to its high hazard classification,this dam will be subject to the jurisdiction of the Dam Safety Law of 1967 in accordance with NCGS 143-215.25A(a)(6).The Dam Safety Law of 1967 can be found at the following web address:nttps://dea.nc.gov/about/divisions/energy-mineral-land-resources/energy-mineral-land- permits/dam-safety. The referenced dam height and maximum storage capacity places this dam in the small size classification according to the criteria table shown in 15A NCAC 02K .0 205(e), with the minimum Spillway Design Flood for Small sized high hazard dams being the 1/3 Probable Maximum Precipitation. In the event that future conditions change downstream of the dam, or that the dam height and/or total storage criteria are altered in accordance with approved plans(see'Construction, Modifications and Repairs'),the dam may be subject to reassessment of its hazard class and/or jurisdictional status. North Carolina Department of Environmental Quality I Division of Energy,Mineral and Land Resources Lr!/� / 512 North Salisbury Street 1 1612 Mail Service Center I Raleigh,North Carolina 27699-1612 n.w .': .^:..m.m„a.," /✓ 919.707.9200 Mr. Russ Colbath, PE, City of Monroe, NC rcolbath.monroenc.org, 704-282-4624 Monroe,WWTP EQ Pond Dani Jurisdictional Determination and High Hazard Classification UNION-125 September 30, 2020 Page 2 of 3 EMERGENCY ACTION PLAN: An Emergency Action Plan(EAP)is required for intermediate hazard and high hazard dams in accordance with NCGS 143-215.31(a1)(1),and must be submitted to DEMLR and the North Carolina Department of Public Safety for review and approval within 90 days of receipt of this notification. Owners of dams that are undergoing or planning for construction, modifications or repairs must submit an EAP before final written consent for use of the dam is issued by DEMLR. Furthermore,the EAP must be updated every year and sent to DEMLR for review. EAP's for all dams were required to be provided to DEMLR by December 31, 2015.The EAP must include a downstream inundation map depicting areas affected by a dam failure and sudden release of the impoundment, as well as a list of impacted roads and structures. Failure to submit an EAP may result in enforcement action by DEMLR,which may include, but is not limited to,a Notice of Deficiency or a Dam Safety Order mandating drainage of the impoundment. Please contact this office to communicate your intent to comply with this requirement within 30 days of receipt of this notification. It is also recommended that you contact the DEMLR Dam Safety Program if you need technical assistance and/or a list of consultants that can provide professional help in developing your EAP..You can also find documents and templates related to development of your EAP at: httos://dea.nc.govJabout/divisions/energy-mineral-and-land-resources/dam- safety/olanning-dam-emergency. OPERATION AND MAINTENANCE PLAN: An operation and maintenance (O&M)plan is required for all high hazard dams.The O&M plan should be specific to the subject dam and address all routine maintenance, annual operation of the bottom drain to ensure functionality,and the frequency of the following: mowing,tree removal, piezometer readings, lubrication and exercising of valves and gates, rodent control,and inspections by the owner or the owner's representative. Owners of existing dams that are not undergoing construction, modifications or repairs must submit a copy of the current O&M plan to DEMLR within 90 days.Owners of dams that are undergoing or planning for construction, modifications or repairs must submit an O&M plan before final written consent for use of the dam is issued by DEMLR. For additional guidance on the preparation of an O&M plan, refer to the North Carolina Dam Operations&Maintenance and Inspection Manual: https://files.nc.govJncdea/Energv°%20M ineral%20and%20 Land%2OResources/Land%20Qua litylDam%20Saf etyjDam 0%26M Insu Manual rev 2007.pdf We recommend that the reservoir be operated to provide the maximum freeboard feasible, particularly during significant precipitation events.We also recommend that adequate and readily accessible drawdown measures be provided and maintained in the reservoir should emergency conditions arise.We recommend that an engineer knowledgeable of current Dam Safety design and construction requirements evaluate these issues relative to long-term serviceability and overtopping protection. CONSTRUCTION, MODIFICATIONS AND REPAIRS: Any construction, breach, modification or repair work to the dam requires prior approval from DEMLR prior to proceeding. Plans,specifications, along with the data and calculations necessary to develop them in accordance with the Dam Safety Law of 1967 as well as North Carolina Administrative Code,Title 15A, Subchapter 02K Dam Safety, must be prepared by a Professional Engineer licensed in the State of North Carolina.The application in paper and electronic format must be submitted to the State Dam Safety Engineer for review and approval.There may be initial and additional application processing fees required to be submitted with the application, depending on the type, nature and cost of the project. TREES AND WOODY VEGETATION ON DAMS: All trees, brush and woody vegetation must be removed from the slopes and crest of the dam embankments and the emergency spillway areas.All trees and/or brush less than three inches in diameter at breast height may be removed either by excavation or cutting flush to the ground. All trees larger than three inches in diameter at breast height must be completely removed by excavation, including roots,and the resulting excavations properly backfilled with select fill. All disturbed areas must be immediately revegetated with a good cover of grass adequate to prevent surface erosion.Excavation and backfilling required for tree removal will require engineered Mr. Russ Colbath, PE, City of Monroe, NC • rcolbath.monroenc.org, 704-282-4624 Monroe,WWTP EQ Pond Dam Jurisdictional Determination and High Hazard Classification UNION-125 September 30, 2020 Page 3 of 3 plans to be submitted to Dam Safety for review and approval before removal may proceed.FEMA 534"Technical Manual for Dam Owners, Impacts of Plants on Earthen Dams"should be used as guidance. MINIMUM STREAM FLOW REQUIREMENTS: Under 15A NCAC 02K.0502(b)(1),a minimum flow may be required to be released from the subject dam at all times in order to support water quality and aquatic habitat. However, DEMLR has determined that there is currently no required minimum release for the subject dam.This required minimum flow value may be subject to change in the future. As noted,this is an off stream wastewater storage basin and there is no release to the environment permitted. INSPECTIONS AND ENFORCEMENT: Personnel from DEMLR's Mooresville Regional Office will schedule and perform regular inspections of the dam to evaluate its safety and condition, and to determine continued compliance with applicable regulations.As the owner of a Class C dam,you may expect that regular inspections will be performed on approximately a biennial basis. DEMLR personnel reserve the right to inspect the dam at any time.Whenever an inspection indicates the dam may not perform satisfactorily,the Director may require a detailed investigation at the owner's expense to determine the required remedial actions, if any. If the dam is determined to be unsafe,or is not maintained in good operating condition,the Director may issue an order directing the owner to take such measures as may be essential, including lowering the level of the impounded water,drainage of the impoundment, and destruction of the dam or reservoir in whole or in part, immediatelyor within a time limited bythe order. Failure to comply with the requirements of the Director's order may result in enforcement actions,which could include criminal charges or civil penalties. Civil penalties may include an assessment of up to$500 per day and/or a request to the North Carolina Attorney General's office for injunctive relief. OTHER PERMITS: The Army Corps of Engineers and the Division of Water Resources of this Department should be contacted to determine if additional permits are required. Also,the erosion and sediment control program having Jurisdiction should be contacted to determine plan approval requirements. In any case,sediment must be prevented from entering the waters of the state or flowing onto neighboring property. For assistance, please contact Mr.Zahid Khan, CPM,CPESC,CPSWQ, Regional Engineer, Land Quality Section, 610 E. Center Avenue, Suite 301, Mooresville, North Carolina 28115,telephone number(704)663-1699 or the Dam Safety Program in the Raleigh Central Office at telephone number(919)707-9220 should you have questions concerning this matter. Sincerely, George L. Eller, PE State Dam Safety Engineer GLE/tsp cc: Mr.Zahid Khan, CPM, CPESC, CPSWQ, Land Quality Regional Engineer, MRO James N. Struve, PE, Hazen and Sawyer, 704-357-3150,jstruve@hazenandsawyer.com Powers,Jeffery G. Powers, Hazen and Sawyer, 678-313-3473,jpowers@hazenandsawyer.com File name:UN!ON-125_2020093' 1D-Hb_-Class Nigl;_mot iroe-bVl1.7P-CQ-Pond-Lam Hazen Hazen and Sawyer 4011 Westchase Blvd,Ste.500 Raleigh, NC 27607•919.833.7152 I . W W PROJECT SITE RICH4RDSON _ �,�yti h ' - AvENUE Wp ‘19 MONROE WASTEWATER . TREATMENT PLANT INDUSTRIAL DRIVE *VNID C MONROE• l�/LAKE LEE / a City of onroc Water Resources City of Monroe, North Carolina Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam SafetyProgram Design Report '"1 �� 9 9 ;�'\\`�'��Fe SRO��ti��; Hazen No. 32138-013 ; _°..o dti9 9 . May 2021 % 4 T "FRy.G.P0-0.• 5/27/2021 City of Monroe.North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Table of Contents 1. Overview 1-1 1.1 Background and Purpose 1-1 1.2 Summary of Equalization Basin Design 1-1 1.3 Basic Dam Information 1-2 2. Hydrologic and Hydraulic Analysis 2-1 2.1 Hazard Classification and Design Storm Selection 2-1 2.2 Hydrologic Evaluation 2-1 2.2.1 Basin Characteristics 2-1 2.2.2 Precipitation 2-2 2.3 Hydraulic Analysis 2-2 2.3.1 Basin Area and Storage 2-2 2.3.2 Overflow Spillway Hydraulics 2-2 2.3.3 Basin Routing and Results 2-2 3. Supplemental Design Details for Appurtenant Structures 3-1 3.1 Geosynthetic Clay Liner 3-1 3.2 Instrumentation 3-1 3.2.1 Survey Monuments 3-1 3.2.2 Water Level Indicators 3-1 3.3 Force Main Impact Basin 3-1 3.3.1 Energy Dissipation Structure Design 3-1 3.3.2 Structural Analysis 3-2 3.4 Overflow Spillway and Stilling Basin 3-2 4. Basin Operation 4-1 4.1 Basin Filling 4-1 4.2 Basin Drawdown 4-1 5. Geotechnical Investigation 5-1 Hazen and Sawyer Table of Contents City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report List of Tables Table 1-1: Dam Inventory Information 1-2 Table 2-1: Routing Summary 2-3 List of Appendices Appendix A: HMR-52 Analysis Appendix B: H&H Supporting Data Appendix C: HEC-RAS Spillway Analysis Appendix D: Liner Documentation Appendix E: Impact Basin Structure Design Appendix F: Overflow Spillway Design Appendix G: Basin Operation Calculations Appendix H: Geotechnical Report Hazen and Sawyer Table of Contents ii City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report 1. Overview 1.1 Background and Purpose Hazen and Sawyer(Hazen)recently assisted the City of Monroe(City)with preliminary design services for a new flow equalization(EQ)basin at the City's Wastewater Treatment Plant(WWTP)located in Union County,North Carolina. Previous work included the preparation and submission of a Preliminary Engineering Report to the North Carolina PERCS Unit by the City and the preparation and submission of a Jurisdictional Determination/Hazard Classification Request to the North Carolina Dam Safety Program by Hazen. Preliminary feedback from both regulatory authorities was positive. As a result,the City requested Hazen provide professional engineering services for detailed design, permitting,and bid phase services associated with this new flow EQ basin. This report details the design of the proposed EQ basin and is being submitted along with construction drawings and technical specifications for the new structure. In support of the engineering services for detailed design,topographic survey and mapping in the immediate vicinity of the anticipated basin construction was prepeared by Lawrence Associates. Geotechnical services associated with the design were provided by Geo-Technology Associaies, Inc. (GTA)and are summarized in Section 5. 1.2 Summary of Equalization Basin Design The proposed EQ basin will be located on an adjacent City-owned parcel immediately west of the existing WWTP and will be bound to the south by Industrial Drive and to the north by Richardson Creek. The basin will be an earthen embankment structure equipped with a geosynthetic clay liner(GCL)and capable of impounding up to approximately 15 million gallons(MG). A force main terminal structure for filling and draining the basin as well as an Overflow Spillway have been incorporated into the proposed EQ basin design. A new influent force main will connect the proposed EQ basin to the WWTP's existing influent forcemain near Influent Pump Station No.2. In the event of excess flow at the WWTP during large regional storm events,the new influenet force main can convey up to 23 million gallons per day(mgd)of raw wastewater to the flow EQ basin for temporary storage. Flow to the EQ basin will be controlled via a 24-inch modulating plug valve in conjunction with a flow meter. Flow from the EQ basin will be returned via gravity through the new influent force main to an existing manhole immediately upstream of Influent Pump Station No.2. Return flow will be controlled via a 12-inch modulating plug valve in conjunction with a flow meter. The dam site will include yard lighting, security fencing,and an access roadway(unpaved, single lane) around the perimeter of the basin top. Hazen and Sawyer Overview 1-1 City of Monroe.North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report 1.3 Basic Dam Information Table 1-1: Dam Inventory Information General Dam Name: Monroe WWTP EQ Basin Dam Owner Name: City of Monroe,Water Resources State ID: Union-125 Owner Address: PO Box 69, Monroe, NC 28111 NID ID: TBD Owner Representative: Russel Colbath, P.E. Hazard Classification: High Owner Representative Phone: (704)282-4624 County: Union Owner Representative Email: rcolbath@monroenc.org Latitude/Longitude: 34.995431/-80.493875 Quadrangle: Wingate, NC River/Stream: Off-Stream Drainage Area(sq mi): 0.01 Year Constructed: 2021/2022(Anticipated) Estimated Design Life: 50-years Dam and Reservoir Data Structural Height(ft): 39 Crest Elevation (ft NAVD88): 525.0 Hydraulic Height(ft): 15 Normal Pool Elevation (ft NAVD88): 522.0(Maximum) Surface Area at Normal Pool(ac): 4.4 Freeboard at Normal Pool(ft): 3.0 Surface Area at Maximum Pool (ac): 4.8 Freeboard after Design Storm (ft): 1.0 Storage Capacity at Normal Pool(ac-ft): 47.3 Crest Length (ft): 1,842 Storage Capacity at Top of Dam (ac-ft): 61.1 Crest Width(ft): 15 Upstream Slope(H:1V): 3 Upstream Face Protection: N/A Downstream Slope(H:1V): 3 Downstream Face Protection: N/A Overflow Spillway Data Type: Trapezoidal, broad-crested weir to spillway chute Material: Articulated Concrete Block Crest Length(ft): 24 Discharge Capacity(cfs): 128 Crest Elevation(ft NAVD 88): 522.5 Outlet Elevation(ft NAVD 88): 489.4 Hazen and Sawyer Overview I-2 City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report 2. Hydrologic and Hydraulic Analysis 2.1 Hazard Classification and Design Storm Selection The City's WWTP and other industrial facilities are in the direct vicinity of the proposed flow EQ basin. Due to the potential loss of life,economic damage,and environmental impacts anticipated should a failure of the embankment during the design storm occur,the proposed hazard classification for new EQ basin is High Hazard(Class C). While the total storage volume associated with the proposed basin is less than 750 acre-feet,the maximum section of embankment measures 39 feet in height and classifies the structure as Medium with respect to size. According to the North Carolina Department of Environmental Quality(NCDEQ)Department of Energy, Mineral,and Land Resources(DEMLR)Dam Safety Program regulations and North Carolina Administrative Code 15A NCAC 02K .0205 Class C,Medium dam is required to pass a minimum of 50% of the Probable Maximum Precipitation(PMP)from the Hydrometeorological Report No. 52,Application of Probable Maximum Precipitation Estimates—United States East of the 105th Meridian(HMR-52) storm. However, 100%of the HMR-52 PMP was selected as the spillway design storm based on the proximity of the site to the adjacent WWTP,commercial buildings,utility facilities,and roadways as well as the inherent uncertainty of breach location associated with the configuration of the embankment. 2.2 Hydrologic Evaluation To design a spillway for the proposed EQ basin that complies with NCDEQ DEMLR Dam Safety Program regulations,a hydrologic model was developed using the United States Army Corps of Engineers(USACE)Hydrologic Engineering Center Hydrologic Modeling System(HEC-HMS) computer model. Standard Natural Resources Conservation Service(NRCS)methodology as described in the National Engineering Handbook—Part 630, Hydrology was used to determine the basin characteristics which comprise the input parameters of the HEC-HMS model. 2.2.1 Basin Characteristics Since the proposed basin embankment will be constructed atop an area of high ground,the contributing drainage basin is limited to the embankment perimeter. The total area draining to the basin was calculated at the downstream edge of the embankment crest because the access driveway on the crest slopes toward the reservoir at a 2%grade. This 5.4-acre embankment drainage basin was modeled as 100 percent impervious with a curve number of 98 for average soil moisture conditions(AMC II). A time of concentration of five minutes was used due to the small drainage basin size. Because the reservoir will also receive inflow pumped from the City's WWTP during regional storm events,the design event for the basin includes a base inflow from the WWTP in addition to the total rainfall resulting from the design storm. Maximum pumped inflow to the basin via the influent force main is estimated to be 23 mgd(or 36 cubic feet per second,cfs)and added to PMP inflows for the duration of the design storm. Hazen and Sawyer Hydrologic and Hydraulic Analysis 2-1 City of Monroe.North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report 2.2.2 Precipitation The cumulative PMP depth for the watershed was calculated using Hydrometeorological Report No. 51, Probable Maximum Precipitation Estimates—United States East of the 105th Meridian(HMR-51)and HMR-52. The HEC-HMS computer program was used to develop the HMR-52 PMP storm. HEC-HMS utilizes established PMP values for several standard storm sizes and durations. To determine the storm orientation that would deliver the maximum precipitation distribution,an optimization trial was established in the model. The resulting storm orientation was input into the model to develop the site specific 72-hour HMR-52 rainfall depth and distribution. Input parameters for the HMR-52 storm development are presented in Appendix A. 2.3 Hydraulic Analysis 2.3.1 Basin Area and Storage Storage volume and surface areas at one-foot contours for the proposed EQ basin were exported from the proposed grading plan using Civil 3D's Stage-Storage tool. Storage volumes were calculated using both the conic approximation and average end area methods. Values estimated by the conic approximation method were lower,and thus more conservative,than the average end area method values. The storage volumes produced using the conic approximation method were used in the model and are included in Appendix B. 2.3.2 Overflow Spillway Hydraulics To pass the design event,an armored overflow spillway is being proposed. The spillway will be located on the southwest corner of the embankment,protected with an articulated concrete block(ACB)system. The spillway control section is 24 feet wide with a crest elevation of 522.5 ft and 5H:1 V side slopes to the leveled top of the embankment elevation of 525 ft. The spillway channel transitions to 2H:1 V side slopes down the back of the embankment before entering a riprap stilling basin. The spillway was modeled in the USACE HEC River Analysis System (HEC-RAS)version 5.0.7 computer program using a mixed flow regime.The printouts associated with this analysis are presented in Appendix C.The resulting rating curve was input into the HEC-HMS model to complete the reservoir routing. 2.3.3 Basin Routing and Results The HEC-HMS basin routing for the overflow spillway design storm model uses a starting water surface elevation of 522 ft which will be the maximum operating elevation in the basin. The proposed overflow spillway passes the design event of the full PMP plus the maximum pump inflow with approximately one foot of freeboard. A summary of the results from the HEC-HMS basin routing model is presented in Table 2-1. Hazen and Sawyer Hydrologic and Hydraulic Analysis 2-2 City of Monroe.North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Table 2-1: Routing Summary Parameter Design Values Reservoir Normal Operation Elevation Range 508—522 ft Starting Reservoir Water Surface Elevation for Routing 522.0 ft Proposed Overflow Spillway Crest Elevation 522.5 ft Embankment Top Elevation 525.0 ft Precipitation Depth 30.0 in Pump Inflow 36.0 cfs Peak Inflow 152.0 cfs Peak Discharge 128.0 cfs Maximum Flood Pool Elevation 523.9 ft Provided Freeboard 1.10 ft Hazen and Sawyer Hydrologic and Hydraulic Analysis 2-3 City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Darn Safety Program Design Report 3. Supplemental Design Details for Appurtenant Structures 3.1 Geosynthetic Clay Liner The basin surface and upstream slope to approximately Elevation 523 will be lined by a needle-punched GCL. Comprised of a sodium bentonite clay core contained between two geotextile layers,the GCL will provide a shear-resistant,hydraulic barrier between the earth embankment and basin storage. The GCL will be installed upon a minimum of 6 inches of appropriate subgrade material and protected by a minimum of 12 inches of suitable cover material. Material selection and installation of the GLC liner will be conducted in accordance with the specifications provided by the manufacturer(or equal)and included in Appendix D. 3.2 Instrumentation 3.2.1 Survey Monuments A total of 8 survey control monuments,two on each side of the EQ basin,will be installed along the outside perimeter of the embankment in order to measure embankment movement over time. 3.2.2 Water Level Indicators The proposed basin will be equipped with a physical staff gauge for visual water level observations as well as a pressure transducer for the continuous monitoring of water surface elevations in the basin. The transducer will be placed in a stilling well affixed to the force main impact basin and connected to the existing supervisory control and data acquisition(SCADA)network associated with the WWTP. Power to the transducer will be transmitted via a conduit to an electrical station located on the embankment crest. When necessary for inspection and maintenance,access to the instrument will be provided by a stairway and handrail in compliance with Occupational Safety and Health Administration(OSHA)requirements for industrial stairs. 3.3 Force Main Impact Basin 3.3.1 Energy Dissipation Structure Design Several types of terminal structures were considered to provide energy dissipation at the terminus of the influent force main during basin filling and draining. Based on efficiency as well as feasibility of construction and operation,a United States Bureau of Reclamation(USBR)Type VI Impact Basin was selected for further analysis. Guidance provided in the following USBR publications was used to design a Type VI impact basin at the force main terminus: USBR Research Report No. 24: Hydraulic Design of Stilling Basin for Pipe or Channel Outlets (USBR RR No. 24) and USBR Engineering Monograph No. 25: Hydraulic Design of Stilling Basins and Energy Dissipators (USBR EM No. 25). To dissipate the energy associated with the jet of water entering the basin from the force main at 23 mgd(or 36 cfs),USBR EM Hazen and Sawyer Supplemental Design Details for Appurtenant Structures 3-1 City of Monroe. North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report No. 25 recommends an impact basin width of between 6 feet(lower limit)and 7.5 feet(upper limit). Using additional model-based design guidance presented in USBR RR No.24,a basin width of 7 feet was selected. Calculations supporting the design of the impact basin and resulting structure dimensions are included in Appendix E. In addition to providing energy dissipation during basin filling,Class 1 riprap will be placed around the entirety of the concrete basin to minimize displacement of cover material during basin drainage. 3.3.2 Structural Analysis Structural design calculations for the Impact Basin are provided in Appendix E. 3.4 Overflow Spillway and Stilling Basin As discussed in Section 2.3.2,the proposed overflow spillway will be armored with an ACB system consisting of Armorflex Class 40T Block over a geogrid layer,6 inches of washed NCDOT No. 57 stone, and a geotextile filter fabric.The Class 40T block is a tapered block and was selected based on a factor of safety analysis using individual block critical shear stress based on manufacturer hydraulic testing. The 40T block provides a factor of safety of 2.90 during the design event.Calculations are included in Appendix F. A riprap stilling basin is proposed at the downstream exit of the overflow spillway channel. The ACB mats will dive down under a layer of Class 2 riprap with a D50 of 14 inches. The stilling basin was sized to contain the anticipated hydraulic jump during the design event. Hazen and Sawyer Supplemental Design Details for Appurtenant Structures 3-2 City of Monroe.North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report 4. Basin Operation 4.1 Basin Filling WWTP staff will determine the need to initiate pumped flow to the EQ basin based on forecasted demands and storm flows. Anticipated flow rates to the EQ basin via the influent force main range from 23 mgd when the EQ basin is empty to 18 mgd when the EQ basin is full(water surface elevation 522 ft). The calculations included in Appendix G indicate the EQ basin can be filled to its maximum operating capacity in approximately 18.5 hours. 4.2 Basin Drawdown Similar to filling,withdrawal from the EQ basin to the WWTP will be controlled by WWTP staff based on forecasted demands and storm flows. Releases from the EQ basin will occur via gravity flow through the influent force main to a 12-inch drain pipe. During routine operation,flow from the EQ basin to the WWTP will be throttled by a 12-inch drain control valve to achieve rates up to 2 mgd. Routine withdrawal should not exceed 2 mgd as EQ basin drawdown at such flow rates approaches the engineering best practice maximum rate of a 1 foot/day. Documentation of drawdown calculations are provided in Appendix G. Hazen and Sawyer Basin Operation 4-1 City of Monroe.North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report 5. Geotechnical Investigation Geotechnical consulting for the proposed EQ basin design was provided by Geo-Technology Associaies, Inc. (GTA). GTA is a full-service geotechnical engineering firm that specializes in subsurface exploration,materials testing,geotechnical and foundation engineering,and construction observation. The geotechnical investigation performed by GTA consisted of a field exploration and subsequent engineering analysis. Documentation prepared by GTA is provided in the Report of Geotechnical Subsurface Exploration, April 2021 (Appendix H). During the field exploration fifteen Standard Penetration Test borings were performed and seven test pits were excavated throughout the proposed site. The borings and test pits confirmed the existence of native residual soils consisting of sandy silt underlain by soft and hard weathered rock(SWR and HWR, respectively). Considerations for excavation and compaction during construction based on these findings are included in the subsurface report. The native soils were deemed appropriate for supporting shallow spread footings and a bearing capacity analysis performed for the proposed embankment returned a factor of safety which exceeds the minimum. Boring logs were prepared using onsite observations and laboratory classifications and can be found in Appendix H. A slope stability and seepage analysis for the proposed embankment and field investigation findings was performed by GTA using Rocscience Slide 2 software. Required minimum safety factors for normal, quick drawdown,and bearing capacity and sliding loading conditions at the proposed embankment were exceeded. Detailed output and results can be found in Appendix H. Hazen and Sawyer Geotechnical Investigation 5-1 City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix A: HMR-52 Analysis Hazen and Sawyer Appendix A: HMR-52 Analysis A-1 Project: City of Monroe WWTP EQ Basin Design Location: North Carolina Hazen Client: City of Monroe Hazen Proj No. 32138-013 - Design Phase: 60% Subject: Design Storm Data User: K.Naughton Date: 1/5/2021 Reviewer: A.Nunnelley Date: 1/19/2021 Sources: Hydrometeorological Report No. 51, Probable Maximum Precipitation Estimates-United States East of the 105th Meridian(HMR-51) Hydrometeorological Report No. 52,Application of Probable Maximum Precipitation Estimates-United States East of the 105th Mehdian(HMR-52) Probable Maximum Precipitation(PMP)Values(inches) Storm Size Storm Duration(hours) (sq-mi) 6 12 24 48 72 10 30.0 35.6 41.0 45.2 47.6 200 21.8 26.2 31.0 35.1 38.0 1000 16.0 21.0 26.8 30.0 31.5 5000 9.4 13.4 18.0 21.9 23.1 10000 7.2 10.6 14.5 18.5 20.6 20000 5.2 8.4 11.6 15.2 17.3 Values estimated from HMR-51 Figures 18-47(See attached.) HMR-52 Storm Characteristics Preferred Orientation: 206 ,Degrees(HMR-52 Figure 3. See attached.) Storm Orientation: 145 Degrees(Optimized in HMS ) Center of storm Coordinates: 1552627.4 Coord_X 456627.4 Coord_Y Ratio 1-6 hour Precipitation: 0.281 20,000 sq-mi Isohyet(HMR-52-Figure 8, See attached.) Summary of Rainfall Data Selected Storm Size: 10 sq-mi 6 Hour Storm Duration 48 Hour Storm Duration Storm Event Rainfall Total Ratio of PMP Storm Event Rainfall Total Ratio of 6hr (in) (in) PMP 1/3 PMP 10.0 0.333 1/3 PMP 11.3 0.377 1/2 PMP 15.0 0.500 1/2 PMP 15.1 0.502 3/4 PMP 22.5 0.750 3/4 PMP 22.6 _ 0.753 1 PMP 30.0 1.000 PMP 45 2 1.507 12 Hour Storm Duration 72 Hour Storm Duration Storm Event Rainfall Total Ratio of 6hr Storm Event Rainfall Total Ratio of 6hr (in) PMP (in) PMP 1/3 PMP 8.9 0.297 1/3 PMP 11 9 0.397 1/2 PMP 11.9 0.396 1/2 PMP 15.9 0.529 3/4 PMP 17.8 0.593 3/4 PMP 23.8 0.793 PMP 35.6 1.187 PMP 47.6 1.587 24 Hour Storm Duration Storm Event Rainfall Total Ratio of 6hr (in) PMP 1/3 PMP 10.3 0.342 1/2 PMP 13.7 0.456 3/4 PMP 20.5 0.683 PMP 41.0 1.367 127' 1236 119' r 115• I11' 107' 103' 99' 956 91' 87. 832 796 75' 71' 67' * Approximate Project Location Precipitation (in.) = 30.0 I , • 21IIIIIIILIMMMPIIIIIIIIIP4 MIillaraLW10114 la 11111 ` a" 3011 klatiii) 11111111110410 illitilimrainattatil"110.11044:* AMMON"' * Amir AggliWMPIZSIVISFairW4ZOSSW4 1. OF021/01011111111WATI,105% .44 riffillailliallift44102011Tanningde tan I kw allrapli I 111 1 ini ir ' r A= Aim . 411111111.1111111Miiiiiiiiiiiimp.Ow 10 3 7 111111101/11 I I II illtan far II 111350401.11 ' D WWINIIP1111116 an V 2 egniblew0001110 Iil 33 1 33' 11 r1 , 1 _ I i •. r PAM, / . '" ""' - 0 III -254W1 \ 2s 25Po , / 1 - . .. • 'N • 2' ■ �j SUMS Amt:s 3,.I 100 0 140 200 30o 125 1' ' o o KIIO�o0 20o soo goo 32Ilk la" 00 119' 11S' I11 107' ' 103' 99' 95' 91' 87' 83• 79' 75. Figure 18. --All-season PMP (in. ) for 6 hr 10 mi2 (26 km2) . 1 127• 123' 119• 115' 111' 107' 103` 99' 95. 91' 87' 83' 79. 75 71' 07' ''< fi. _ , r T—stir . 7 IIA ‘• - IIIP i * Approximate Project Locationii = .1ITJ.I.RijiiIIIt �: 45'I Precipitation (in.) = 35.6 `'p°�� 1 /1. _ 1116,101. MitC1114114401111Maa �i ., ',.as' A. rMfjirIiar, ) 41141104, 411PERSVAILVIASIIIIIV40 . 411111011116r. rArAMINIIIMMIMIOIESESIM1000.aigla Al gliiiiipaindargi01116610L1104°001701,1 '. /WOO MildlitrOOPAVAIllraltgeliate00#10 ratfaiwaViellialmin; 4 AddeallEttivariariitovet* 37 1 Imo dalatra34� 5 1 11111111455.0111111,11"11111-104°10SW 37' 6 10 �.z.,:. 33 mmniegietairr- 33'r i Alife, �5alIWPPrgro 37 / as iviaimfaid i a -c - IN 29' 29 2 it fill 111 ellSUTtm M1U:5 25' '41 Iqo 0 100 2�0 30o 100 0 100 2b0 300 4b0 •7_ .-t_ -^—. KILOMETERS I 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' Figure 19. --All-season PM' (in. ) for 12 hr 10 mi2 (26 km2) . 127. 123. 119• II? ill' 107• 103• 99• 95• 91• 07. 83` 79• 75• 71• 67• pr / /1 .31) -1_ / I / _ �s * Approximate Project Location HIM I ' ! 2z g OS�• A 4 Precipitation (in.) = 41.0 ailliaPilLi"1"1111415"/ 'e �, - i 2_Ai 45' kliWffliri ! 1 F 1 4 1 pr 1111/1811 NM ININ - 1 inlial SA 14$41 p 4/0111111 1 ille Inn I p I 1111-IN atellial46410111 illpieliftilinglialinlinlinil A .4ailiintiom...- --...gisidimil,A.4, ..gaiii 3 afelifieraillillIMINErApp,diriPilaitiliillatntWliSP r tal:Villa di pi I"NI"Lyra I nil tiViri4S1 33 r wIVjaw540r4 r ,04 4.7 r l' 143° .1 .. , , `-, -A11 7:- ari - _ lr Pralligaterjeli. - \ 38 011 0.____ .... g / -- **:: ::::! - 001111r1V1.0111A 1 \ - Aso 4 c: •t. 1131 1K•>1.1 -\ 71 - . III 2 _� �__ srArurt wFs 5. 4a• 190 o �5 �o 3" mow 100 o leo 260 aoo dbo 47.1 Ille Kaohanes 119• 115. 111 107. 103. 99' 95• 91• 87' Sr 79• 75' Figure 20.--Ail-eeaeon PNP (in.) for 24 hr 10 mi2 2 (26 km ). 127' 123' 119' 115` 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' 71' 674 2 l I,,, I I I , * Approximate Project Location Zo Precipitation (in.) = 45.2 • �a R, ,� 45' 0B iiii4,.._. _._iii 8 / ir ....imaLciaiL_-_,I•comoli weloot ii. 4uriw igurAMIllmetifpfaigagiti mponivosvir, ' ,,/ isitaras isiwurr . 1-11MittlittlAWICSfirdia 4'. 11p S2!tan ; iir'. \, . ilir I ir - 2.\ .\ losimr... , . ____ _ 10.... 14 - . - - . j- 11111 Will. 'd INNAMM.. 1 ,„‘ 33 IlleArdr,4414ji.SPIII1116415111 4101013 Luigi_ 133' _ mi I I , __imam- Ma unaisikroddi , .-.., alwitAimemlimesioo"," _k__ _ 3• _� 0,„„, /'�`1� 29 1 � 11______ __ . i r--- - ____ . N. al , •25.4 IIII..„------,romilis i i 4: t sr�rurt pies 25 25 p ioo aoo 300 1 - _ 1 5 11 1,--•- po,00 0 .0 200 300 400 cnaME TER s 119' 1154 111 107' 103' 991 95' 91' 87' 83' 79' 751 Figure 21. --All-season Pt!P (in. ) for 48 hr 10 mi2 (26 km2) . 127' 123' 119' 115' 111' 107' 103' 99' 95' 91' 87. 83' 79' 75' 71' 67' / /J75- --- .! / I * Approximate Project Location Precipitation (in.) = 47.6 11111111111 30 - 4s' 7' . _ _ ' alrAajpwimtsqEM . off .-ogeMiglailliii i iisb,..__ , ) L\ oof iiii Al � 14-**_ � sit 8 N?Roar iir7rakepa---11111411 -1;01044141' -ram sai 37.1._.............i_ i7f t. ,1\l1i,.., st_iiw: .:.:j.:::.41./ . fr _1.Iles-N_-sW_ IMow---eaPaiuPrrlaiaamlSl1i1r1sp1Si1_i1I.I1 _z. 44e,76t, 1 111111 37* __:! •••••,4_,L Al / _ a-, .'. -- • , / l 91tillill.•:;lirOAPPII unging 00 133' 1118100"•"-- ° MI. -.. 3:�' .,ram.•• - 1 - i - :.: :•:." 111.1111111j,S01/111101r 79 --J� :\_ , r!,r� ._. -v 29' f --f- !. t _. ^- - 1 'i , ; ) I ••: 6ek 100 0 sr�rurr MILES �?5• 2S ! / - 100 200 300 52'� — . -. 1 / / I 1 . 56.7 I 1 IIIIII - _ KHOMETtRS _ i 119. 115' III' 107' 103. 99. 95' 91. 87' 83' 79. 75' Figure 22. --All-season PMP (in. ) for 72 hr 10 nr�� (26 km2) . 1276 1236 119. 1156 111' 1076 103' 99. 95' 91' 67' 633' 79' 75' 71' 67. * Approximate Project Location MIIIIIIIIIIIIIII 45' Precipitation (in.) = 21.8 45' jar --4 ‘f 1111191PAPFINE1110-11011111141171111:11111111111*WiS47-milll Ail impr..... -30.-iii rai avirilimmura ApirdiirosoLowki17006,001* .0._ - 7%4 Air pppow51010019111iNsw0* eralligititiki‘liviiteaS3e1401 v,*'• lisialli 1 Aattt, ' es...Flmonwrawma , , ..01F-7 -AT 3 IV .\' . .. -g7#10 2° 7mg :fir .L4 alimmoisr-77:7.5 .. A 111 ' . . , A :.:**g.'iliclia __ At _ \ . ornew..:;:;ird iiilmmialair.‘,.:.::,....,:.......„:„ ., •.: rig . . . _ . . ,..... i. \ ,., ammigir, 0 _ 33.-! 1 :''" 1 - 3' 1 1A... le l EO.- l 29' . .' •1/1...___L___ I . ___-_.-t: .i 24i-6- " A'. \I1\. 1 .J'i,---,' I/ 1 ,• 1'i!IL J ,2'+ ! •25 ; 1I1 51 !- , KKOMETc es 119' 115' 111' 107' 103. 99. 95' 91' 87. $3' 79' 75. Figure 23.--All-season PMP (in.) for 6 hr 200 mi2 (518 km2) . 127. 123. 119' 113' 111' 107` 103' 99' 93' 91' 87' 83' 79. 75' 71' 67' V r‘-' "* Approximate Project Location *NU1IIIIRØ11 '4 Precipitation (in.) = 26.2m 15' ii: ----,--- at 11111r4,1AVAJSINAIIIMIAO . , _di , / 11/ ffit eirilleMINS16 14111I4 Wilkl*P' "'V .1,_. 8 —soma t AS 114/11...---0 441. 4 I 4 Tate/ Mi I lairj Vial lin JIM*4fij VA**04 0 "I '414111111; :f*:::":•:":'::•' ._eal Pir. --- allaBk \� I NM II 11/54 imii-- r, 10 •37 k 114/4/11111.111111 4250 �� 1�. �, 137" 1110ftbit Inallirkgrf 1.41Vialittralikai°e.°S AFAM11111111b- 11-1. 1044 - - 1A111111411111111irrPMPM"tial."°4 ' 33 . A li 3 - RANO" . ' ' ' iiirifr mim....000...011 _ _ __ .. ..... si��.r11U4001 44 ..- 1 Am.. .. v 291111Miogoli ‘ 9 ; _ 1 -_ j 25 I. i - 1.*• Y'• 4le"I" _ STATUTE AMEES 2S / ' t !� 9 '9° ?oo goo ! .0 - 111 III ioo o ioo 2bo aoo too INSf - ` 31.2 KIIOMf TfRS 119' 113' 111 107' 103' 99" 95' 91' 87" 83' 79" 75' Figure 24. --All-season PMP (in. ) for 12 hr 200 mi2 (518 lon2) . 127 123' 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' 71' 67' Iry * Approximate Project Location 11111111 �i 10 4 Precipitation (in.) = 31.0 1111piprgillgiltailblilli 45' 11 AiMillOP 4 //' iii 11111 � ...7 wialliI I 0111-04441-111111igs.00100 4 iltrAtt0.010 . 4, _ Irilibill allifiriramoitii ,i . ,:tosiegot ,- _ Ai 4 1 in A Arimi.411 va...46000,0,0,1 37 rigis 111gy p,. .1. 1 43%07 0 wagillaim " v .i 1,414 noisilirmarr Ellitratorowdremlik • Atmeiftigistwip*km"— 1 33 410111111111.111111111r_NM_�Gsra0 oirgi K 3' ' ...,, _ �1cp 3 moundurtir 1 11---- ini -'-'1'--0,=:-1—'9'. - \ „ligI N-M..,rf?: ,, -__f mnrof .i ‘ ,,.5- ,- 1i_ _... _ ' .' ;' I M.•2L/a1 1 1 - 1 I I SiATUEF MNES 1100 0 120 200 300 —'J 100 0 100 260 300 1�0 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' Figure 25.--All-season PMP (in. ) for 24 hr 200 mi2 (518 km2) . 127. 123' 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 756 71' 67' * Approximate ProjeCt Location Precipitation (in.) = 35.1 ta la Ma 01111011001 as l •,... . -- ilir I P 1 I 14 It 31klionwmairompip.Priiniaoldie -' \ 13. 3 ! sakisszaillifiggesossorwagateftere.--\--- - -1, 1 1.1 Ilivulrepougi 121, .' ��i � aa.a_ \\. \ \:\ ..L _\ _, 3• - - 1 11 25 III 44 111111, SrATUTF MRES 25Y 1m 0 100 200 300 ETERS '' „Goo 0 100 2b0 300 �00 119' I15' III 107' 103' 99' 95. 91' 87' 83' 79' 75. Figure 26. --All-season PMP (in. ) for 48 hr 200 mi2 (518 km2) . 127r" 123' 119' 115' 111' 107' 103' 99' 93' 91' 07' 03' 79' 73' 71' 67' / I, ..1A•---•T_ 1 I r 7-- --reasumm....1151 oosit.* * Approximate Project Location 4 Precipitation (in.) = 38.0 , 111 0ria: g1 ,1 111a1l10l1i 110.A 40Sil0„1'...4.V..",i 4s' 1% / .wit �� ,.. 4 1 rljiil hd/iir tliiamo.'1 4 florlitv....01200 ... .0......71,04w_ i. „,,ii in a,. Jii:,::::::::„ ._ it i am it elf. Ir.,1, 4 .!......, isiginr.d. ::,:. ..;:40,....... . . . .. . ,....... . . r:iiii:::1; A IF 1 I I ligillaglii••A--- 37',_ ir amirien int rAmAid lir .11111 figrAllaliliim 111111144: OS 37' Maillitiliwiragirrii . .:.'.....-:4 0.t. .44141* .',-,1-' ---il.-i .i.- v -irAi.ldl 3 3'' J p.1 gp74-ali1w4lll1r.161,01111113°1W1' 42\.*---6- .--'.--\-, 1-1\-- 3' :::f 1::::.;:.:•:.:'. A. 4 _ i •. ' , 1 ` 0 _ . 0O ��f t 1i-i 1il1l1l.i1"-1-i1n1 4 1:1 i116i114t0a1 io110F0gl.i(0 • 70 1 29' I _'- \ ': t /000 �-�e�ri 29' i i r 4 �� 1I ! I '.. ' I 1 \ iiii , . ___\......„ 1 lj - STATUTE MNES 2S' �� 'I i �t- t25' ' ' ` i t t0o o 190 200 300 ( 4 _ -- too o too 200 300 400 1 I I -, I iL. ); _ O� KILOMETERS 119' rrs' 111' 107' 103' 99' 95' 91' 87• e3' 79' 75' Figure 27.--Ail-season PMP (in. ) for 72 hr 200 rrri2 (518 km2) . 127• 123` 119' 115' 111` 107` 103` 99' 95' 91' 87` 83` 79. 75` 71' 67' an. 4. * Approximate Project Location 1111111111111111111111116111111011110,14 4 Precipitation (in.) = 16.0 Walla 7-4,' -- billasitelirAlluirelihRollaillitlipaspintio/4#01: ) Wag lainillialli ifirN /aim 1111411-MERIMillnagglitilL' AI 111111i.: rilligliffili iVolretVIPPOri:rf dr Aria Nall 1.14::.;.•:: BIM Varie144":41111111 3 illitirlill tiMilinilliZ:12 IlltriMISSIIIil.t.. ,:::1134111111111111,, lrgiatill Wan::::::M -OP MAIltirialriltri.. atumimm "?:..1;..,ampia., f,.1° 33 r I , p NI . amaillin -IMO \-- \, 29 rama2 9 2 ;TAi :; iao ;25 oo- min 119' 115' 111' 107' 103' 99 95' 91' 87' 83' 79' 75 Figure 28. --All-season PMP (in.) for 6 hr 1, 000 mil (2, 590 km2) . 127 123' 119' 11? 111' 107` 103' 99' 95' 91' q' 63' 791 75' 71' 67' fN_ lopp pr * Approximate Project Location �, 45' Precipitation (in.) = 21.0 11111M.110 0; 11 I `\‘Z 45 j1M11211111510115A411110.11 ►rat Ott/hillarlir 'ritattrettOrMA � 16 41 111,0 Willinin ■ * ,r n::::willim am itry 10...iiiii,..........0„ Amillikkirdigoosrom 3 riaiSgr"IrriaIM1L9Mkttra,t'"Sw. .1teara.1111 MAPIPV:41vis""74°71,11 1 33 -A l _ kelt i tft, linial � �te 3r I __.. ; X 11 tiPARMINI___141101-1 A -\ \ . ' ,, .. . smasmisurnoil \____ \- ' kif _ 29 irjrareirgigri \ ` 29 II. • •2l� 1 1 •SA■1 - �� 2 iTATUIE MNEf "A 4 �9° V° goo I 2 4 9,. Ib0 r r "we*" 119' 115. 111' 107' 103' 99' 95' 91' 87' 03' 79' 75' Figure 29.--Ali-season PMP (in. ) for 12 hr 1,000 mi2 (2,590 km2) . 127' 123 119' 115' 111' 107° 103` 99° N'3. 910 87' 83' 79� 73' 71' 07' (-7-r-- * Approximate Project Location `- Ille es' ` Precipitation (in.) = 26.8 aail . ,oi0as' ii, lik ---- --- %/1 MN idol rillinargeolliiii111111•10000 . mo, 4 _ REEZIM1111110 Mikigger0AW 41 W --dar„,„,-,..... , ,,t, ASPHINI" TtAg• :::4,$)* 14 1. , .•11111111111110.-, ..miteirminua . ,_ jc.::::......0 _ ,a...„4„ ; ......__ sisoo 44 3 tT lril 410/AEWA �� .� •� 37• 181111274111111 -''I'::1:...4 ardlinalmeggis ' -7100$ iii i i fm,m,„._, ,,, .....wiensvoi.. ..*::.„a. . . 1 iltra animplegrdiriMilihilMtigill8ASSOIS _ - - - 1 OrAMIETZINTIWillignzalgiaigitio t-# 33. ' lit 111111111111111111111246/ 11111/1Nal .- 0.Or , \ 13 . lint I at fir 44 IIIIIIII I 11111 1 00 .........,_ -4„, \ , _____ . 000= '__ _ , � �rr �33.2 _ ' , 29, ___ . i '--- 29. isIIiii , \___- - � S1W 11N =tS1e Iil 2: is' ZS STAIUR Mtn \, ZS• 5 �p 0 IQO T, 30G f 00 0 100 260 OQp ado _ 33.2 KLLOMEIENS • 119' 113 111 107' 103' 99• 95• 91' 87' 83' 79. 75' Figure 30. --All-season PAT (in. ) for 24 hr 1, 000 mil (2) .590 km2) . 127• 123' 119' 115° III° 1076 10� 99' 95' 91' 876 83' 79' 75• 71' 67' r , v2 * Approximate Project LocationMIMI"a Precipitation (in.) = 30.0 e o ilrlitiall 11111111111011 45' rals 41 W1111011111111 Mrailglailainit , /laysf - t. Illirnmilia ---410farialf.li,1110-044l.. rWX'A0 ti 141' 17 O f rtg101ilibilliel I 10AFFINEerigi la 70714.6 ao 0 4,000/44$ 3 at , IPW111 .-IMIAIMS1111.7,0.11-41* 37' a as , , ,wdaiMli mommibm...- -riimioraVi(40,-la 1 41 11 11 1 INVIIM WOW rbralialtASA _-- 33 i ile NalaillaWAVOMMAlailliirkAr4V - _\_- Ar4 >_UarM r 0, 3- I i ea01470011r-=1=.11...M1s=nriPP-10,0" -we- t .-- \ \ annflif PIIP:11111°.1111.1111.1H---111111=117!ri _ \- \-: 29� �' \\-�°111111.111.14. 1501111011.40:11 1/4 y y \_ .__ / 1 i :41' 21T 011eglirl"_ 1 1110 _ _ , , 1 - ._-.,_ STATUTE MITES 1 1 / i 100,-r 100 O 100 200 300 -?S' ' 100 0 100 200 300 400 i I i 37.7 �' IGIOAAEIERS _ 1196 115 111- 107• 103' 99' 95' 91' 87' 83' 79' 75' Figure 31.--All-season PMP (in.) for 48 hr 1, 000 mil (2, 590 Ian2) . 127' 123' 119. 115. 111. 107. 103. 99' 95' 9I. 87` Ile 79. 75. 71• 67' V-- * Approximate Project Location Precipitation (in.) = 31.5 ,IEIa * 4iiØ .41 d • it 811Nelli 1 AN....:: :,.._ <,) . .�- ratworse... viffi---- kliosTiltoo.00 Ai rwitersiminup ! firwitei 44:00- ,. Ai ....„,........0 ,jiiiirjamm 1 3011411/ Aii, rliiissall111410,401. 7. iiforiti 33 It_ . al/a ....:.,i1"' iForram r . . _laa ilii ..001- $0d.4,00,i%4. .11.*1I1s 1. 1 A /011_ 7,• ....., 1 I IN a ftwor •-...pillozorr3t, liso.6........0..,...;• --- it---- c\-- sr 4‘0.3 -- 29- _ LI e°,1iffiralv" l 29' \ \ I 1111101-111 -i - 1- . . 1 11 •n.41111 I 1 - _r STATUTE MILS J `�M 25 :' , — )QO 0 100 200 300 • 100 0 100 2b0 300 /d0 1.3 ii A.-- KNOMETEt5 _ _ :_._ i - — , — 119' 115. 111 107. 103. 99. 95' 91' 87' 83' 79' 75' Figure 32.--All-season PMP (in. ) for 72 hr 1, 000 mil (2, 590 km2) . 127 1236 119' 115$ 111' 1076 109 99' 95' 91' 87' 83' 79' 75' 71' 67e / 1 1.r ,L ! l ; I —r -s A * Approximate Project Location 111111111111111111611111 al 0 A 45Z7 Precipitation (in.) = 9.4 R 4e la ilaill114. 6.61,40.0„,. ., sibt s 0swiktro s adi r .:. Sill AinissiviA..14::.:::.:•::?..... .... vigor ..:::... .:,,:70010 • . *ail ilairf ____Amplar aiii.A wiiii" :.:.:...:.:.:.:..iiiip • , .. ! ii . ‘ iii i r I - d- ('N. , .;1611!.k.\:::::...!:.::.:::,...:.S:ii:1::::. . 1*11111 7' • i Imat..:. • , \ rs- 1 .1 r. ...,. ii-iTE:.•Y•5r ilar \- 44 I 1 _ - 3. ' j k - nIW - - - - ` -` N. . -- y. L 10 .\-d .''T , .. reLT., , , .1,.........imi i __ ____ „oropp---4104 , '1,- i _ doolwir _ - , i , _ • , 8 .7: . . , . -I-- -- .:1 IJ 7 I \ 1N.•a4Nti ! 1' ►• - 1 f1 ! 9 st s 25•/ / i ! i t- IN c �� o goo 5' I10 ioo o goo Ice 340 ado 119. 11e I11` 107e 103' 99 95' 91. 87' 83' 79' 75' Figure 33. --Ail-season PMP (in.) for 6 hr 5, 000 mil (12, 950 km2). 127' 123' 119. 115' 111' 107 103. 99' 95' 91' 87' 83. 79' 75' 71' 67' 111 gall , 1T7 * Approximate Project Location im mu 9 \ 5, 45. Precipitation (in.) = 13.4 III •iiii:$jI%p 41 -_ ! Iriiiii :4::: ... �i 11.• I Adillin ',./ i • . iir = e 1, I__ / •• 1 1 .... ....e . _ .•- sJ.-... . - Li \ „f 1" - riJ,, / ! Ar, • .._. i / . i % 4 0 iim , ' :......... 4% I L., F I � _____ \ A33. % \ 1, I - i - • sii. . 129I• 1 ..;-1..... ,\ Fmil1 29' 1: / ::•.ai 1 1 g#: /10I 11121-. 4 ,L12� �J ` 11:1111.:: 1 I • �' STATUTE ma; 25 1 i 13 14 1 - - 100 0 100 200 300 1 - . 100 0 100 200 300 400 . - - -k -_ I 1 i _ 15 KILOMETERS 119' 115' 111• 107. 103. 99' 95' 91. 87' 83' 79' 75' Figure 34.--All-season PMP (in. ) for 12 hr 5, 000 mil (12, 950 km2) . 1278 123. 119. 115. I11. 107' 103 996 95. 91' 87. 8e 79' 75.- 71' 67' t* -....-- ERE imusissioori Approximate Project Location Precipitation (in.) = 18.0 R, 'S ..... tar pp 1s0 jar: ---/) Sin 1W r 411111Mkiii4411114 ‘ 011:01, *rib ffillain ,. FAMIIIMPiltiAterig$0110 4 1 I II Ir.1161104/1/111 I I I I I II I I I 11 I 111 I I 1111 ;11 A leg nu I I 10111-‘41 Vi 14-.7:104 0 a t E fir•- -1 / ,, �. 37 lianlassual111111Fil:i ; L. r , �. lfi. 110 c 7' ..,„„,,,,,,,,...,....,:.,...0„.. . __. '!, A0101t,,j,1i.,"-, \.I' 3. ._ ._ I- _/._.._.: :. ,1 • --1,--_-__i,_1__—.—.;'1— —._---1,I ..-_i..' ' nr_'.' ,n—.---I•_i:..:::":1:.:::::1:•::::..,t::i.:.,:1•••:.:::. - .I.A,, 1t' I- .Ae p r, - -,io,v"-'p-dB 33 *VAiL S m111l1111i1i1pi01:4.:r: .\ I\.S.\A_,_\N '\' ,\ 11 : r L 4 nfaa��/ -- Jn ��_/� 29 , 1 - -\_ ,001�_ :29' ,.„oO.iirl I 1 ; 1 I STATUTE Ml.ES 25 ' ' I 1 � - --- - - _ sr p 100 200 2O0y25 1 ! -i_Ib0 0 100 200 300 400 ,21.9 KKOMEIERS 119. 11e 111• 107' 103• 99• 95' 91. 87• 83' 79. 75• Figure 35.--All-season PMP (in. ) for 24 hr 5, 000 mil (12, 950 km2) . r . 127` 123' 119` 1156 1114 1074 103' 996 95` 91' Y7` 113' 79` 756 716 67` * Approximate Project Location Precipitation (in.) = 21.9Nip Na8/12.1.1117411MISI 11111111111111111 14111 .Ise V fira-M'-.- SHRILIA alliMINWAIIIII 1110V eh* illOStrit000A 41 brwairafiewandlipr I misilatiwotrofjlecteo '4 1 d wiralp■ iffialimms :::- -frawasso...... _.,110,1,0,01 .,„ , Ark r ' .... A AMMIIIIIIMA.... ,411.1111M __11. 4&4 if, 37'� _ � alu4wationaiIti:T:::::iisrisaiimppetao"tt, m ''. 7 In im...11111111111M 111 kiirliworA&1111111=1 imismatigLifitt 464: 22 io A ii„,,, F Lk'. :,2 1 33 rmialiampoim,w4FierAMNI -r _7400- 1011:33. wassimmiliiviiii drova—gisrage..0,. iiimp,' ---iikoiLresawil ir 29'' ' IPIIIIIIRIVIASPOilmg4 _ _ I II - ----- _1i1ta.. l ..S lOifI MlrElmalr 01ril srt iill4l rir.fi , i,.,..-13\.4 M\ I -- . -1 f A� STATITTE 1+11f5 25+ Z r r 100 0 140 2J0 3?fJ 6 (r * 100 0 100 260 300 460 i _ __ KILOMETERS 119. 115' 111. 107' 103' 99' 95. 91. 87' 036 79• 75. Figure 36.--AZ Z-season PMP (in. ) for 48 hr 5, 000 mil (12, 950 km2) . 127' 123' 119' 115' 111. 107' 103' 99' 95' 91' 876 83' 79' 75-` 71' 67' ftmL / / I I * Approximate Project Locationin s 0t41 4 Precipitation (in.) = 23.1 inorgorlilliklitimill 4s' exiid i -- ----' ) 1141 AIMIIIIMmimmidpowsiopror..4 littitip/I I II In 6 1 AITMIIIIIIIIII; - '4410100.4°IitiliV' 41* 4 I i amp immaiiiirliPalttaiwoiraolvi4.64* itash,b_iiiiimpolpty ..,,,, aismilarittragyogii berjerissidnitem,KANIELossofrottitas*K 7' 11/411111116111Erla PIM =10 POtit4WMII 511 r MI114114 a 111611111111111112rag 41Mill P � � 33 irr itilltitialliallindlterif,Aimminsommuto•ro-w- -.1..- 1133. r s_idnilinfir,,,, ,„„,„„„„,,_,..........„...,„,„„,,,,,,,:, 1 1 Ardriproitoem—sm.,==.110100,1-ic, _ \ INN Wro;••001-11====-4._..60.1101.5:7 _ _ \ sissmtai , _ , .........-3.........,_ ......,., r -t i Eptcprillistal- If -- STATUTE wlEs • z ' lip ._ i BOO10�0 0 1Q0 zoo rIIII i00 o ioo 260 Soo ado NOMINEE'S "'Dumas 119' 115. Ill 107' 103. 99' 95' 91' 87' 83' 79. 75. Figure 37. --AU-season PMP (in. ) for 72 hr 5 000 mil " (12, 950 km2) . I 127 123' 119' 115' 111' 107' 103' 99' 95__ 91' Be 83' 796 756 71' 676 1 / /k-47 .-7-7-7- '116.11111111 4 Manus imlar-gron * Approximate Project Location Precipitation (in.) = 7.2XIII a -� a� en 1 //ii.---- --- iitie . Ik 1 it gimes * i 1 1 Iii �. S 11,0011 .mot .r � 1 ", 0 11 MOW 1114111111.111 i.::"llaillinie i Wiftib ‘811/4/1/111 .111111C1 I „„„„,...... ... OA 37 lii ::*::***rat l I, 1k. -.pro r '" Ire 33'p4P" u 1Iftr 3' II , _._____ Ar, _ v-- -- ,-„, 29 ,, 9. ! i ._____. 'Qi. ii:i ,---.. 1 __, . . . !OP \ \ \ \ .1 f \ i1IL•MI!I,11 ' 2 h STAMM AMES 5" I Ilk 1111i-3.?0 ' 390 sik 7,e~ 1bo o sdo.60 119' 113' 11.1' 107' 103' 99' 95' 91' B7' 83' 79' 75' Figure 38.--All-Beason PMP (in. ) for 6 hr 10, 000 mil (25, 900 km2) . 127 123' 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' 71' 67' / l am/ I / l 5 * Approximate Project Location 4 Precipitation (in.) = 10.6 R, --�, as' . limumunin time iiiiiiiiii. ----/) iNlifammiiimimmigt.,-64diai4Nrio- ,,,-11131111111"660440 AC114111/1111111milliallasiWillaMIAISitistratirealIVr.Milli Spr-I 1 1 1 1111 I I 1 I Il tail.antler i. piletom" ihria,110 �, 37 . I r...:.::::. ,� 37. 1 /- -\ 1 t .......V.t:::* ._ tog PIW1111041111N::::i..::.:.. - .3 ---. ‘1111 ::. 1 ii ,.. , e' t. .,.•• . ii-•- 1141. 1 __ .,. ____—.......„...... A . . i - ; ! . _ __, iti , _:,.. . i. _ ________r_..1 _ )1 i-- -',.:::::-:::::-.4...':.....--,:- 211-1,01.:,_-•__1% -... r.-- 4.41111/ %. or jI t / l ''a -r - - -- slirirril101k 1 , 7 \.,, 1M •f8A■ - \ 25' I 'i I I I I ;Wu* AtEi ,e r 1 I 1 1,6 160 o tbo 260 ado o60 -��r mown* 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' F•iaure 39.--At Z-season Pam' (tin.) for 12 hr 10,000 mil (25,900 km2) . 127. 123' 119' 115' 111' 107-` 103' 994 95' 91' 8T 83' 79' 75' 71' 67' / 77. 7 / 7 * Approximate Project Location iiimmommill AO,,,,0 Precipitation (in.) = 14.5 NtailliMr1116411111•140"0* `? /tail NOM i ppliaNirLilialli VAIIII tit 1 I SIM I 41 iiimme liar:::T.1----- A ,*IIP'Ttqrll-# .„A6 - via 1 ..anavitiratt .,:,:,.:;:..,:.....„ ,,....," ! , tall ifiiirlyi maiittiatopoltAia lf .11 MAME. kall.11161rert A.41111ka 1 3.i ____ ____. fl„. IlliiiimirAFAMMIO• ViirH:....t.:." iliVIII6r .. i ' .).-. • 1111111111,t T A ...-- is.----wrimm...„010, __\____. , • -- - \ 1 29. _ / 2, -: 1 r ',-- a i Ark �� •dirg 01k , . -\- i 9' 1 • .,„, ,....,,,,,, , - - lkili , . =2541111-- --- 2S' ' STATUTE was 51 p 100 200 300 ' I 1'17 100 0 )6 20o ]00 o 1 1 17.6 11111•18.111111111111111xI oMEIEuS 119' 115' I n 107' 103' 99' 95' 91' 87' 83' 79' 75' 4 Figure 40. --All-season PMP (in.) for 24 hr 10,000 mil (25, 900 km2) . 127° 123' 119' 115" 111. 1076 103' 99' 95. 91' 87" Y3' 7176-7 S 71. 67. Approximate Location * pp Projectami galeisP stIP1I4 Precipitation (in.) = 18.5 , vb .as"�2 /*--"-- i__ inifiligil 1111111e 1 r, is.„..--11 aparmiumm4-ok--fordallik Voleitii gliP II ik .s�.i e—il-1 m I Il-me..m.„l,„p,,,ter1Aim 41"1 Ntillikaffaill I 4110r ,�.ilr, i � . 1�37litilkwilittLitiliN r �� ..��, 37 SI 1SW /14/praistillirimillim. lladir112 411111 W41-1 1111111111Mr. filillilEll10 �401111111 r ; - - 1.44 33" .! 41.611111111110§7 AA1r `�15�� 0MP 33" -- - ' --- ill ay ' - niiiim_ i -- �� - 29L -- --- - 4- - --. ; , I i . - - .:7:- n 1 rilrifirillingla .- -- / ,i i ir 4 it . ii ?00____114, Rt. ..,__ . - i 1 • r . , -00,--- ..„,401 1 ' , 1/ 11 STATUIF MILES25 1,0 0 t00 200 300"25" —2.5~ Ilk ioo o ioo 200 300 A00 KILOMETERS Il 119' 115' 1116 1076 103' 99' 95' 91' 87' 83° 79' 75' Figure 41. --A1Z-season PMP (in. ) for 48 hr 10, 000 mil (25,900 Id) . 127 123. 119. 115. Ill. 107. 103. 99. 1 95. 9i. 87. 83. 79. 75• 719 67. r * Approximate Project Location 1 4 Precipitation (in.) = 20.6 IiiiuiII >w "", \ ' 4 5 imingillrAIRriordimankilliw. : : :.,,i r*ri .0 sittLewirdipord*wiril dimmi",_ ,,,,, i.,,wrirst ....._:.:::::,4stb, . 414,7,410--264-ff 1:4 4 A _§111,164,... 241•0"::::::::::.:AA,44- "Pr 41 *Minolta* 1111 ..:" A Aini grearitettws... OW Ai% reiviorawassr,„:,..,%00. 26 - 33i,_ it, t 44,11,,ittenig.,00,,,,-,--.2,____.e..e.i,2 - --- - _. 29„ : / ot Mr 4MI.MINI51.111261113. 25 \ _I \ 13: 4 '''.7.1.w.--- =olowal°.0000000 26 '; _ 1 i 3 • � rffAtri7011112111 - 7111111711111_1__/ ° '- ---11F-111fir/n..12111.51111Wi'" : \ , / . 1 •:. ..orno 1 I. � IN.=754� � I 110 I \ \ „,. 29. I1 II -- ` lO0 0 104 200 300 + I ,_` _ loo o loo 260 300 400 / ' il - KILOM4141S 119' 115. 111' 107' 103. 99' 95' 91' 87' sr79. 75. Figure 42. --All-season PMP (in.) for 72 hr 10, 000 mil (25, 900 km2) . 127' 123' 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' 71' 67' * Approximate Protect Location1111111 F� as' Precipitation (in.) = 5.2 gra*** a laraiNFAM Ar gel ra sitilleminammidotanes A , . mic ,I# -.1111 11 alloss.- Sairill,11111111111111i t 11/4118 i„, IL::?.. 37ti.... eWilliONEM111115111111111141111 tza twalarmalin iliwArn pribrosikt - 11w1 sow 331/ssaffel1111111hti r ,.-.-- ,„,..,,,„,0;,.....,,,,,e•-- __ „. sisar_imilmi 4, r _ ...\\Irr 1 -v,,,...---1,1, in --, iit lammo II ' r _ , _ ' 29 IF • 1` 1rl•aA181 25 1 StAWIT I MtES -01„„, Er ii1W 0 100 2S0 Sr ,.. 0 O00 460 NETIMS 119' 115' 111 107' 103' 99' 95' 91' 87' 83' 79' 75' Figure 43.--All-season PMP (in. ) for 6 hr 20, 000 mil (51, 800 km2) . 127' 123' 119' 115' 111' 107' 103-4 99' 95' 91' 87' 83' 79' 75' 71' 67' * Approximate Project Location 4 Precipitation (in.) = 8.4 IIT1Uu1ITIII"%ØI%'I ""'�t A. Ay ' a Ilisaggm IlLipmearmaismiti.-- 1111 lea-0.;!/::..f 11111111m111M111-11ENSINWSIZIVOri:t...:..::::':..: ‘ 110 41 r ilia immirimilassimit,„ , 4,,,,,11..„:.,,,,. asisisivirp,„:„Eicipenitotw , „.1. , ok I gi 1 37It� L.AllrallI1111111111. ......:.::.:::.:11:.*::'.:.:;.:' somalli.';- .;::.?..'-.o -::::::: ::;:ffi %ilk , ., P 0/ 33 - I!"1 .:::;.. :10 ,- si Itiiilli I _ � 40 •'�' I • - 1 _._ , . -- t MINI .001111111K Sq, - i , 1?:!:?:i .. 6 11L•ri.,1. 2 STATUI61 ,\ 21 !1I!I KKOME/ERS 119' 115' 111 107' 103' 99 95' 91' 87' 83' 79' 75' Figure 44.--All-8ea8on PMP (in. ) for 12 hr 20,000 mi2 (51, 8.00 km2) . 127 123' 119' 1156 111' 107' 103' 99' 95' 91' 87. 83' 79' 75' 71' 67' r / 1111111111ISSIOSO * Approximate Project Location 11 45' Precipitation (in.) = 11.6 Irri1/11415W IS" .Iligii - If" r Ilisi LIN ititisN. .e. iii, #411V soma& 1,.- 4 _.,,,.:. :.: ‘,.,v) ,. 4 1 I I I 01181111111111 I Frirl i allaffill Oirrill 111 I min y 4 ______...„.0 ei 1 3 1111,8481 liallimarrAirWmommillallifiall�ll 0ma MIN 1411 137' 111/ Ink INFAUPPOIXII. WeiZar...*:%.*: ::..:.: :::! WArilla 41111 i 1,1111. .:ti': ostof,,t-31 In UM/ '7--- -M-- 14 ad IIII 33 l 33' 1 . f ' k,r -- - i lliallarairiir, _ alit:::' - '- ' r`1 111110.11 _ IA iiii i _ 6 - 4#111.111.- III.111:Or fli \ , i :.-:-.- -2:_I 1:. \--, • 1: EE:.' 1 1 IOW NIL---- i ir r 1 i..°.i I i - . 9' i 1 "Nriminnumnag 1r-A I ---1----- Illareollit \ \ i ,. i I 1 [ t ' , 1 1 _...\______,\.•2L4,1111 \ - 251 STATutf MILE$ 25' 11111114 too 0 100 200 300 1r i' 1 / 1 I 1 t0 �0 0 100 26o 300 i I 1 1 1 1313 r KKOMttf#S 1 - 119' 115' 111' 101' 103' 99' 95' 91' 87' 63' 79' 75' I Figure 45. --All-season PMP (in. ) for 24 hr 20, 000 mil (51, 800 km2) . 127` 123' 119' 115e 111= 107' 103 99' 956 91' Be 83' 79' 756 71' 67' il * Approximate Project Location _..1. 45' _ Precipitation (in.) = 15.2 A, , 45° / /,,,/ __, ,.,? el UWE r ii II gill Ira 1:4w014. 11 1,144 0 41 / . ka-14101/wr Aro v I 8:.-ri. :r" -44•11 iittirk:voileArillis / , •-III 1111, I ril'illilliatillitatta 1� 37. 16 AVIA*437' ill •::'::::1ArAlp0016111111*11101fir..'' '+ 1 W ._.. sam,5:::!;.! , ,miwriar,,,... . ....: . _ . .....„.„:„ •___ „,:,:itrApish,...„.„„,:.:....„:„...,,,,010, ,:„::, ____ .„, Ili . 33illiWr - OP aaa Ay \ rJ -Oratertga idlegir' - _ 101911111111 10111101111 'sifillitralfgallinag li ------t- iilgLlWlIIrii i_ I4 29 � r1• i(14 0illlAliall _ 11 r p - ''/ i 1' 1I i111.1 1-i' 11j irr‘1 ril2f l A 'I _2 ' STATUT[ NUS 25 ?00 0 100 200 300 1 ., `1 100 0 100 200 300 400 7 18 ~MEO L K1l.OMETERS I i 119' 115' 111' 107' 103' 99' 95' 91' 87' 83' 79' 75' p.;,,,,,moo 4 __,�1.7-gvnSnn PMP (in. ) for 48 hr 20,000 rrri2 (51, 800 km2) . 127. 123' 119' 11e111' 107' 103' 99' 95' 91' 87' Se 79' 75' 71' 67' r l r\ . r11111111.1111.1��11 i * Approximate Project Location11111111111 as• Precipitation (in.) = 17.3 '"'` alStes:4$ 5' eintil PCB - - ‘. 111111111111111W1 ' A A 41:41,00vallisimv4A killatia � 00.0*,..iiii 41 1... iiiiiiii.....__ ea � t I 11 ite• inowiam .ii; Aviampiallyintiormoks_, vigisinswommilLatawriA issiorapxotota•wr r ,TtwajtalislivEr mriorimiti-notittio ispi atiiiiiie-000w,Z a 33tilihik 627111611111W iridr a �-wmws-51107006 33' \ .. ..... .. i _ ePagiiii11011111111111wwieri01 NI 111111111112111 fr Prilliffaillaargot9 - 1 1 14 5 P 111114 �► 1 I2 7 \ . a . I ..1 1 _ missomilaii- - ---. 1 \ 14:9173roto ado r 22 \ �___� 1o2OMtial _ 1 I .� 119' 115' 111 107' 103' 99' 95' 91' 07' 83' 79' 75' Figure 47.--All-season PMP (in.) for 72 hr 20, 000 In (51, 800 km2). • 1076 103• 99. 95. 91• 87• 83• 79' 75 71 67' tl - * Approximate Project Location _ — 49" Preferred Orientation (Deg) = 206 _ 1 1 ' \. \ 1 . 4'J' , 1 •i "II -_.' 1'. . cr-'0, i 1. -c0.14-** - -''' 1 1 titit , 1. r Alit \_ %.: •;;;A / 1 i b -----p- — __. ; --7--•ti 1:"I i' y' it-, • 41 �v I 11 _ _ 1 ' ' 1• I I l[ — Y', 37 ‹.s, t 1 . 1404 i . I , 11./SI, At_ --- .. -1- f • , ; A „. \ 3 / 1 A .-'--- - . .r ... 5i,. : ..irl , r: . � • I I t \ 29.1 ispOrAl 00044. . 9,1 1 ss 1,---- . \ . .. L,,,, i r 11 '�. _ - STAME M U •25• /- , 4 100 4 190 700 :100 • too 0 1do 145o zoo .00 ' 103• 99* 95' 91' e7' or 79' 75' Figure 3. Preferred Orientation for PMS ( NWS , 1982 ) 107' 103' 99. 95' 91' S7 63' 79' 75' 71• 67" * Approximate Project Location ! f 1 l\ „Fr- Ratio = 0.281 ' ` lipirw ET Tin, P.- k .. ' , ti- . `'� � ,y _.,_ ., i 4 . , , Itirasa Ipo.--tititlltomit .,,roirooel 1JAE 1 .ai2 a \ 1 lire latt 4 I. !__ jib : _.�: -.Ina 1 or aril 7- - vita it. ....,:aga k., 30% i3 ----: E . -,.. — 1 — --1 INA sr i i —.....wriONV ill II ‘ . 1 �.t--—- pose 1 1 i , imil , `‘ 29° Ski , ,) _ 20.2,,,, --. lorForat . 4 . , i .. . 1 • . , , ,, _ t .. . __.\7____4_____ . 32 ; iim ili _ 11 , -- StATIlTE hY1E5 -2 8 ' lil ' 1 -T' 0 100 :00 30. 3 I t — - _ ,o0 0 100 2010 300 ah0 <Kal,Eras 1 103' !9' 95' 91' 87' 83' 79' 75' I Figure 8 . Ratio of 1 -hr to 6-hr Precipitation for ' A ' Isohyet of a 20 , 000 mil Storms ( NWS , 1982 ) City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix B: H&H Supporting Data Hazen and Sawyer Appendix B: H&H Supporting Data B-1 Project: City of Monroe VVVVTP EQ Basin Design Location: North Carolina IIazei'i Client: City of Monroe Hazen Proj No. 32138-013 - Design Phase: 60% Subject: Storarge-Storage-Surface Area Data User: K.Naughton Date 1/5/2021 Reviewer: A.Nunnelley Date 1/19/2021 Sources: Topographic Survey of 23.75 Acres+/-City of Monroe Property,December 2020 by Lawrence Associates 0:132138-RA L132138-0131CAD_BI M000-Site132138-013-SP-TP.dwg Notes: Values exported from Civil 3D's Stage-Storage Tool. Conic volume calculated by Civil 3D's Stage-Storage Tool is smaller and,therefore,more conservative than average end area method. Conversions: 1 acre= 43560 sq-ft 1 ac-ft= 43560 cu-ft 1 MG= 133,680 ac-ft Stage-Storage-Surface Area Calculations Average End Area Conic Approximation Method* Contour Contour Area Contour Area Incremental Incremental Cumulative Incremental Cumulative Cumulative Cumulative Elevation(ft) (sq-ft) (ac) Depth(ft) Volume Volume Volume Volume Volume Volume (cu-ft) (cu-ft) (cu-ft) (cu-ft) (ac-ft) (MG) 507.0 0 0.00 N/A N/A 0 N/A 0 0.00 0.00 508.0 32,065 0.74 1.00 16,033 16,033 10,688 10,688 0.25 0.08 509.0 65,720 1.51 1.00 48,893 64,926 47,897 58,586 1.34 0.44 510.0 100,956 2.32 1.00 83,338 148,263 82,710 141,296 3.24 1.06 511.0 137,149 3.15 1.00 119,052 267,316 118,591 259,887 5.97 1.94 512.0 141,773 3.25 1.00 139,461 406,777 139,455 399,342 9.17 2.99 513.0 146,470 3.36 1.00 144,122 550,898 144,115 543,457 12.48 4.07 514.0 151,239 3.47 1.00 148,855 699,753 148,848 692,305 15.89 5.18 515.0 156,081 3.58 1.00 153,660 853,413 153,654 845,959 19.42 6.33 516.0 160,996 3.70 1.00 158,538 1,011,952 158,532 1,004,491 23.06 7.51 517.0 165,983 3.81 1.00 163,489 1,175,441 163,483 1,167.974 26.81 8.74 518.0 171,042 3.93 1.00 168,512 1,343,953 168,506 1,336,480 30.68 10.00 519.0 176.174 4.04 1.00 173,608 1,517,562 173,602 1,510,082 34.67 11.30 520.0 181,379 4.16 1.00 178,777 1,696,338 178,771 1,688.852 38.77 12.63 521.0 186,657 4.29 1.00 184,018 1,880,356 184,012 1,872,864 43.00 14.01 522.0 192,007 4.41 1.00 189,332 2,069,688 189,325 2,062,189 47.34 15.43 523.0 197,429 4.53 1.00 194,718 2,264,406 194,711 2,256,901 51.81 16.88 524.0 202,924 4.66 1.00 200,177 2,464,582 200,170 2,457,071 56.41 18.38 525.0 208,492 4.79 1.00 205,708 2,670,290 205,702 2,662,773 61.13 19.92 'Used in basin routing and drawdown calculations City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix C: HEC-RAS Spillway Analysis Hazen and Sawyer Appendix C: HEC-RAS Spillway Analysis C-1 HEC-RAS Plan:P03_Design River:Overflow Reach:CL Reach River Sta Profile C Total Alin Ch El W.S.Elev Ctf W.S. II E.G.Elev E.G.Slope Val ClW Flow Area Top Width Frou0e*CM - -- --( ) (6) (6) (6)---L- (R) ( )_ lam) 1 ( ' (6) •CL 7 PF1 10.00 512.00 522.83. 512.07 522.83 0.000000 0.01 1082.60 10.00, 0.00 _CL 7 PF2 25.00 512.00 523.04 512.12 523.04 0.000000 0.03 1104.20 100.00 0.00 CL '7 PF3 50.00 512.00 523.30 512.20 523.30 0.000000 0.05 1130.48 100.00 0.00CL 7 PF4 75.00 512.0_ 523.52 512.26 523.52 0.000000 0.07 1151.51 10.0 0.00 CL 7 PF 5 100.00 512.00 523.70 512.31 523.70 0.000000 0.10 1170.15 10.00 0.01 CL 7 PF 6 125.0 512.00 523.87 512.36 523.87 0.000000 0.12 1186.73 100.00 0.01 CL 7 PF 7 150.00 512.00 524.01 512.41 524.01 0.000000 0.14 1201.29 100.00 0.01 CL 7 PF 8 175.00 512.00 524.16 512.45 524.16 0.000000� 0.17 1216.16 100.00 0.01 CL 7 PF 9 20.00 512.00 524.29 512.50 524.29 0.000000 0.19 1228.77 100.00 0.01 CL 7 PF 10 225.00 512.00 524.41 512.54 524.41 0.00000' 0.21 1241.43 100.00 0.01 CL 7 PF 11 250.00 512.00 524.53 512.58 524.53 0.000000 0.23 1253.28 100.00 0.01 CL 7 PF 12 275.00 512.00 524.65 512.61 524.65 0.000000 0.25 1264.72 100.00 0.01 CL 7 'PF 13 30.00 512.00 524.76 512.85 524.76 0.000000 0.27 1275.60 100,00 0.01 CL 7 PF 14 325.00 512.00 524.86 512.89 524.86 0.000000 0.29 1288.16 10.00 0.01 CL 7 PF 15 350.00 512.00 524.96 512.72 524.96 0.000000 0.31 1296.37 100.00 0.02 CL 7 PF 16 375.00 512.00 525.06 512.76 525.06 0.000000 0.33 1306.17 100.00 0.02 CL 7 PF 17 400.00 512.00 525.16 512.79 525.16 0.000000 0.35 1315.66 100.00 0.02 CL 6.9655• PF1 10.00 512.33 522.83 522.831! 0.000000 0.01 1031.12 98.24 0.00 _CL 6.9855* PF2 25.00 512.33' 523.04 _ 523.04 0.000000 0.03_ 1052.34 98.24 0.00CL 6.9655* PF3 50.00_ 512.33. 523.30 523.30 0.000000 0.05 1078.16 98.24 0.00 CL 8.9655• PF4 75.00 512.33 523.52 523.52 0.000000 0.08 1098.83 98.24 0.00 CL 6.9655' PF 5 100.00 512.33 523.70 523.70 0.000000' 0.10 1117.13 98.24 0.01 CL 6.9655' PF6 125.00 512.33 523.87 523.87 0.000000' 0.13 1133.42 98.24, 0.01 CL 6.9655' PF 7 150.00 512.33 524.01 524 01 0.000000 0.15 1147.73 98.24 0.01 CL 6.9655' PF 8 175.00 512.33 524.16 524 16 0.000000' 0.17 1162.33 98.24 0.01 CL 6.9655• PF 9 200.00 512.33 524.29 524.29 0.000000 0.20 1174.72 98.24 0.01 CL 6.9655* PF 10 _ _225.00 512.33 524.41 524.41 0.000000 0.22 1187.16 98.24 0.01 CL 6.9655* PF 11_ 250.00 512.33 524.53 524.53 0.000000 0.241 1198.79 98.24 0.01 CL 6.9555* PF 12 275.00 512.33 524.65 524.65 0.000000, 0.261, 1210.03 98.24 0.01 CL 6.9655' PF 13 300.00 512.33 524.76 524.76 0.000000 0.281 1220.72 98.24 0.01 CL 6.9655' PF 14 325.00 512.33 524.86 524.86 0.000000' 0.30 1231.09 98.24 0.02 CL 6.9655' PF 15 350.0 512.33' 524.96 524.96 0.000000 0.33 _ 1241.12 98.24 0.02 CL '6.9855' PF 16 375.00 512.33 525.06 525.06 0.000000 0.35 1250.74 98.24 0.02 CL 6.9655' PF 17 40.00 512.33 525.16 525.16 0.000000 0.37 1260.07 98.24 0.02 CL 6 9310' PF1 10.0 512.66 522.83 522.83 0.000000 0.01 980.82 96.48 0.00 CL 6 9310' PF2 25.00 512.68 523.04 523.04 0.000000 0.03 101.66 96.48 0.00 CL 6.9310• 1PF3 __50.0 512.66 523.30 _523.30f_ 0.000000 0.06 1027.01 96.48 0.00 CL 6.9310' PF4 __ 75.00512.66. 523.52 523.52 0.000000. 0.08 1047.31 96.48 0.00 • CL 6.9310' PF 5 100.00 512.66 523.70 523.70 0.000000 7 0.11 1065.28 96.48: 0.01 - _ I _ --.. -. CL-_-_ 0.13 1081.28' _96.48 0.01 CL 6.9310* PF 7 150.00 512.66. 524.01. 524.01 0.000 01 0.16 1095.33' _96.48 0.01 CL 6.9310' PF8 175.00 512.66 524.16 524.16, 0.000000' 0.18 1109.67- 96.48 0.01 CL 6.9310' PF 9 200.00 512.86 524.29 524.29 i 0.000000 0.20 1121.84 96.48 0.01 CL 6.9310• PF 10 225.00 512.86 524.41 524.41' 0.000000' 023 1134.05 96.48 0.01 CL 6.9310' PF 11 250.00 512.66 524.53 _ 524.53 0.000000 0.25 1145.48 96.48 0.01 CL 6.9310' PF 12 275.00 512.66 524.65 524.65 0.000000 027 1156.51 96.48 0.01 CL 6.9310' PF 13 300.00 512.66 524.76 524.76 0.000000i 0.30 1167.01 96.48 0.01 CL '6.9310' PF 14 325.00 512.66 524.86 _ 524.86 0.00000 0.32 1177.19 96.48 0.02 CL 6.9310' PF 15 350.00 512.86 524.96 524.96 0.0000000.34 1167.04 96.48 0.02 CL 6.9310' PF 16 375.00 512.66 525.06_ 525.06 0.00000.0 0.36 1196.48 96.48 0.02 -- . 0.38 1205.64 96.48 0.02 CL 6.9310' PF 17 40 00 512.66 525.16 525 i6 0.00000 - - CL 6.8966' PF1 10.00 512.98 522.83 522.83 0.000000 0.01 932.61 94.72 0.00 CL 6 8966• PF2 25.0 512.98 523.04 523.04 0.000000 0.03 953.07 94.72 0.00 CL 6 8966' PF3 50.0 512.98 523.30 523.30 0.000000 0.06 977.97 94.72 0.00 CL 6.8966' PF4 75.00 512.98 523.52 523.52, 0.000000 0.09 997.89, 94.72 0.00 ' CL 6.8966" PF 5 100.00 512.98 523.70 523.70 0.000000 0.11 1015.53! 94.72 0.01 CL 6.8966' PF 6 125.00 512.98 523.87 523.87 i 0.000000 0.14 1031.24 94.72 0.01 CL 6.8966- PF 7 _150.00 512.98 524.01 524.01' 0.000000 0.16 1045.04 94.72. 0.01 CL y6.8966' PF8 175.00 512.98 524.16 524.16 0.000000 0.19 1059.11 94.72: 0.01 CL 6.8966' PF9 20.00 512.98 524.29 524.29 0.000000 021 1071.06 94.72 0.01 CL 6.8966' PF 10 225.00 512.98 524.41 524.41 0.000000 024 1083.04 94.72 0.01 CL _6.8966' PF 11 250.00 512.98 524.53 524.53 0.000000 0.26 1094.26 94.72 0.01 CL 6.8966' PF 12 275.00 512.98 524.65 524.65 0.000000 0.29 1105.09 94.72 0.01 CL 6 8966• PF 13 300.00 512.98 524.76 524.76 0.000000 0.31 1115.39 94.72 0.02 CL 6.8966• -PF 14 325.00 512.98 524.86 524.86 0.000000 0.33 1125.40 94.72. 0.02 CL 6 8966• PF 15 350.00 512.98 524.96 524.961 0.000000 0.36 1135.06 94.72 0.02 CL 6 8966' PF 16 375.00 512.98 525.06 525.08 0.000000 0.381 1144.34 94.72 0.02 CL 68966• PF 17 400.00 512.98 525.16 525.16 0.000000 0.401 1153.33 94.72 0.02 CL 6.8621' PF1 10.00 513.31 522.83 522.83 0.000000 0.01 884.61 92.96 0.00 CL 6.8621' PF2 25.00 513.31 523.04 523.04 0.000000 0.03 904.69 92.96 0.00 CL 6.8621' PF3 50.00 513.31 523-30 523.30 0.000000 0.06 929.12 92.96 0.00 CL 6.8621' PF4 75.00 513.31 523.52 523.52 0.000000 0.09 948.66 92.96. 0.00 q q qq OO n P P P P pp rr rr r r f r r r r r r r p p op op n p OO A O 0 0 O Q -- Q A t� c� c� (� c� c� c� t� c� c� c� rrr �rr rrrr � � � � � r �� r � � rr � Rrr � � � � � r � rPPPPPPPPPPP A n r � N . . . . . . . . . . . . . . . . . . . . . . . . .s p p Q . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 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E.G.Bev E.G.Slope Vel ChM Flow Area Top Width Frauds 8 CM (cta) 1 (8) (1O PO (1U OM (ros) Mg 10 PO CL 6.4483' PF 17 400.00 517.24 525.15 525.16 0.000003 0.80 568.38 71.86 0.05 CL 6.4138' PF1 10.00 517.57 522.83 522.83 0.000000 0.03 368.44 70.10 0.00 CL 6.4138• PF2 25.00 517.57 523.04 523.04 0.000000 0.07 383.58 70.10 0.01 CL 6.4138' PF3 50.00 517.57 523.30 523.30 0.000000 0.14 402.00 70.10 0.01 CL 6.4138" PF4 75.00 517.57 523.51 523.52 0.000000 0.20 416.72 70.10 0.01 CL 6.4138• PF 5 100.00 517.57 523.70 523.70 0.000000 0.26 429.76 70.10 0.02 CL I8.4138' PF 8 125.00 517.57 523.87 523.87 0.000001 0.31 441.36 70.10 0.02 CL 6.4138* PF 7 150.00 517.57 524.01 524.01 0.000001 0.37 451.54 70.10 0.03 CL 6.4138- 'PF 8 175.00 517.57 524.16 524.16 0.000001 042 481.93 70.10 0.03 CL 6 4138' PF 9 200.00 517.57 524.29 524.29 0.000001 0.47 470.73 70.10 0.03 CL 64138' PF 10 225.00 517.57' 524.41 524.41 0.000002 0.52 479.56 70.10 0.04_ CL 6 4138' PF 11 250.00 517.57 524.53 524.53 0.000002 0.57 487.82 70.10 0.04_ CL 6.4138" PF 12 275.00 517.57 524.64 524.65 0.000002 0.82 495.80 70.10 0.04 CL 6.4138' PF 13 300.00 517.57 524.75_ 524.76 0.000002 0.67 503.37 70.10 0.04 CL 6.4138' PF 14 325.00 517.57 524.86 524.86 0.000003 0.72 510.73 70.10 0.05 CL 6.4138' PF 15 350.00 517.57 524.96 524.96_ 0.000003 0.76 517.83 70.10 0.05 • CL 6.4138' PF 16 375.00 517.57 525.05 525.06 0.000003 0.81 524.84 70.10 0.05 CL 6.4138' PF 17 400.00 517.57 525.15 525.16 0.000004 0.85 531.24 70.10 0.05 CL 6.3793' PF1 10.00 517.90 522.83 522.83 0.000000, 0.03 336.64 68.34 0.00 CL 6.3793' PF2 25.00 517.90 523.04 523.04 0,000000 0.08 351.40 88.34 0.01 CL 6.3793" PF3 50.00 517.90 523.30 523.30 0.000000 1 0.15 369.35 68.34 0.01 CL 6.3793' PF4 75.00 517.90 523.51 523.52 0.000000i 0.21 383.70 68.34 0.02 CL 6.3793' PF 5 _ 100.00 517.90 523.70 523.701 0.000001 0.28 396.41 68.34 0.02 CL 6 3793' PF 6 125.00 517.90 523.87 523.87 0.000001' 0.34 407.71 68.34 0.02 CL 6.3793* PF 7 • 150.00 517.90, 524.01 524.01 0.000001 0.40 417.84 68.34 0.03 CL 6.3793' PF 8 175.00 517 90 524.16 524.16 0.000001 0.45 427.75 68.34 0.03 CL 6.3793' PF9 200.00 517.90' 524.28 524.29 0.000002' 0.51 438.32 68.34 0.04 CL 6.3793' PF 10 225.00 517.90! 524.41 524.41 0.600002 0.56 444.92 68.34 0.04 CL 6.3793' PF 11 250.00 517.90; 524.53 524.53 0.000002 0.62 452.97 68.34' 0.04 CL 6.3793' PF 12 275.00 517.90i 524.64 524.65 0.000003 0.67 480.74 88.34 0.05 CL 6.3793' PF 13 300.00 517.90 524.75 524.76 0.000003 0.72 468.12 68.34 0.05 CL 6.3793' PF 14 325.00 517.90T 524.85 524.86 0.000003 0.77 475.28 68.34 0.05 CL 6.3793' PF 15 350.00 517.901 524.96 524.96 0.000004 0.81 482.19 68.34 0.05 i CL 8.3793' PF 16 375.00 517.90 525.05 525.06 0.000004 0.86 488.82 68.34; 0.06 4 _ T _. - ----- CL 8.3793• PF 17 400.00 517.90 525.15 525.16 0.000005 0.91 495.24 68.34 0.06 • CL 6.3448' PF1 J 10.00 518.221 522.83 522.831 0.000000 0.04 306.67 66.58 0.00 CL 6.3448' PF2 25.00 518.22 523.04 523.04, 0.000000 0.08 321.04 66.58 0.01 CL 6.3448' PF3 50.00 518.22 523.30 523.30 0.000000 0.16 338.53 66.58' 0.01 CL 6.3448' PF4 75.00 518.22, 523.51 523.52 0.000000 0.23 352.51 66.58 0.02 CL 6.3448' PF 5 100.00 518.22i 523.70 523.70 0.000001 0.30 364.89 66.58 0.02 CL 8.3448* PF 6 125.00 518.221 523.87 523.87 0.000001 0.37 375.89 66.58 0.03 CL 6.3448' PF 7 150.00 518.22 524.01 524.01 0.000001 0.43 385.55 66.58 0.03 CL 6.3448* 'PF 8 175.00 518.22 524.16 _ 524.16 0.000002 0.49 395.39 66.58 0.04 CL 6.3448' PF 9 200.00 518.22 524.28 524.29 0.000002 0.55 403.74 66.58. 0.04 CL 6.3448' PF 10 225.00 518.22 524.41 524.41 0.000002 0.61 412.11 66.58 0.04 CL '6.3448' PF 11 250.00 518.22 524.53 524.53 0.000003 0.66 419.95 66.58 0.05 CL 6.3448* PF 12 275.00 518.22j 524.64 524.65 0.000003 0.72 427.50 66.58 0.05 CL 6 3448* PF 13 300.00 518.221 524.75 _ 524.76 0.000004 0.77 434.68 66.58 0.05 CL 6.3448* PF14 325.00 518.221 524.85 _ 524.86 0.000004 0.82 441.65 66.58 0.06 CL 6.3448' PF 15 350.00 518.221 524.95 524.96' 0.000005 0.87 448.37 66.58 0.06 CL 6.3448' PF 16 375.00 518.22 525.05 52506 0.000005 0.92 454.83 666.58 0.06 CL 6.3448' PF 17 400.00 518.22, 525.15 525.16 0.000006 0.97 461.07 66.58 0.07 CL 6.3103' PF1 10.00 518.551 522.83 522.83 0.000000 0.04 277.17 64.82 0.00 CL 6.3103' PF2 25.00 518.551 523.04 523.04 0.000000 0.09 291.16 64.82 0.01 CL 6.3103' PF3 50.00 518.5514__ 523.30 523.30 0.000000' 0.18 308.18 64.82 0.01 CL 6.3103' PF4 75.00 518.55' 523.51 523.52 0.000001 0.25 321.79 64.82 0.02 CL 6.3103'. PF 5 100.00 518.551 523.70 523.70 0.000001 0.33 333.84 64.82 0.03 CL 6.3103' PF6 125.00 518.55h 523.87 523.87 0.000001 0.40 344.54 64.82 0.03 CL 6.3103* PF 7 150.00 518.55 524.01 524.01 0.000002 0.47 353.93 64.82 0.04 CL 6.3103* PF 8 175.00 518.55 524.161 524.16 0.000002 0.53 363.51 64.82 0.04 CL 6.3103* PF9 200.00 518.551 524.28 524.29 0.000003 0.60 371.63 64.82 0.04 i CL 6 3103' PF 10 225.00 518.551 524.41 524.41 0.000003 0.66 379.77 64.82 0.05 CL 6.3103* PF 11 250.00 518.55i 524.53 524.53 0.000004 0.72 387.38 64.82 0.05 CL 6.3103* -1PF 12 275.00 518.551 524.64 524.65 0.000004 0.77 394.73 64.82 0.06 CL 6.3103* PF 13 300.00 518.55 524.75 524.76 0.000005 0.83 401.71 84.82 0.06 C_L 6.3103* PF 14 325.00 518.55, 524.85 524.86 0.000005 0.89 408.48 64.82 0.06 CL '6.3103' PF 15 350.00 518.55,1 524.95 524.96 0.000006 0.94' 415.01 64.82' 0.07 CL 8.3103' PF 16 375.00 518.551 525.05 _ 525.06 0.000006 1.001 421.28 64.82 0.07 • CL 6.3103' •PF 17 400.00 518.55 525.14 525.16 0.000007 1.05 427.35 64.82 0.07 CL 6 2759* PF1 10.00 518.88 _ 522.83 _ 522.83 _ 0.000000_ 0.04 248.83_ 63.06 0.00 CL 6.2759' PF2 25.00 518.881 523.04 523.04 0.000000. 0.10 262.45 63.06 0.01 U!I 28228828888882 800000 088888 888888 mW - ' 82888888I822 0 808 0,0 0 0 0 0 0 0 0 0 0 0 0 0 O ci,o 6 8 6 o 0 0 0 0 0 0 8 0 0 0 0 o 0 o 0 0 0 0 o 0 0 0 0 0 0 0 0 0 I . 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W W a N'N N'N N N,NiN N Ca W'w N NIN N N ha N N N N N'4lW1W1W A W N'N N N N o N N N N'N N W W, + N!N N c a 'A mmmN (r a41qVJOA8 a 2 8 +l8N 8 8 a0aNm N o m 8 8 wAa 802 Ja 2 8 m 88 Am + NOA + VANu a ONba a ppp '3 1 N HEC-RAS Plan:P03_Design River Overflow Reach:CL(Continued) Reach River Sta • Profile 0 Total Min Ch Et W.S.Elev CM W.B. E.O.Bev E.O.Slope Vel ChM Flow Area Top Width Froude*chi -- - - (cis) ----(8) 01 (19 (y (am) Ow) (sq 8) (It) CL 3.3000' PF 17 400.00 520.17. 521.20 522.09 524.55 0.061124 15.01 27.87 29.99 2.60 CL 3.2000' PF1 10.00 519.84; 519.91 520.01 520.44 0.331646 5.86 1.71 24.37 3.88 CL 3.2000' PF2 25.00 519.841 519.96 520.16 521.04 0.317693 8.33 3.02 24.64 4-17 CL 3.2000' PF3 50.00 519.841 520.04 520.34 521.73 0.272792 10.48 4.81 25.02 4.17 CL 3.2000' PF4 75.00 519.84 520.10 520.50 522.20 0.228711 11.67 6.50 25.37 4.01 CL 32000* PF 5 100.00 519.841 520.17 520.63 522.54 0.193690 12.44 8.15 25.71 3 83 CL 3.2000' PF 6 125.00 519.841 520.23 520.76 522.81 0.167413 13.00 9.77 26.03 3 67 CL 3.2000' PF 7 _ 150.00 519.84' 520.29 520.87 523.05 0.148207 13.46 11.36 26.35 3.53 CL 3.2000' PF 8 175.00 519.84 520.35 520.98 523.25 0.132093 13.81 12.94 26.66 3.41 CL 3.2000' PF9 _ 200.00 519.84 520.41 521.08 523.44 0.120011 14.13 14.49 26.96 3.30 •CL 3.2000' PF 10 __225.00 519• .84 _520.47 521.18 _523.60 _ 0.109092 14.37 16.06 27.28 3.20 CL 3.2000' PF 11 , 250.00 519.84 520.52 521.27 523.74 0.099975 14.59 17.62 27.56 3.11 . CL 3.2000* PF 12 275.00 519.84 520.58 521.36 523.87 0.092233 14.77 19.19 27.85! 3.03 CL 3.2000' PF 13 300.00 519.84 520.64 521.45 523.99 0.085624 14.93 20.74 28.14 r 2.95 CL 3.2000* PF 14 325.00 519. { 84 _ 520.69 _ 521.53_ 524.13_ 0.080671 15.13 22.23 28.411 2.90 CL 3.2000' PF 15 , 350.00 519.84,' 520.74 521.61 ---_524.24_--0.075882 15.28 23.75 28.69, 2.84 CL 3.2000' PF 16 375.00 519.64 520.79 521.69 524.36 0.072003 15.44 25.22 _-- 28.95''. 2.79 CL 3.2000' PF 17 400.00 519.841 520.85 521.77 524.45 0.067703 15.54 26.80 29.24' 2.73 519.57 519.67 520.11 0.334915 5.88 1.71 24.321 3.90 PF2 25.00 519.50, CL 3.1000• PF1 1000 51 , CL 3.1000' S19.62. 519.82 520.71 0.324709 8.39 2.99 24.57I 4.21 CL_-- 3.1000* PF3 50.00 519.50, 519.69 520.00 521.44 0.286307 10.64 4.73 _ _ 24.89'-_-_ 4.26 CL 3.1000' PF4 75.00 519.50 519.76: 520.16 521.95 0.245587 11.94 6.34 25.19, 4.14 CL 3.1000' PF 5 � 100.00 519.50 519.82 520.30 522.33 0.210516 12.77 7.93 25.47 3.98 CL 3.1000' •PF 6 125.00 519.50 519.88 520.42 522.62 0.183294 13.38 9.48 25.75 3.82 CL 3.1000' PF 7 150.00 519.50. 519.94 520.53 522.89 0.183716 13.89 10.98 26.02 3.70 CL 3.1000' PF 8 i 175.00 519.50 520.00 520.64 523.10 0.145746 14.25 12.51 26.29 3.56 CL 3.1000" PF 9 _� 200.00 519.50 520.05 520.75 523.30 0.1324666 14.59 14.00 26.55 3.46 CL 3.1000* PF 10 225.00 519.50 520.11 520.85 523.46 0.120549 14.85 15.50 26.81 3.35 CL 3.1000* PF 11 250.00 519.50 520.17 520.94 523.61 0.110194 15.06 17.02 27.07 3.25 CL 3.1000' PF 12 275.00 519.50' 520.22 521.03 523.75 0.101903 15.26 18-51 27.32' 3.17 CL 3.1000' PF 13 300.00 519.50 520.28 521.12 523.87 0.094308. 15.42 20.02 27.57 3.09_ CL 3.1000* PF 14 325.00 519.50! 520.33 521.20 524.01 0.089047 15.63 21.43. 27.81' 3.03 CL 3.1000' PF 15 350.00 519.50 520.38 521.28 524.13 0.083669 15.79 22.89 28.05 2.97 CL 3.1000* PF 16 375.00 519.50 520.43 521.37 524.26 0.079368 15.95 24.31 28.281 2.92 CL 3.1000' PF 17 400.00 519.50 520.48 521.45 524.35 0.074521 16.05 25.83 28.52 2.85 CL 3 'PF1 10.00 519.17 519.24 519.35 519.78 _ 0.335304 5.88 1.70 24.28 3.90 CL 3 PF2 25.00 519.17 519.29 519.49 520.38 0.321622 8.37 3.00 24.49 4.19 CL 3 PF3 50.00 519.17 519.36 519.67 521.15 0.296510 10.76 4.68 24.77 4.33 CL 3 PF4 75.00 519.17 519.42 519.83 521.69_ 0.257916 12.12 6.24 25.02 4.24 CL 3 PF 5 100.00 519.17 519.48, 519.97 522.10 0.224287 13.03 7.76 25.26 4.09 CL 3 PF 8 125.00 519.17 519.54 520.09 _522.42 0.196998 13.69 9.25 25.49 3.95 CL 3 PF 7 150.00 519.17 519.60 520.21 522.71 0.178611 14.23 10.69 25.721 3.83 CL 3 PF 8 175.00 519.17 519.66 520.32 522.93 0.157830 14.62 12.17 25.95 3.69 CL 3 •PF 9 200.00 519.17 519.71 520.42 523.13 0.143246 14.96 13.61 26.17 3.58 CL '3 PF 10 225.00 519.17 519.77 520.52 523.31 0.130770 15.25 15.05 26.39 3.48 CL 3 PF 11 250.00 519.17 519.82 520.62 523.47 0.119833 15.48 16.51 26.61 3.38 CL 3 PF 12 275.00 519.171 _519.88 520.71 523.62 0.110690 15.68 17.95 26.83 3.29 CL 3 PF 13 300.00 519.17' 519.93 --- 520.80 ---523.75: 0.102713 15.86 19.39 27.04', 3.21 rCL 3 PF 14 325.00 519.17 519.98 520.88 523.90 0.096900 16.08 20.76 27.24 3.15 CL 3 PF15 350.00 519.17 520.03 520.97 524.02 0.090935 16.23 22.18 27.45 3.08 Cl__ 3 PF 16 375.00 519.17 520.08 521.05 524.14 0.086027 16.40 23.56 27.65 3.03 CL 3 PF 17 400.00 519.17 520.13 521.13 524.25, 0.081024 16.51 25.00 27.86 2.96 2.9889' PF1 10.00• 518.84 518.91 519.02 519.45' 0.335304 5.88 1.70 24,28 3.90 CL 2.9889' PF2 25.00 518.84 518.96 519.16 520.06 0.328620 8.42 2.98 24.49 _ 4.24 CL 2.9889' PF3 50.00 518.84 519.03 519.34 520.84 0.302925 10.83 465 24.76 4.37 .CL 2.9889' PF4 75.00 518.84 519.09 519.50 521.42 0.270112 12.29 6.15 25.00 4.33 CL 2.9889' PF 100.00 518.84 519.15 519.64 521.86 0.237803 13.26 7.62 25.24--- ----20 I i 4.20 CL 2.91389' PF 6 125.00 518.84 519.21 519.78 522.20 0.210345 13.96 9.07 25.47 4.07 CL 2.9889' PF7 150.00 518.84 519.26 -_--519.88 522.50 0.189537 14.54 10.46 25.68_ 3.95 CL 2.9889* PF8 175.00 518.84 519.32 519.99 522.74 0.170328, 14.96 11.89 25.91 3.82 CL 2.9889' PF 9 200,00 518.84 519.37 520.09 522.96 0.155258'I 15.33 13.28 26.12 3.71 CL 2.9889' PF 10 225.00 518.84 519.42 _520.19 523.16 I 0.142298• 15.64 14.67 26.33 3.61 CL 2.9889' PF 11 250.00 518.84 519.48 520.29 523.32: 0.130833 15.89_ 16.06 26.54: 3.51 ICL 2.9889' PF 12 275.00 518.84 519.53 520.38 523.47 0.120809 16.11 17.47 28.75' 3.42 JCL 2.9889• PF 13 300.00 518.84 519.58 520.47 523.62 0.112517 16.31 18.85 26.96 3.34 CL 2.9889' PF 14 325.00 518.84 519.63 520.55 523 77 0.106224 16.54' 20.17 27.15 3.28 CL 2.9889• PF 15 350.00 518.84 519.68 520.64 523.90 0.099756 16.70 21.54 27.36' 3.21 CL 2.9889• PF 16 375.00 518.84 519.73 520.72 524.03 0.094294 16.86 22.89 27.55I 3.15 CL 2.9889' PF 17 400.00 518.84 519.78 520.80 524.13 0.088773 16.98 24.29 27.75 3.09 _CL 2.9778' PF1 10.00 518.51 518.58 518.69 519.12 0.335304 5.88 1.70 24.281 3.90 CL 2.9778' PF2 25.00 518.51 518.63 518.83 519.73 0.326446 8.41 2.99 24.49 4.22 HEC-RAS Plan:P03_Desgn River:Overflow Reach:CL(Continued) Reach River Sta Profile 0 Tote Min Ch B W.S.Elav Cuff W.S. E.G.Bev E.G.Slope VW ChM Flow Area Top Width Frauds•CM Ida) (N (8) 00 04 (M) (6/a) (s9R) M) CL 2.9778* PF3 50.00 518.51 518.70 519.01 520.53 0.309187 10.90 4.62 24.76 4.42 CL 2.9778* PF4 75.00 518.51 518.76 519.17 521.15 0.281665 12.45 6.07 24.99 4.41 CL 2.9778* PF5 100.00 518.51 518.82 519.31 521.60 0.249183, 13.45 7.51 25.22 4.29 CL 2.9778* PF 6 125.00 518.51 518.87 519.43 521.97 0.223094 14.21 8.90 25.44 4.17 CL 2.9778* PF 7 150.00 518.51 518.92 519.55 522.29 0.201993 14.82 10.26 25.65 4.06 CL 2.9778* PF 8 175.00 518.51 518.98 519.66 522.55 0.182514 15.28 11.64 25.87 3.94 CL 2.9778* l PF 9 200.00 518.51 519.03 519.76 522.79 0.166998, 15.68 12.98 26.07 3.84 CL 2.9778* PF 10 225.00 518.51• 519.08 519.86 522.99 0.153548! 16.01 _14.33 26.28 3.74 CL 2.9778* PF 11 250.00 518.51 519.13 519.96 523.16 0.1411301 16.26 15.69 26.49 3.64 CL 2.9778* PF 12 275.00 518.51 519.18 520.05 523.33 0.13089* 16.50 17.04 26.69 3 55 CL 2.9778' PF 13 300.00 518.51 519.23 520.14 _523.48 0.1222141 _ 16.72 18.37 26.89, _3.47 • CL 2 9778' PF 14 325.00 518.51 519.28 520.22 523.64 0.115416 16.96 19.66 27.08 3.41 CL 2.9778' PF 15 350.00 518.51. 519.33 520.31 523.77 0.108432 1 17.13 20.99 27.27 3.34 CL 2.9778' PF 18 375.00 518.51 519.38 520.39 _ 523.90 0.1024451 17.30 22.31 27.47 --3.27 CL 29778' PF 17 400.00. 518.51. 519.43 520.47. 524.01i 0.096768' 17.43 23.64. 27.66. 3.21 CL 12.9667* PF1 10.00 518.18 518.25 518.36 518.79 0.3353041 5.88 1.70 24.28 3.90 CL .2.9667* PF2 25.00 518.18_ 518.30 518.50 519.40 0.326988/ 8.41 2.98 24.49 4.23 CL 2.9667* PF3 50.00 518.18 518.37 518.68 520.22 0.314590; 10.96 4.59_ 24.75 4.45 CL 2.9667* PF4 75.00 518.18 518.43 518.84 520.87 0.291420' 12.58 6.01 24.98 4.48 CL 12.9667" PF 5 100.00 518.18 518.48 518.98 521.34 0.280035 13.62 7.42 25.21 4.38 CL 2.9667* I PF 6 125.00 518.18 518.53 519.10 521.73 0.231673 14.43 8.77 25.42 4.27 CL 2.9687* PF 7 150.00 518.18 518.59 519.22 522.07 0.213788 15.08 10.08 25.63 4.17 i CL 2.9667' PF 8 175.00 518.18 518.64 519.33 522.35 0.194181 15.57 11.42 25.83 4.05 CL 2.9667' PF 9 200.00 518.18 518.69_ 519.43 522.60 0.1783061 15.99 12.72 26.03 3.95 CL 2.9667' PF 10 __ 225.00 518.18 518.74 519.53 522.81 0.1641331 16.33 14.03 26.23 _3.85 CL 2.9667' PF 11 250.00_ 518.18 518.79 519.63 523.00 0.151463 16.62 15.35 26.44 3.75 CL 2.9667* PF 12 275.00 518.18 518.84 519.72 523.17 0.140839! 16.87 16.66 26.63 3.67 ' CL 2.9667' PF 13 300.00 518.18 518.89 519.81 523.34 0.131731 17.11 17.95 26.83 3.59 CL '2.9667* PF 14 325.00 518.18 518.93 519.89 523.50 0.124415 17.35 19.20 27.01 3.53 CL 2.9667* PF 15 350.00 518.18 518.98 519.98 523.64 0.116912 17.53 20.50 27.20 3.45 CL_ 2.9667* PF16 375.00 518.18 519.03 520.06 523.77 0.110380 17.69 21.79 27.39 3.39 CL. 2.9667' PF 17 400.00 518.18. 519.07 520.14 523.89 0.104731 17.86 23.07 27.58 3.33 • C_L 2.9556' PF1 10.00 517.85 517.92 518.03 518.46 0.335304! 5.88 1.70_ 24.28 3.90 CL 2.9556" PF2 25.00 517.85' 517.97 518.17 519.07 0.328448 8.41 2.99 24.49 4.22 C_L 2.9556" PF3 50.00 517.85, 518.04 518.35 519.91 0.3190711 11.00 4.57 24.75 4.48 CL 2.9556' PF4 75.00 517.85 518.09 518.51 520.56 0.297085! 12.65 5.98 24.98 4.52 CL 2.9556' PF 5 100.00 517.85 518.15 518.65, 521.07 0.269828! 13.78 _7.33 25.19 4.45 CL 2.9556' PF 6 125.00 517.85 518.20 518.77 521.49 0.245305 14.62 8.65 25.40 4.36 CL 2.9556* PF 7 150.00 517.85, 518.25 518.89 521.84 0.224517 15.30 9.93 25.60 4.26 CL 2.9556' PF8 175.00 517.85 518.30 519.00 522.14 0.205133 15.83 11231 25.80• 4.16 CL 2.9556' PF 9 200.00 517.85, 518.35 519.10 522.40 0.189054 16.28 12.50! 26.00 4.06 CL 2.9556' 1PF 10 _ 225.00 517.85 51840 519.20 522.63 0.174559. 16.64 13.77 26.19 3.96 • • CL 2.9556* IPF 11 250.00 517.85 518.45 519.30 522.83 0.161556• 16.94 15.05 26.39 3.87 CL 2.9556* PF 12 275.00 517.85 518.50 519.39 523.01 0.1505181 17.22 18.32 26.58 3.78 CL_ 2.9556' PF 13 300.00 517.85 518.54 519.48 523.18 0.1409501 17.46 17.58 26.77 3.70 CL 2.9556* PF 14 325.00 517.85! 518.59 519.56 523.35 0.133094 17.71 18.80 26.95 3.63 CL •2.9556* PF 15 350.00 517.851 518.64 519.65 523.49 0.125098,! 17.89 20.08 27.14 3.56 CL 12.9556* 'PF 18 375.00 517.85, 518.68 519.73 523.62 0.1182601 18.07 21.33 27 32 3.49 CL I 2.9558' PF17 400.00 517.85! 518.73 519.81 523.76 0.1125331 18.25 22.55 27.50 3.44 CL 2.9444' PF1 10.00 517.52 517.59 517.70 518.13 0.335304! 5.88 170 24.28 3.90 CL 2.9444' PF2 ---25.00 517.52' 517.841 517.84 518.74 0.3264461 8.41 2.99 2449 4.22 CL 2.9444' PF3 50.00 517.52' 517.71 518.02 519.59 0.322222 r 11.04 4 56 24.75 4.50 CL 2.9444' PF4 75.00 517.52 517.76 518.18 520.26 0.302637, 12.72 5 94 24.97 4.55 CL 2.9444* PF 5 100.00 517.52 517.82 518.32 520.80 0.2793261 13.92 7.26 25.18 4.52 CL 2.9444' PF 6 125.00 517.52 517.87 518.44 521.23 0.2550501 14.80 _8.55 25.38 4.43 CL 2.9444' iPF 7 150.00 517.52 517.92 518.56 521.60 0.234238 15.50 9.81 25.58 4.35 CL 2.9444' PF 8 175.00 517.52. 517.96 518.67 521.92 0.215392 16.06 11.06 25.78 4.25 CL 2.9444' PF 9 200.00 517.52 518.01 518.77 522.20 0.199229 16.54 12.30 25.97 4.16 CL 2.9444' PF 10 225.00 517.52 518.06 518.87 522.44 0.184508 16.92 13.54 26.16'. 4.06 CL 2.9444' PF 11 250.00 517.52 518.11 518.97 522.64 0.171200 17.25 14.78 26.35 3.97 CL 2.9444* PF 12 275.00 517.52 518.15 519.08 522.84 0.159760 17.53 16.02 26.54 3.88 CL 2.9444* PF 13 300.00 517.52 518.20 519.15 523.01 0.149777 17.79 17.25 26.72, 3.80 • CL 2.9444" PF 14 325.00 517.52 518.24 519.23 523.20 0.141754 18.05 18.44 26.901 3.74 CL 2.9444* PF 15 350.00 517.52 518.29 519.32 523.34 0.133459 18.25 19.67 27.08 _ 3.67 CL 2.9444" PF 16 375.00 517.52 518.34 519.40' 523.48 0.128103 18.43 20.91 27.26 3.60 CL 2.9444" PF 17 400.00 517.52 518.38 519.48 523.63 0.120190 18.62 22.09 27.44 3.54 CL 2 9333' PF1 10.00 517.19 517.26 517.37 517.807 0.335304 5.88 1.70 24.28 3.90 CL 2.9333' PF2 25.00 517.19 517.31 517.51 518.41! 0.325905 8.40 2.99 24.49 4.22 CL 2.9333* PF3 50.00 517.19 517.38 517.69 519.271 0.326486 11.08 4.54 _ 24.75 4.53_ CL 2.9333* PF4 75.00 517.19, 517.43 517.85- 519.95, 0.307541 12.79 -- 5.91 24.97 4.59 CL_ 2.9333* PF 5 100.00 517.19 517.48 517.99 -- 520.52 0.287238 14.04 7.19 25.17_ 4.58 CL 2.9333' PF6 125.00 517.19 517.53 518.11 520.97! 0.283872� 14.95 8.46 25.37 4.50 HEC-RAS Plan:P03_Design River Overflow Reach:CL(Continued) • Reach River Eta Prollb 0 Total Min Ch El W.S.Elev Gilt W.S. E.G.Bev E.G.Slope I Vet Chnl Flow Area Top Width Froude•Chl (eta) (8) (8) (N (It) (Ntt) (Na) (a4 It) (8) CL 2.9333' PF 7 150.00 517.19 517.58 518.23 521.36 0.243612 15.69 9.69 25.56 4.42 CL 2.9333' PF 8 175.00 517.19 517.63 518.34 521.69 0.225157 16.28 10.91 25.75 4.33 CL 2.9333' PF 9 200.00 517.19 517.68 518.44 521.98 0.208608 16.77 12.12 25.94 4.24 CL 2.9333' PF 10 225.00 517.19 517.72 518.54 522.23 0.193991 17.18 13.33 26.13 4.15 CL 2.9333' PF 11 250.00 517.19 517.77 518.64 522.46 0.180563 17.53 14.54 26.31 4.06_ CL 2.9333' PF 12 275.00 517.19 517.81 518.73 ---_522.65 0.168400 c ----17.81 15.76 26.50 3.98_ CL 2.9333' PF 13 300.00 517.19 517.86 518.82 522.84• 0.158542 18.10 16.95 26.68 3.90 CL 2.9333' PF14 325.00 517.19 517.90 518.90 523.03 0.150143! 18.37 18.11 26.85 3.84 CL 2.9333• PF 15 350.00 517.19 517.95 518.99 523.18 0.141500! 18.57 19.32 27.03 3.76 CL 2.9333' PF 16 375.00 517.19 517.99 519.07 523.33 0.133793 18.76 20.52 27.21 3.69 _CL 2.9333' PF 17 400.00. 517.19 518.03 519.15. ___523.47••. 0.127488' 18.96. 21.69. 27.38. 3.64, CL 2.9222' PF1 10.00 516.86-i _ 5 516.93 517.04 17.47 0.335304_ ---- 5.88 ---1.70 -- -24.28. 3.90 C_L 2.9222' PF2 25.00 518.861 516.98 517.18 518.08 _ 0.3253661 8.40 2.99 24.49 4.22 CL 2.9222• PF3 50.00 516.86 517.05 517.36 518.95 0.329008' 11.11 _ - 4.53 24.74 4.54 CL 2.9222' PF4 75.00 516.86 517.10 517.52 519.64 0.3120171 12.84 5.89 24.961 4.62_ CL 2.9222' PF 5 100.00 516.86 517.15 517.66 520.22 0.292331 14.11 7.16 25.161 4.61 CL 2.9222' PF 8 125.00 516.86 517.20 517.78_ 521.45 0.34182! 16.47 10.78 25.73 520.70 0.272588 15.10 8.37 25.36 4.57 CL 2.922r PF 7 150.00 516.86 517.25 517.90 521 10 0.252265'! 15.85 9.59 25 55 4.49 CL 2. PF 8 175.00 516.86 517.29 518.01 CL 2.9222' PF9 200.00 516.86 517.34 518.111 521.76 0.217720 16.99 11.96 25.92 4.33 ,CL 2.9222' PF 10 225.00 516.86 517.38 51821 522.03 0.203231 17.43 13.14 26.10 4.24 CL 2.9222' PF 11 250.00 518.86 517.43 518.31 522.25 0.189013 17.77, 14.34 26.28 4.15 CL 2.9222• PF 12 275.00 516.86 517.48 518.40' 522.46 0.176817 18.08 15.52 26.46 426 CL 2.9222' PF13 300.00 516.88 517.52 518.49! 522.66 0.166663 18.38 16.69 26.64 3.99 CL 2.9222' PF 14 325.00 516.86 517.56 518.57 522.86 0.158384 18.87 17.81 _ 26.81 3.93 CL 2.9222• PF 15 350.00 516.88 517.61 518.861 523.02 0.149507 18.89 18.99 26.98 3.86 CL 2.9222' PF 16 375.00 516.86' 517.65 518.74 _ 523.17 0.141572 19.09 20.16 27.15 3.79 CL i 2.9222' PF 17 400.00 516.86 517.69 518.82 523.33 0.135060 19.29 21.30 27.32 3.73 • CL 2.9111' PF1 10.00 516.53 516.60 516.71 517.14 0.335304 5.88 1.70 24.28 3.90 CL 2.9111' PF2 25.00 516.53 516.65 516.85 517.74' 0.324828 8.39 2.99 24.49! 4.21 CL 2.9111• PF3 50.00 516.53. 516.72 517.03 518.63 0.330824'. 11.12 4.52 24.74' 4.55 CL 2.9111' PF4 75.00 516.53i 516.77[ 517.19 519.33 0.315766 12.89 5.87 24.96 4.64 CL 2.9111' PF 5 100.00 516.531 516.82, 517.33 519.92 0.297330 14.19 7.12 25.16 4.65 CL 2.9111' PF 8 125.00 516.53I___ 516.87 517.45 520.43' 0.279986 15.22 8.31 25.35 4.62 C_L_ 2.9111' PF 7 150.00 516.531_ 516.91__ 517.57 _ 520.85 0.261040 16.02 9.49 25.53 4.56 CL 2.9111• PFB 175.00 516.53 516.96 517.68 521.21 0.242470 16.65 10.66 25.72, 4.48 I CL 2.9111• PF 9 200.00 516.53 517.00 517.78 521.53 0.226267 17.19 11.82 25.90 4.40 CL 2.9111' PF 10 225.00 516.53, 617.05'i 517.88 521.81 0.211776 17.65 12.97 26.07 4.32 CL _ 2.9111' PF 11 250.00 516.53! _ 517.09 517.98_ _ 522.05 0.197617 18.01 1414. 26.25' 4.23 CL 2.9111' PF 12 275.00 516.53 517.14 i 518.07 522.26 0.185278 18.34 15.30 26.43 4.15 CL ,--2.9111' PF 13 _300.00 ___516.53 _517.18 ___ 518.16 __522.48 0.175384 _ 18.68_ 16.42 _28.60. 4.08 CL 2.9111' PF 14 325.00 516.53 517.22 518.24 522.68 0.166415 18.95 17.54 26.76' 4.02 CL 2.9111' PF 15 350.00 516.53, 517.26 518.33 522.85 0.157303 19.18 18.69 26.94 3.95 CL 2.911 it' PF 16 375.00 516.53! 517.31 518.41 523.01 0.149142 19.39 19.84 27.11 3.88 CL 2.9111• PF 17 400.00 516.53 517.35 518.49 523.17 0.142385; 19.61 20.96 27.27 3.82 CL 2.9000* PF1 10.00 516.20 516.27 516.38 516.81' 0.335304 5.88 1.70 24.28' 3.90 _CL 2.9000' PF2 25.00 516.20 516.32 516.52 517.42 0.329714. 8.43 2.98 24.49: 4.24 CL 2.9000' ,PF3 50.00 516.20 516.39 516.70 518.30 0.332287T 11.14 4.52 24.74 4.56 CL 2.9000' PF4 75.00 516.20 518.44 516.86 519.01 0.318480 12.92 5.85 24.96 4.66 CL 2.9000' lPF 5 100.00 516.20 516.49 517.00 519.62 0.302011 14.25 7.08 25.15! 4.68 CL _2.9000' PF 6 125.00 516.20 516.53 517.12 520.14 0.284998 15.30 8.26 25.34! 4.66 CL 2.9000' PF 7 150.00 516.20 516.58 517.24 520.59 0.268754 16.16 9.40 25.52 4.62 CL 2.9000' PF 8 175.00 516.20 516.63 517.35 520.96 0.250191 16.81 10.56 25.70 4.54 CL :2.9000* PF 9 200.00 516.20 516.67 517.45 521.29 0.234323 17.37 11.70 25.88 4.47 CL 2.9000* PF 10 225.00 516.20 516.71 517.55 521.58 0.219903 17.85 12.82 26.05 4.40 CL 2.9000' PF 11 250.00 516.20 516.76 517.65 521.83 0.205813 18.24 13.97 26.22 4.31 CL 2.9000* PF 12 275.00 516.20 516.80 517.74 522.06 0.193398 18.58 15.10 26.40 4.23 CL 2.9000' PF 13 300.00 516.20 516.84, 517.83 522.29, 0.183332 18.92 16.20 28.58 i 4.17 CL 2.9000' PF 14 325.00 516.20 516.88 517.91 522.50 0.174182 19.22 17.30 263 4.10 CL 2.9000• PF 15 350.00 516.20 516.92 518.00 522.68 _ 0.164873 19.46 18.42 26.90! 4.03_ CL 2.9000' PF 16 375.00 516.20 516.97 518.08 522.84 0.156516 19.68 19.54 27.06 3.96 CL 2.9000* 'PF 17 400.00 516.201 517.01 518.16 523.01 0.149570 19.90 20.64 27.22 __---3.91 CL 12.8889• PF1 10.00 515.87' 515.94 518.05 516.48 0.335304 5.88 1.70 24.281 3.90 CL 2'8889• PF2 25.00 515.87 515.99 516.19 517.09_ 0.328620 8.42 2.98 24.49 4.24 _CL 2.8889' PF3 50.00 515.87 516.06 518.37 _ 517.97 0.331920 11.13 ----4.52 ----24.74 4.56 CL 2.8889' PF4 75.00 515.87 516.11 518.53 518.70_ 0.322608 12.97 5.83 24.95 4.69 CL 2.8889* PF 5 100.00 515.87 516.16 518.87 519.31 0.306130 14.31 7.06 25.15 4.71 CL 2.8889' ttttPF 6 125.00 i 515.87 516.20 516.79 519.84 0.289769 15.38 8.22 25.33 4.70 _CL 2.8889* IPF 7 150.00' ---515.87i 516.25 516.91 520.32 0.275558 16.28 9.33 25.51 4.68 CL 2.8889' PF 8 175.00! 515.87! 516.29 517.02 520.70 0.257981 16.96 10.46 25.68 4.61 _C_L 2.8889' PF 9 200.00 515.87' 516.33 517.12 521.04 0.241786 17.53 11.59 25.86 4.53 CL 2.8889' PF 1O 225.00' 515.87 516.38 517.22 521.35 0.227602 18.04 12.69 26.03 4.46 HEC-RAS Plan:P03_Oesign River Overflow Reach:CL(Continued) Reach River Ste Rolle Q TotalMin Ch El W.S.Elev CAElm/ __W.S. E.G.E E.G.Slope Vet Clint Flow Area Top Width Fronde•Chi (cts) (6) (6) Oft (90 (N) (fl/e) (aq R) (8) f CL ,2.8889' PF11 250.00 515.87 516.42 517.32 521.61 0.213568 18.44 13.81 26.20 4.38 CL 2.88139* PF 12 275.00 515.87 516.46 517.41 521.86 0.201209: 18.80 14.92 26.37 4.31 CL !2.8889' 'PF 13 300.00 515.87 516.50 517.50 522.09 0.191000 19.15 16.00 26.53 4.24 CL 2.8889* PF 14 325.00 515.87 516.54 517.58 522.31 0.181694 19.47 17.07 26.69 4.18 CL 2.8889* PF 15 350.00 515.87 516.58 517.67 522.49 _ 0.172266 19.72 18.17 26.86 4.11 CL 2.8889* PF 16 375.00 515.87 516.63 517.75 522.67 0.163735 19.95 19.27 27.02 4.05 CL 2.8889' PF 17 400.00 515.87 518.67 517.83 522.84 0.156571 20.18 20.34 27.18 3.99 CL 2.8778* PF1 10.00 515.54 515.61 515.72 516.15 0.335304 5.88 1.70 24.28 3.90 CL 2.8778* ,PF2 25.00 515.54 515.66 515.86 516.77 0.330813 8.44 2.97 24.49 _ _4.25 CL 2.8778* 4PF3 50.00 515.54 515.73 516.04 517.64 0.332654 11.14 4.52 24.74 _4.56 _CL !2.8778* PF4 75.00 515.54 515.78 516.20 518.39 0.325679 13.01 5.81 24.95 4.71 CL 2 8778' PF 5 100.00 515.54 515.83 516.34 519.00 0.309878 14.36 7.03 25.14 4.73 CL 2 8778* PF6 125.00 515.54i 515.87 516.46 519.54 0.294279 15.45 8.18 25.33 4.73 CL 2.8778* PF 7 150.00 515.54 515.91 518.58 520.04 0.281503 16.39 9.27 25.50 4.72 CL 2.8778* :PF 8 175.00 515.54 515.96 516.69 520.44• 0.265039 17.10 10.38 25.67 4.66 CL 2.8778* PF 9 200.00 515.54 ---516.00 516.79 520.80, 0.249448 17.70 11.47 25.84 4.8---- __-- 0 CL_ 2.8778* PF 10 225.00 515.54 516.04 516.89 521.11 0.234879 18.21 12.57 26.01 4.53 CL 2.8778* PF 11 250.00 515.54. 516.08 --- 516.99 521.39! 0.2209481 18.63 13.66 26.18 4.45 CL 2.8778" PF 12 275.00 515.54 516.13 517.08 521.64 0.208619 19.01 14.75 26.34 4.38 CL t 2.8778* PF 13 300.00 515.54• 516.17 517.17 521.89 0.198363 19.37 15.81 26.50 4.32 CL 2.8778* PF 14 325.00 515.54 _ 516.21 517.25 522.11 0.1889211 _ 19.70 16.87 26.66 4.26 CL 2.8778' PF 15 350.00! 515.54l --516.25 517.34 _-_ 522.30 0.1794051 19.96 17.95 26.82 4.19 CL 2.8778' PF 16 375.00' 515.54 516.29 517.42 522.48 0.170769 j 20.21 19.02 26.98 __ 4.12 CL 2.8778* PF 17 400.00 515.54 516.33 517.50 522.67 0.163436' 20.45 20.07 27.14 4.07 CL 2.8667" PF1 10.00 515.20 515.27 515.38 515.81 0.339205 5.90 1.70 24.28 3.92 CL 2.8667' PF2 25.00 515.20 515.32 515.52 516.43 0.332470: 8.45 2.97 24.49 4.26 CL 2.8667" PF3 50.00 515.20 515.38 515.70 517.32 0.336725i 11.18 4.50 24.74 4.59 CL 2.8687* •PF4 75.00 515.20 515.44 515.86 518.06 0.328504 i 13.04 5.80 24.95 4.72 CL 2.8667* PF5 100.00_----515.20I 515.48 516.00 518.69'! 0.3143644 14.43 _-_- 7.00 25.14 4.77 CL 2.8667" PF6 125.00 515.201 515.53 516.12 519.24 0.2990661 15.53 8.14 25.32 4.76 CL 2.8667' PF 7 150.00_--__-- 515.201 515.57 516.24 519.75 0.288092 16.50 9.21 25.49 4.77 CL 2.8667* PF 8 175.00 515.20I1 515.61 516.35 520.18 0.272485 17.25 ---10.29 25.66 4.72 CL 2.8667* PF9 200.00 515.20! 515.66 516.45 520.54 0.256729' 17.86 11.37 25.83 4.66 _ CL 2.8667" 'PF 10 225.00 515.20'_-- 515.70 516.55 520.87 0.242360'. 18.38 12.45 25.99 4.59 CL 2.8667" PF 11 250.00 515.20. 515.74 518.65 521.15 0.228574' 18.82 13.52 26.16 4.52 CL 2.8667* PF 12 275.00 515.20 515.78_ 516.74 521.42 0.216307 19.22 14.59 26.32 4.45 CL 2.8667' PF 13 _3_00.00 515.20 515.82 516.83 521.67 0.205958 _19.60_ _ 15.63 26.48 _ 4.39 • CL 2.8667' PF 14 325.00 515.20 515.86 516.91 521.91 0.196399 19.93 16.66 26.63 4.33 CL 2.8667* PF 15 350.00 515.20 515.90 517.00 522.11' 0.186764 20.21 17.72 26.79 4.26 CL 2.8667* PF 16 _ 375.00 515.20 515.94 517.08 522.30 0.177996 20.46 18.78 26.95 4.20 CL 2.8667' PF 17 400.00 515.20. 515.98 517.16 522.48 0.170511 20.71 19.81 27.10' 4.15 CL 2.8558* PF1 10.00 514.87 514.94 515.05 515.48 0.339205 5.90 1.70 24.28 3.92 CL 2.8556* PF2 25.00 514.871 514.99 515.19.. 516.10 0.333581 _--8.46 2.97 24.49 4.26 CL 2.8556* PF3 50.00 514.87' 515.05 515.37 516.99 0.336725 11.18 4.50 24.74 4.59 CL 2.8556* PF4 75.00 514.87 515.11 515.53 517.74 0.330214 13.06 5.79 24.95 4.74 CL 2.8556* PF 5 100.00 514.87 515.15 515.67 518.37 0.316638 14.46 6.98 25.14 4.78 CL 2.8556* PF 6 125.00 514.87 515.20 515.79 518.94 0.303006 15.59 8.11 25.32 4.79 CL 2.8556* PF 7 150.00 514.87 515.24 515.91 519.46 0.292109 16.57 9.17 25.48_ 4.80 CL 2.8556* •PF 8 175.00 514.87 515.28 _516.02_ 519.90i 0.277969 _17.35 10.23 25.65 _ 4.77 CL., 2.8556* PF 9 200.00 514.87 515.32 516.12 520.28 0.263087 17.99 - 11.29 - 25.81 4.71 CL 2.8556* PF 10 225.00 514.87 515.36 516.22 520.62 0.249211 18.54 12.34 25.98 4.65 CL 2.8556' PF 11 250.00 514.87 515.40 516.32 _ 520.92 0.235812 19.00 13.39 26.14 4.58 CL 2.8556" PF 12 275.00 514.87 515.44 516.41 5_21.19 0.223076 19.40 14.45 26.30 4.51 _CL 2.8556* PF 13 300.00 514.87 515.48 516.50 521.45 0212708 19.79 15.47 26.45 4.45 CL 2.8556* PF 14 325.00 514.87 515.52 516.58 521.70 0.203097 20.14 18.49 26.61 4.40 CL 2.8556' PF 15 350.00 514.87 515.56 516.67- 521.91 0.193466 20.43 17.53 26.76 4.33 CL 2.8556' PF 16 375.00 514.87 515.60 516.75 522.101 0.184620 20.69 18.57 26.92 4.27 CL 2.8556* PF 17 400.00 514.87 515.64 516.83 522.30! 0.176973 20.95 19.58 27.07 4.22 CL •2.8444* PF1 10.00 514.54 514.61 514.72 515.15 0.339205 5.90 1.70 24.28. 3.92 CL 2.8444* PF2 25.00 514.54 514.66 514.86 515.77 0.330813 8.44 2.97 24.49 4.25 CL 2.8444* PF3 50.00 514.54 514.72 515.04 516.86 0.336725 11.18 4.50 24.74 4.59 CL _ 2.8444* PF4 75.00 514.54 _-- 514.78 515.20 517.42 0.331936 13.08 5.78 24.94 4.75 CL 2.8444* PF 5 100.00 514.54 514.82 515.34 518.06', 0.318703 14.49 6.97 25.13 4.80 CL 2 8444' PF 6 125.00 514.54 514.87 515.46 518.63 0.306437 15.64 8.08 25.31_ 4.82 CL 2.8444' PF 7 150.00 514.54 514.91 515.58 519.161 0.296033 16.64 9.13 25.48 4.83 CL 2.8444' PF 8 175.00 514.54 514.95 515.69 519.61 i 0.282177 17.43 10.18 25.64 4.80 CL 2.8444' !PF 9 200.00 514.54 514.99 515.79 520.011 0.268911 18.11 11.21 25.80 4.78_ CL 2.8444' PF 10 225.00 514.54 515.03 515.89 520.371 0.255561 18.68 12.24 25.96 4.70 CL 2.8444' PF 11 - 250.00 514.54 515.07 515.99 520.68i 0.242496 19.16_ 13.28 26.12 4.64 CL 2.8444' PF 12 275.00 514.54 515.11 516.08 520.961 0.229537 19.57 14.32 26.28 4.57 CL i 2.8444* PF 13 300.00 514.54 515.15 51617 521 23' 0.219148 19.97 15.33 26.43 4.51 CL 2_8444" PF 14 325.00 514.54 515.19 516.25 521.48 0.209554 20.33 16.33 26.58 4.46 HEC-RAS Plan.P03_Design River.Overflow Reach.CL(Continued) Reach River Sta ProMe Q Tool Min Ch El W.S.Elev CM W.S. E.G.Elev E.G.Slope Vel ChM Flow Area Top WWth Fronde•Chl 1 (ds) (8) (8) (10 (8) (Mt) (Ns) (a911)--- _ (n) CL_ _ 2.8444* PF 15 350.00 514.54 515.22 516.34 521.70, 0.199935 20.63 17.35 26.74 4.40 CL 2.8444* PF 18 375.00 514.54 515.26 516.42 521.90, 0.191015 20.91 18.37 26.89 4.34 CL 2.8444* PF 17 400.00 514.54, 515.30 516.50 522.10 0.183302 21.17 19.37 27.04 4.28 1 CL 2.8333* PF1 10.00 514.211 514.28 514.39 514.82 0.339205 5.90 1.70 24.28 3.92 C_L 2.8333• PF2 25.00 514.21' 514.33 514.53 515.43 0.328075 8.42 2.98 24.49 4.23 CL 2.8332* PF3 50.00 514.21 514.39 514.71 516.33 0.336725 11.18 4.50 24.74 4.59 Cl 2.8333• PF4 75.00 514.21 514.45 514.87 517.09 0.331936 13.08 5.78 24.94 4.75 CL 2.8333* PF5 100.00 514.21 514.49 515.01 517.75 0.321951 14.53 6.95 25.13 4.82 CL 2.8333* PF 6 125.00 514,21 514.54 515.13 518.32 0.309529 15.69 8.06 25.31 4.84 CL 2.8333' PF 7 150.00 514.21 514.58 515.25 518.86 0.299691 16.70 9.09 25.47. 4.86 CL 2.8333' PF 8 175.00 514.21 514.62 515.36 519.32 0.286323 17.51 10.13 25.63 4.83 _CL 2.8333* PF 9 200.00 514.21 514.66 515.46 519.74 0.274145 18.21 11.15 25.79 4.80 CL - 2.8333* PF 10 225.00 514.21 514.70 515.56 520.11 0.261345 18.81 12.16 25.95 4.75 CL 2.83'33* PF 11 250.00 514.21 514.74 515.66 -_-- 520.44 0.248741 19.31 13.17 26.10 4.70 CL 2.8333* PF 12 275.00 514.21,. 514.78 515.75 520.72 0.236155 19.74 14.20 26.261 4.63 CL 2.8333* PF 13 - 300.00 514.21 514.81 515.84 521.01 0.225842 20.15 15.19 26.41'[ 4.58 CL 2.8333• PF 14 325.00 514.21,--- 514.85 515.92 521.26 0.215788 20.51 16.19 26.56 4.52 CL 2.8333* PF 15 350.00 514.21 514.89 516.01 521.49 0.206117 20.82 17.19 26.71 4.46 - CL 2.6333' 'PP 16 375.00- 514.211 514.93 516.09 521.70 0.197181 21.11 16.19 26.88', 4.40 CL 2.8333' PF 17 400.00 514.211 514.96 516.17 521.90 0.189402 21.39 19.17 27.01 4.35 CL 2.8222' PF1 10.00 513.88 513.95 514.06 514.49 0.339205 5.90 1.70 24.281 3.92 CL 2.8222* PF2 25.00 513.88 514.00 514.20 515.11 0.330813 8.44 2.97 24.491 4.25 CL_ 2.8222* PF3 50.00 513.88 514.06 514.38 516.00 0.336725 11.18 4.50_ 24.741 4.59 CL 2.8222* PF4 75.00 513.88 514.12 514.54 516.76 0.332801 13.09 5.77 24.94 4.75 .CL__ 2.8222* PF 5 100.00 513.88 514.16 514.68 517.43 0.324532 14.57 8.931 25.13 4.83 CL 2.8222* PF 6 125.00 513.88 514.21 514.80 518.011 0.311875 15.72_ 8.04 25.30 4.85 CL 2.8222* PF 7 150.00 513.88 514.25 514.92 518.56' 0.303067 16.76 9.06 25.47 4.88 CL 2.8222' PF 8 175.00 513.88 514.29 515.03 519.03 0.290107 17.58 10.09 25.63 4.8E CL 2.8222* PF 9 200.00 513.88 514.33 515.13 519.45 0.278220 18.30 11.10 25.78 4.83 CL 2.8222' 1 PF 10 225.00 513.88 514.36 515.23 519.84 0.266730 18.92 12.08 25.94 4.80 CL 2.8222* PF 11 250.00 513.88 514.40 515.33 520.18 0.254491 19.45 13.08 26.09 4.74 CL T2.8222* PF 12 275.00 513.88 514.44 515.42 520.48 0.242305 19.89 14.08 26.24 4.68 CL 2.8222* ,PF 13 300.00 513.88 514.48 515.51 520.781 0.232158 20.32 15.06 26.39 4.63 CL 2.8222* •PF 14 325.00 513.88 514.51 515.59 521.04 0.222191 20.69 16.04 26.54 4.58 CL 12.8222* PF 15 350.00 513.88 514.55 515.68 521.27 0.212090 21.01 17.04 26.69 4.52 CL 2.8222' PF 16 375.00 513.88 514.59 515.76 521.49 0.203190 21.30 18.02 26.84 4.4E ---__ .1-_� 21.59 18.99 ---26.98, 4.41 CL 2.8222' PF 17 400 00 513.88 514.63 515.84 521 70 0 195329 _ ._ _ CL 2.8111' PF1 10.00 513.55 513.62 513.73 514.1E 0.339205 5.90 1.70 24.28', 3.92_ CL 2.8111* PF2 25 00 513.55 513.67 513.87 514.78 0.332470 8.45 2.97 24.49' 4.26 CL 2.8111• PF3 50.00 513.55: 513.73 514.05 515.67 0.338725 11.18 4.50 24.74 4.59 f. CL t t 2.8111* PF4 75.00 513.55 513.79 514.21 516.44 0.334541 13.11 5.77 24.94! 4.76 CL_ _ 2.8111* PF5 100.00 513.55 513.83 514.35 517.11 0.328427. 14.59 6.92 25.131 4.85_ CL 2.8111• PF6 125.00. 513.55 513.88 514.47 517.69 0.314046 15.76 8.02 25.30: 4.87 CL 2.8111* PF 7 150.00 513.55 513.92 514.59 518.25 0.306148 16.81 9.04 25.46: 4.90 CL 2.8111* PF 8 , 175.00 513.55 513.96! 514.70 51833 0.293806 17.64 10.06 25.62 4.89 CL 2.8111* PF 9 200.00 513.55 513.99' 514.80 519.17', 0.282113 18.37 11.05 25.78' 4.86 0.271676 19.03 12.02___---25.93iCL 2.8111' PF 10 225.00 513 55 514.03 514.90 519.57' 4.84 CL 2.8111• PF 11 250.00 513.55r__ 514.07 515.00 519.93. 0.25989E ---_ 19.57 13.00 ---- 26.08� - - - - - __ -4.79 CL_ 2.8111* PF 12 275.00 513.55 514.11 515.09 520.24 0.248018 20.03 13.98 28.23 4.73 _CL 2.8111• 'PF 13 300.00 513.551 514.14 515.18 520.54 0.238122 20.48 14.94 28.37 4.69 CL 2.8111* PF 14 325.00 513.55 514.18 515.26 520.81 0.228240 20.86 15.91 26.521 4.63 CL 2.8111• PF 15 350.00 513.55 514.22 515.35 521.05 0.218287 21.19 16.89 26.67 4.58 CL 2.81 w PF 16 375.00 513.55 514.25 515.43 521.27 0.208943 21.48 17.87 26.81 t 4.52 CL 2.8111* PF 17 400.00 513.55 514.29 515.51 521.49 0.201100 21.78 18.82 26.95 4.47 CL 2.8000' PF1 10.00 513.22 513.29 513.40 513.83 0.339205_ 5.90 1.70 2428i 3.92 CL 2.8000* .PF2 25.00 513.221 513.34 513.54 514.45 0,333581 -_--_8.46 2.97 24.49 _--_--- 4.26 CL 2.8000* PF3 50 00 513.22 513.40 513.72 515.34. 0.336725 11.18 4.50 24.74 4.59 CL 2.8000' PF4 75 00 513.22 513.46 513.88 516.11 0.334501 13.11 5.77 24.94! 4.76 CL 2.8000' :PF 5 100.00 513.22 513.50 514.02 516.79 0.328335_ 14.62 6.91 25.121 4.86 CL 2.8000* „PF6 125.00 513.22 513.54 514.14 517.38 0.316036 15.79 8.01 25.301 4.88 CL 2.8000* •PF 7 --- 150.00 513.22 513.58 514.26 517.94_ 0.308398 16.84 9.02 25.46_ 4.92 CL 2.8000* PF 8 175.00 513.22' 513.621 514.37 518 43 0.297264 17.71 10.02 25.62 4.91 CL 2.8000' PF 9 200.00 513.22 513.66 514.47 518.88 _ 0.285810_ 18.45 11.01 25.77 4.89 CL 2.8000* PF 10 225.00 513.22 513.70 514.57 519.29 0.275552 19.11 11.96 25.92 4.87 CL 2.8000* PF 11 250.00 513.22 513.74 514.67 519.66 0.284919 19.69 12.92 26.0E 4.83 CL 2.8000* PF 12 275.00 513.22 513.77 514.76 519.98. 0.253338 20.16 13.89 26.21 4 78 CL 2.8000* PF 13 300.00 513.22. 513.81 514.85 520.30r 0.243684 20.62 14.84 26.3E 4.74 CL 2.8000* PF 14 _ 325.00_ 513.22' 513.85 514.93 520.58 0.233960 21.02 15.79 26.50 4 69 CL 2.8000' PF 16 _ 350.00 -�...-3. i_...--- 83 CL 2.8000' PF 15 350.00, 513.22 513.88 515.02 520.63 0.224157 21.36 16.75 26 65 4 63 513.221 513.92 515.10 521.06 0.214908 21.67_ 17.71 26.79 4.57 CL 2.8000* PF 17 400.00, 513.221 513.95 515.18 521.29 0.207093 21.98 18.65 26.93 4.53 HEC-RAS Plan:P03_Despn River Overflow Reach:CL(Continued) Reach River Sta ProIM Q Tad Min Ch El W.S.Elev Cal[W.S. E.G.Elev E.G.Slope Val Chnl Floor Am. Top Width Fromle•CIO (cis) (fl) rn) M) 00 (Mt) 9 (Ns) (a1 (f) CL 2.7889' PF1 10.00 512.89 512.96 513.07 513.50, 0.339205 5.90 1.70 24.28 3.92 CL 2.7889' PF2 25.00 512.89 513.01 513.21 514.12' 0.331364 8.44 2.97 24.49 4.25 CL 2.7889* PF3 50.00 512.89 513.07 513.39 515.011 0.336725 11.18 4.50 24.74 4.59 CL •2.7889' PF4 75.00 512.89 513.13 513.55 515.781 0.334541 13.11 5.77 24.94 4.76 CL 2.7889' PF 5 100.00 512.89 513.17 513.69 518.471 0.330017 14.64 6.90 25.12 4.87 CL 2.7889' PF 6 125.00 512.89 513.21 513.81 517.06' 0.317841 15.81 7.99 25.30 4.90 CL 2.7889' PF 7 150.00 512.89 513.25 513.93 517.63 0.310569 16.88 9.00 25.46 4.93 CL 2.7889' PF 8 175.00 512.89 513.29 514.04 518.13I 0.300468 17.76 9.99 25.61 4.94 CL 2.7889* PF 9 200.00 512.89 513.33 514.14 518.581 0.289434 18.52 10.96 25.76 4.92 CL 2.7889' PF 10 225.00 512.89 513.37 514.24 _ 519.00• 0.279259 19.19 11.92 25.91 4.90 CL 2.7889' PF 11 250.00 512.89 513.40 514.34 519.39 0.269526 19.79 12.85 26.05 4.87 CL •2.7889" PF 12 275.00 512.89 513.44 514.43 519.73 0.258417 20.29 13.81 26.20 4.82 CL 2.7889' PF 13 300.00 512.89 513.48 514.52 520.05 0.248888 20.75 14.74 26.34 4.78 CL 2.7889' PF 14 325.00 512.89 513.51 514.60 520.34 0.239386 21.17 15.67 26.48 4.74 CL 2.7889' PF 15 350.00 512.89 513.55 514.69 520.60 0.229724 21.52 16.62 26.63 4.68 CL 2.7889' PF 18 375.00 512.89 513.58 514.77 520.84 0.220630 21.84 17.57 26.77 4.63 CL 2.7889' PF 17 400.00 512.89 513.62 514.85 521.08 0.212831 22.16 18.49 26.91 4.58 • CL 2.7778' PF1 10.00 512.56 512.63 512.74 513.17 0.339205 5.90 1.70 24.28 3.92 CL 2.7778' PF2 25.00 _--_512.56 512.68 512.88 513.79 0.332470 8.45 2.97 24.49 4.26 CL 2.7778' PF3 50 00 512.56 512.74 513.06 514.68 0.336725 11.18 4.50 24.74 4.59 CL 2.7778• PF4 75.00 512.56 512.80 513.22 515.45 0.334541 13.11 5.77 24.94 4.76 CL 2.7778' PF 5 -io 100.00 612.56 512.84 513.36 516.15 0.331710 14.66 6.89 25.12 4.88 CL 2.7778° PF 6 125.00 512.56 512.88 513.48 516.75 0.320879 15.86 7.97 25.29 4.92 CL 2.7778• PF 7 150.00 512.56 512.92 513.60 517.32 0.312785 16.92 8.98 25.45 4.95 CL 2.7778' PF 8 175.00' 512.56 512.96 513.71 517.83 0.303404 17.82 9.96 25.61 4.96 CL 2.7778' PF 9 200.00 512.56 513.00 513.81 518.29 0.292843 18.58 10.92 25.76 4.94 CL 2.7778' PF 10 225.00 512.56 513.04 513.91 518.72 0.282908 19.26 11.87 25.90. 4.92' CL 2.7778- PF I i 250.00 512.56 513.07 514.01 519.11 0.273242 19.87 12.80 26.05 4.90 CL 2.7778' PF 12 275.00 512.58' 513.11 514.10 519.46 0.263131 20.40 13.73 26.19 4.86 CL 2.7778• _ Pb 13 300.00 512.56 513.14 514.19 519.79 0.253784 20.88 14.65 26.33 4.82 CL 2.7778• 1PF 14 325.00 512.56 513.18 514.27 520.09 0.244483 21.30 15.57 26.47 4.78 CL 2.7778' PF 15 350.00 512.56 513.21 514.36 520.36 0.235021 21.67 16.50 26.61: 4.73 CL 2.7778' PF 16 375.00 512.56 513.25 514.44 520.61 0.228072 22.00 17.43 26.75 4.68 CL ,2.7778' PF17 400.00 _ -512.58 513.28 514.52 520.861 0.218272 ---22.33 18.35 26.88' 4.64 CL 2 7667' PF1 10.00 512.23 512.30 512.41 512.84 0.339205 5.90 1.70 24.28 3.92 CL 2.7667* PF2 25.00 512.23 512.35 512.55 51346 0.334138 8.47 2.97 24.49 4.27 CL 2.7667' PF3 50.00 512.23 512.41 512.73 514.35 0.336725 11.18 4.50 24.74 4.59 CL 2.7667' PF4 75.00 512.23 512.47 512.89 515.12 0.334541 13.11 5.77 24.94 4.76 CL 2.7667' PF 5 100.00 512.23 512.51 513.03 515.82 0.331953 14.67 6.88 25.12: 4.88 CL 2.7667* PF6 125.00 512.231 512.55 513.15 516.44 0.323337 15.90 7.95 25.29i 4.93 CL 2.7667* PF 7 150.00 512 23i ---- 512.59 513.27 517.01 0.314742 18.95 8.96 25.45 4.96 CL 2.7667' PF 8 175.00 512.231 512.63 513.38 517.52 0,305749 17.86 9.93 25.60 4.97 CL 2.7667' PF 9 200.00 512.23 512.67 513.48 517.99 0.296025 18.64 10.89 25.75 4.97 CL 2.7667' PF 10 225.00 512.23 512.70 513.58 518.43 0.286369 19.33 11.82 25.90 4.95 CL 2.7667' PF 11 250.00 512.23: 512.74 513.68 518.83 0.276801 19.95 12.75 26.04 4.93 CL 2.7667' PF 12 275.00 512.23, 512.77 --- 513.77 519.18 0.266841 20.48 --- 13.67 26.18 4.89 •CL _ .2.7667* PF 13 300.00 512.23 512.81 513.86 519.53 0.258436 20.99 14.57 26.32 4.86 CL 2.7667* PF 14 325.00 512.23 512.84 513.94 519.84 0.249300 21.43 15.48 26.45 4.82 CL 2.7667' PF 15 350.00 512.23 512.88 514.03 520.12 0.240093 21.81 16.40 26.59 4.78 CL 2.7667' PF 16 375.00 512.29f 512.91 514.11 520.38 0.231266 22.16 17.31 26.73 4.73 CL 2.7667' PF 17 400.00 512.23 t, 512.95 514.19 520.63 0.223504 22.49 18.21 26.86 4.69 •CL 2.7556' PF1 10.00 511.9 _ 511.97 512.08 512.51 0.339205 5.90 1.70 24.28 3.92 CL 2.7556' _ PF2 25.00 511.901 512.02 512.22 513.13 0.333859 8.46 2.97 24.49 4.27 CL 2.7556' .PF3 50.00 1 511.901 512.08 51241 _514.02 0.336911 11.18 4.50 24.74, 4.59 CL 2.7556' PF4 75.00 511.9 - 512.14 512.56 514.79 0.334395 13.11 5.77 24.94 4.76 CL 2.7556' PF 5 100.00 511.901 512.18 512.70_ 515.50 0.333049 14.88 6.88 25.12 4.89 CL 2.7556* PF 6 125.00 511.90y 512.22 512.82 516.11 0.323646' 15.90 7.95 25.29 4.94 CL 2.7556' PF 7 150.00 511.90', 512.26 512.94 516.69 0.316444', 18.98 8.94 25.45 4.98 CL 2.7556• PF 8 175.00 511.901 512.30 513.05 517.21 0.307880', 17.89 9.91 25.60 4.99 CL 2.7556' Pf 9 200.00 511.90, 512.34 513.15 517.70 0.299041 18.70 10.85 25.75 4.99 CL 2.7556' PF 10 225.00 511.90' 512.37 513.25 518.13 0289570i 19.40 11.78 25.89 4.98 CL 2.7556• PF 11 250.00 511.91 512.41 513.35 518.54 0.2802491 20.02 12.70 26.03 4.95 CL 2.7556' PF 12 275.00 511.90 512.44 513.44 518.91 0.2704641 20.57 13.62 26.17'. 4.92 _CL :2.7556' PF 13 300.00 511.90 512.48 513.53 519.27 0.262774i 21.10 14.49 26.31 4.90 CL 2.7556' PF 14 325.00 511.90 512.51 513.61 519.59 0.2539391 21.55 15.39 26.44 4.88_ CL 2.7556* PF 15 350.00 511.90! 512.54 513.70,--_- 519.88 0.244874 21.94 16.30 26.58 4.82_ CL 2.7556' Pb 16 375.00 511.90! 512.58 513.78 520.14 0.236217 22.30 17.20 26.71 4.77 CL 2.7556* PF 17 400.00. 511.90 512.81 513.86 520.40 0.228466 22.64 18.09 26.85 4.73 CL 2.7444' PF1 10.00 511,57 511.134 511.75 512.18', 0.339205 5.90 1.70 24.28 3.92 CL 2.7444• PF2 25.00 511.57 511.69 511.89 512.80 0.333859 8.46 2.97 24.49 4.27 CL 2.7444• PF3 50.00 511.57 511.75 512.07 513.69 0.336911 1 11.18 4.50 24.74 4.59 CL 2.7444' PF4 75.00 511.57 511.81 512.23 514.46 0.334395 13.11 5.77 24.94 4.76 HEC-RAS Plan P03_Design River:Overflow Reach:CL(Continued) Reach River Ste Pro81e O Tall Min Ch El W.S.Bev Cdl W.S. E.G.Effie E.G.Slope Vel Chnl Flow Area Top Width Fronde*Chi --- - - (de) (8) (6) () (8) (11/8) MO Off A) m) CL 2.7444' PF 5 100.00 511.57. 511.85 512.37 515.17 0.333171 14.68 6.88 25.12 4.89 CL 2.7444' PF 6 125.00 511.57, 511.89 512.49 515.78 0.323955 15.91 7.95 25.29 4.94 CL 2.7444' PF 7 150.00 511.57 511.93 512.61 516.37 0.317977 17.00 8.93 25.45 4.99 _ 512.72 516.90 0.3098697 9.89 25.60 CL 2.7444' PF 175.00 511.57'� 511.97 1 .93 5.00 _-__--_ _-- _-_ _---__ _-. CL 2.7444' PF 9 200.00 511.571 512.01 512.82 517.39 0.301810 18.75 10.82 25.74 5.01 CL 2.7444' PF 10 225.00 511.571 512.04 512.92 517.84 0.292688 19.46 11.74 25.88 5.00 C_L 2.7444* PF 11 250.00 511.57 512.08 513.02 518.25 0.283520 20.09 12.65 26.02 4.98 CL 2.7444' PF 12 275.00 511.571 512.11 513.11 518.62 0.273842 20.65 13.56 26.16 4.95 CL 2 7444* PF 13 300.00 511.571 512.14 513.20 518.99 0.286341 21.19 14.43 26.30 4.93 CL 2.7444' PF 14 325.00 511.57 1 - 512.18 513.28 519.33 0.258248 21.66 15.31 26.43 4.90 CL 2.7444' PF 15 350.00 511.57 512.21 513.37 519.63 0.249455 22.07 16.20 26.56 4.86 CL 2.7444' PF 16 375.00 511.57 512.24 513.45 519.90 0.240935 22.43 17.09 26.70 4.82 CL .2.7444' PF 17 400.00. 511.57 512.28 513.53 520.17. 0.233227. 22.78 _--17.97 26.83: 4.78 CL 2.7333' PF1 10.00 511.24! 511.31 511.41 511.85 0.339205 5.90 1.70 24.28' 3.92 CL 2.7333' PF2 25.00 511.24: 511.36 511.56 512.47 0.333859 8.46 --_2.97 24.49. __ 4.27 -- _ CL 2.7333' PF3 50.00 511.24,' 511.42 511.75 513.36, 0.336911 11.18 4.50 24.74 4.59 CL _-_-_ 2.7333' PF4 75.00 511.48 511.90 514.131 0.334395 13.11- 511.24 5.77 24.94 4.76 CL 2.7333* PF 5 100.00 511.24 511.52 512.04 514.831 0.332196 14.67 -----6.88 25.12 4.89 ! CL 2.7333* PF 6 125.00 511.24! w 511.56 - 512.16 515.461 0.324265 15.91 7.94 25.29 4.94 CL _ 2.7333' PF 7 _ 150.00 511.24' _ 51 L64___ 512_.39 __ 518.59 0.311714 17.96 8.91 25.44 -------5.01 511.60' 512.28 516.08 0.320(314 17.04 CL 2.7333' PF 8 175.00 511.24t- _ 9.87 25.59 5.02 CL 2.7333' PF 9 200.00 511.241 511.67 512.49 517.09 0.303982. 18.79 10.80' 25.74 5.03_ CL 2.7333' PF 10 225.00 511.241 511.71 512.59 517.54 0.295590 19.52 11.71 25.88 5.02 - CL 2.7333' PF 11 250.00 511.24', 511.74 512.69 517.98 0.286665 20.16 12.61 26.02 5.01_ CL 2.7333' PF 12 275.00 511.241 511.78 512.78 518.341 0.2773171 20.72 13.51 26 16 4.98 1 CL 2.7333' PF 13 300.00 511.24 511.81_ _ 512.87 518.721 0.269775 21.27 14.38 26.29 4.96_ CL 2.7333' PF 14 325.00 511.24 511.84 512.95 519.OSI 0.261755I 21.75 15.25 26.42 -- 4.93 CL 2.7333* PF 15 350.00 511.24 _ 511.88 513.04 519.37I 0.253776 22.18 18.12 26.55 4.90 CL 2.7333' PF 18 375.00 511.24 511.91 513.12 519.66 0.245395 22.56 17.00 26 68 4.86 CL 2.7333' PF 17 400.00 511.24 511.94 513.20 519.93 0.237801 22.92 17.86 26.81 4.82 CL 2.7222' PF1 10.00 510.91 --_ _--_ -_ -- - - -- 510.98 511.08 511.52 0.339205�i 5.90 1.70 24.28 3.92 CL 2.7222* PF2 25.00 510.911 511.03 511.23 51214. 0.333859 8.46 2.97 24.49 4.27 CL '2.7222- •PF3 50.00 510.91 511.09 511.42 513.03 0.336911 11.18 4.50 24.74 4.59 CL 2.7222' PF4 75.00 510.911 511.15 511.57 513.80 0.334395 13.11 5.77 24 94 4.76 CL 2.7222' PF 5 100.00 510.91 511.19 511.71 514.51 0.332561 14.67 6.88 25.12 4.89 ICL 2.7222* PF 6 125.00 510.91 511.23 511.83 515.14 0.326235 15.94 7.93 25.29 4.95 CL 2.7222* PF 7 150.00 510.91 511.27 511.95 515.75 0.322726 17.08 8.89 25.44 5.02 CL 2.7222' PF 8 175.00 510.91 511.31 512.06 516.28 0.313411 17.99 9.86 25 59 5.03 CL 12.7222' PF 9 200.00 510.91 511.34 512.16 516.78 0.305989 18.83 10.78 25.73 5.04 CL 2.7222' PF 10 • --225.00 510.91 511.38 512.26 517.25 0.298332 19.58 11.68 25.87 5.04 - CL 2.7222' PF 11 250.00 510.91 511.41 512.36 517.67 0.289677 20.23 12.57 26 01 5.03 CL 2.7222' PF 12 275.00 510.91 511.45 51245 518.06 0.280531 20.80 13.46 26.15 5.00 CL 2.7222" PF 13 300.00 510.91 i 511.48 512.54 518.44 0.273089 21.35 14.32 26.28 4.99 CL 2.7222* PF 14 325.00 510.91 511.51 I 512.62 518.78 0.265142. 21.83 15.19 26.41 4.96 CL 2.7222' PF 15 350.00 510.91{ 511.541_ 512.71 519.11 0.257857 22.29 16.04 26.54 4.93 CL 2 7222' PF 16 375.00 510.911 511.58 512.79--- 519.40 0.249651 22.68 16.91 26.67 4.89 CL 2.7222* PF 17 400.00 510.91 511.61 512.87 519.68 0.242168 23.05 17.76 26.80 4.86 CL 2.7111' i PF1 10.00 510.58'i 510.65 510.75 511.19 0.339205 5.90 1.70 24.28. 3.92 CL 2.7111* :PF2 25.00 510.581 510.70 510.90 511.81 0.333859 8.46 2.97 24.49 4.27 CL :2.7111* PF3 50.00 510.58 510.76 511.09 512.70 0.336911 11.18 4.50 24.74' 4.59 CL 2.7111' PF4 75.00 510.581 510.82 511.24 513.47 0.334395 13.11 5.77 -- _24.94 4.76 CL 2.7111' PF 5 100.00 510.581 510.86 511.38 514.18 0.332805 14.68 6.88 25.12 4.89 CL 2.7111' PF 6 125.00 510.581 510.90 511.50. 514.82 0.328116 15.97 7.91 25.28 4.97 _CL 2.7111' PF 7 150.00 510.5_1r1- 510.94 511.62 515.42 0.323003 17.08 8.89 25.44 5.02 CL 2.7111' PF 8 175.00 510.58! 510.98 511.73 515.96 0.315039 18.02 _ 9.84 25.59 5.04 CL 2.7111' PF 9 200.00 510.58' 511.01 511.83 516.47 0.307888 18.86 10.76 25.73 5.06 CL 2.7111* PF 10 225.001 510.58 511.05 511.93 516.95 0.300908 19.63 11.65 25.87 5.06 CL 2.7111' PF 11 250.00 510.58 511.08 512.03 517.38 0.292550 20.29 12.53 26.00 5.05 CL 2.7111* PF 12 275.00! 510.58 511.12 512.12_ 517.77 0.283629' 20.87 13.42 26.14 5.03_ CL 2.7111' PF 13 300.00 510.58 511.15 512.21 518.15 0.276264 21.42 14.27 _-_28.27' 5.01_ •CL ---. 2.7111- I PF 14 • 325.00 510.58 511.18 512.29 518.50 0.268447 21.92 15.13 26.401 __- 4.99 CL 2.7111' PF 15 • 350.00 510.581 511.21 512.38 518.84 0.261209 22.38 15.97 26.53 4.96 CL 2.7111' PF 18 375.00 510.581 511.24 512.46 519.15 0.253727 22.79 16.82 26.66 4.93 CL 2.7111' PF 17 400.00 510.581511.28 512.54 519.44 0.246345 23.17 17.67 26.78'1 4.90 CL 2.7000' PF1 10.00 510.2511 510.32 510.43 51086 0.339205 5.90 170 24.28. 3.92 CL 2.7000' PF2 25.00 510.25 510.37 510.57 511.48 0.333859 8.46 2.97 24.49 4.27 CL 2.7000' PF3 50.00 510.25 510.43 510.76 512.37 0.336911 11.18 4.50 24.74 4.59 CL 2.7000' .,PF4 75.00 510.25 510.49 510.91 513.14 0.334395 13.11 5.77 24.94 4 76 CL 2.7000' 'PF 5 100.00 510.25 510.53 511.05 513.85_ 0.333049 14.68 6.88 25 12 4 89 CL 2.7000' PF 8 125.00 510.25 510.57 511.17 514.51 0.329906 15.99 7.90 25.28 4.98 CL 2.7000' PF 7 150.00 510.25 510.61 511.29 515.09 0.323280 17.09 8.89 25.44 5.02 CL 2.7000- JPF 8 I 175.00 510.25 510.65 511.40 515.64 0.316513 18.05 9.83 25.59 5.05 HEC-RAS Plan P03_Design River Overflow Reach:CL(Continued) ' Reach River Sta Rolle C Tolal MIn Ch El W.S.Elw CM W.S. E.G.Bev E.G.Slope 1 Vel ChN Flow Area Top VVIOBr Fronde i Chi 11 ( ) (R) 09 ((9 (8) (MI) Ma) 5) 00 CL 2.7000' 'PE 9 200.00 510.25 510.68 511.50 516.16 0.309727 18.90 10.74 25.731 5.07 CL _- 2.7000' PF 10 225.00 510.25 510.72 511.60 516.64 0.302976 19.67 11.62 25.86 5.08 CL 2.7000' PF 11 250.00 510.25 510.75 511.70 517.08 0.295276 20.34 12.50 26.00 5.07 CL 2 7000' PF 12 275.00 510.25 510.78 511.79 517.48 0.286604 20.93 13.37 26.13 5.05 CL 2.7000* •PF 13 300.00 510.25 510.82 511.88 517.87 0.279354 21.49 14.22 26.26 5.04 CL 2.7000' PF 14 325.00 510.25 510.85 511.96 518.23 0.271663 21.99 15.07 26.39 5.01 CL_ 2.7000' PF 15 350.00 510.25 510.88 512.05 518.57 0.264487 22.46 15.91 26.52 4.99 CL 2 7000' PF16 375.00 510.25 510.91 512.13 518.89 0:257605 _22.89 16.74 26.64, 4.96 CL 2.7000' _--�PF 17 400.00 510.25 510.94 512.21 519.18. 0.250352. 23.28 17.58 26.77. 4.93. CL 2 6889' PF1 10.00 509.92 509.99 510.09 510.53 0.339205 5.90 1.70 24.28 3.92 CL 2.6889' PF2 25.00 509.92, 510.04 510.24 511.15 0.333859 8.46 2.97 24.49 4.27 CL 2.6889' PF3 50.00 509.92, 510.10 510.43 512.04 0.336911 11.18 4.50, 24.74 4.59 CL 2.6889' i PF4 75.00 509.921 510.16 510.58 512.81 0.334395 13.11 5.77 24.94. 4.76 CL 2 6889' PF 5 100.00 509.921 510.20i 510.72 513.51 0.331468 14.66 6.89 25.12, 4.88 CL 2.6889' PF 6 125.00 509.92 510.24 510.84 514.18 0.330328'1 16.00 7.90 25.28. 4.98 CL 2.6889' PF 7 150.00 509.92! 510.28 510.96 514.78 0.325229 17.12 8.87 25.44 5.04 CL -_2.6889' PF 8 175.00 509.921 510.32 511.07 515.33 0.317913 18.07 9.82 25.58 5.06 CL 2.6889' PF 9 200.00 509.921 510.35 511.17 515.84 0.311432 18.93 10.72 25.72 5.08 CL 2.6889' PF 10 225.00 509.921 510.39 511.27 516.33 0.304927, 19.71 11.60 25.86 5.09 CL 2.6889' PF 11 250.00 509.921 510.42. 511.37 516.78 0.297850 20.40 12.46 25.99 5.09 CL 2.6889' PF 12 275.00 509.92' 510.45 _ 511.46 517.19 _0.289452 1 20.99 13.33 26.13 5.07 CL 2.6889' PF 13 300.00 509.921 510.48 511.55 517.58 0.2823331 21.58 14.18 26.26 _- 5.06 CL 2.6889' PF 14 325.00 509.9211 510.52 511.63 517.951 0.2747391 22.07 15.02 26.39 5.04 CL 2.6889' PF 15 350.00 509.92i_ 510.55 511.72 518.291 0.287841 I 22.54 15.85 26.51 5.02 CL 2.6889' PF 16 375.00 509.921 510.58 511.80 518.62 0.280821 22.98 16.68 26.64 4.99 CL 2.6889' PF 17 400.00 509.921 510.61 511.88 518.93 0.2541761 23.39 17.50 26.76 4.97 CL 2.6778' PF1 10.00 509.59r 509.66 509.76 510.20 0.339205i 5.90 1.70 24.28 3.92 CL 2.6778' PF2 25.00 509.59 509.71 509.91 510.82 0.333859'1 8.46 2.97 24.49 4.27 CL 2.6778' PF3 50.00 509.59 509.77 510.10 511.71 0.336911 11.18 4.50 24.74_ 4.59• CL 1 2.6778' PF4 75.00 509.59 509.83 510.25 512.48 0.334395! 13.11 5.77 24.94 4.76 CL 2.6778' PF 5 100.00 509.59 509.87 510.39; 513.18 0.331832r 14.66 6.88 25.12 4.88 CL 2.6778* PF 6 125.00 509.59 509.91 510.51 513.85 0.330752: 16.01 7.90 25.28 4.99 CL 2.6778' PF 7 150.00 509.59 509.95 510.63 514.47 0.327099'! 17.15 8.85 25.43 5.05 CL 2.6778' PF 8 175.00 509.59 509.99 510.74 515.02 0.320238, 18.11 9.79 25.58 5.08 CL 2.6778' PF 9 200.00 509.59 510.02 510.84 515.53 0.312999, 18.96 10.70 25.72 5.09 CL 2.6778• PF 10 225.00 509 59 510.05 510.94 516.02 0.306759 19.74 11.58 25.86 5.11 CL 2.6778' PF 11 250.00 509.59 510.09 511.04 516.48 0.299893 20.44 12.44 25.99 5.11 -_..----- ..-- -. --- _ CL 2.8778' PF 12 275.00 509.59 510.12 511.13 516.90 0.292165 21.05 13.30' 26.12 5.10 CL 2.6778' PF 13 300.00 509.59' 510.15 511.22 517.30 0.285197 21.63 14.13I 26.25 5.08 CL 2.6778' PF 14 325.00 509.59 510.18 511.30 517.66 0.277715 _22.14, 14.97 26.38 5.06 CL 2.6778' PF 15 350.00 509.59. 510.22 511.39 518.01 0.270710 22.62! 15.80 26.50 5 04 CL 2.6778' PF 16 375.00 509.59 510.25 511.47 518.35 0.263963 23.07 16.62 26.63 5 02 CL 2.6778' PF 17 400.00 509.59 510.28 511.55 518.66 0.257336 23.47 17.43 26.75 4.99 CL 2.6667' PF1 10.00 509.26. 509.33 509.44 509.87 0.339205 5.90 1.70 24.28 3.92 CL 2.6667' PF2 25.00 509.26 509.38 509.58 510.49 0.333859 8.46 2.97 24.49 4.27 CL 2.6667' PF3 50.00 509.26 509.44 509.77 511.38 0.336911 11.18 4.50 24.74 4.59 CL 2.6867' PF4 75.00 509.26 509.50 509.92 512.15 0.334395 13.11 5.77 24.94 4.76 CL 2.6667' PF 5 100.00 509.26 509.54 510.06 512.86 0.332683 14.68 6.88 25.12 4.89 CL 2.6667' PF6 125.00 509.26 509.58 510.18_ 513.53 0.331814 16.02 7.89 25.28 4.99 CL 2.6867' PF 7 150.00 509.26. 509.62 510.30 514.14 0.327756 17.16 8.85 25.43 5.06 CL 2.61367• PF 8 175.00 509.261 509.65 510.41 514.71 0.322163 18.14 9.78_ 25.58 5.09 CL 2.6667' PF 9 200.00 509.26 509.69 510.51 515.22 0.314501 18.99 10.69 25.72 5.11 CL 2.6667' PF 10 225.00 509.26 509.72 510.61 515.71 0.308487 19.77 11.56 25.85 5.12 CL 2.6667' PF11 250.00 509.26 509.76 510.71 516.17 0.301828 20.48 12.41 25.99 5.12 CL_ 2.6667' PF 12 275.00 509.26 509.79 510.80_ 516.60 0.294739 21.11 13.26 26.12 5.12 CL 2.6667' PF 13 300.00 509.26 509.82 510.89 517.01 0.287939 21.69 14.09 26.24 5.11 CL 2.6667' PF 14 325.00_ 509.26 509.85 510.97 517.38_ 0.280586 22.21 14.92 26.37 5.09 CL 2.6667' PF 15 350.00 509.26 509.88 511.06 517.73 0.273687 22.70 15.74 26.49 5.07 CL 2.6667' PF 16 r 375.00 509.26 509.91 511.14 518.07 0.2670271 23.15 16.56 26.62 5.05 CL 2.8867' PF 17 400.00 509.26 509.94 511.22 518.39 0.260429' 23.56 17.37 26.74 5.02 1 CL 2.6556' PF1 10.00 508.93 509.00 509.10 509.54 0.3392051 5.90 1.70 24.28 3.92 CL 2.6556' PF2 25.00 508.93 509.05 509.25 510.16 0.333859,11 8.46 2.97 24.49i 4.27 CL r 2.6556' PF3 50.00. 508.93 509.11 509.44 511.05 0.3369111 11.18 4.50 24.74 4.59 CL 2.6556' PF4 75.00 508.93 509.17 509.59 511.82 0.3343951 13.11 5.77 24.94 4.76 CL 2.6556' PF5 11! 100.00 508.93! 509.21 509.73 51253 0.332805 14.68 6.88 25.12 4.89 CL 2.6556' PF8 125.00 508.93 509.25 509.85 513.20 0.332347 16.03 7.88 25.28' 5.00 CL 2.6556' PF7 150.00 508.93 509.29 509.97 513.82 0.328418 17.17 8.84 25.43 5.06 CL 2.6556' PF8 175.00 508.93 509.32 510.08 514.38 0.322416 18.15 9.77 25.58 5.09 CL 2.6556' PF9 200.00 508.93 509.36 510.18 514.90. 0.315861 19.01 10.67 25.72 5.12 CL 2.6556' PF10 225.00 508.93 509.39 510.28 515.40_ 0.310119, 19.81 11.54 25.85 _ 5.13 CL .2.6556' •PF 11 250.00 508.93 509.43 510.38 515.87 0.303654! 20.52 12.39 25.98 5.14 CL 2.6556' PF 12 275.00 508.93 509.46 510.47 516.30 0.296761! 21.15 13.23 26.11 5.13 HEC-RAS Plan.P03_Design River.Overflow Reach.CL(Continued) Reach River Sta Profile O Total Min Ch El W.S.Elev _ CI1I W.S. E.G.Elev E.G.Slope Vel Chnl i Flow Area Top Walth Froude#Chl 1 Ids) (6) I (6) (6) (6) (ft/11) (ft1a) I (a9 6) --(6) -- CL 2.6556' PF 13 300.00 508.93 509.49 510.56 516.71 0.290553 21.75 14.05 26.24 5.13 CL 2.6556' PF 14 325.00 508.93 509.52 510.64 517.09 0.283346 2228 14.88 26.38 5.11 CL 2.13558' PF 15 .I 350.00 508.93 509.55 510.73 517.45 0.276569 22.77 15.69 26.49 5.09 CL 2.6556' PF 16 • 375.00 508.93 509.58 510.81 517.79 0.269966 23.22 16.50 26.61. 5 07 CL 2.6556' PF 17 400.00 508.93 509.61 510.89 _-518.12 0.283449 23.64 17.30 28.73 5.05 CL 2.6444" 'PF1 10.00 508.60 508.67 508.77 509.21• 0.339205 5.90 1.70 24.281 3.92 CL 2.8444' PF2 25.00 508.60 508.72 508.92 509.83 0.333859 8.46 2.97 24.491 4.27 CL 2.6444' PF3 50.00 508.60 508.78 509.11 510.72 0.338911 11.18 4.50 24.741 4.59 CL 2.6444' PF4 75.00 508.60 508.84 509.26 _511.49 0.334395, 13.11 5.77 24.94 4.76 CL 2.6444' PF 5 100.00 508.60 508.88 509.40 512.20 0.3330491 14.68 6.88 25.12 4.89 CL 2.6444' PF 6 125.00 508.60 508.92 509.52 512.87 0.332560! 16.03 7.88 25.28 5.00 CL 2.6444' PF 7 _ 150.00 508.60 508.96 509.64 513.49 0.328982. 17.18 8.84 25.43 5 06 CL 2.6444' PF 8 175.00 508.60 508.99 509.75 _ 514.07 0.324358 18.18 9.76 25.57 5.11 i CL 2.6444' PF 9 '�;, 200.00 508.60 509.03 509.85 514.58 0.317152' 19.03 10.66 25.72 5.12 CL 2.6444' PF 10 225.00 508.60 509.06 509.95 515.09 0.311643 19.84 11.52 25.85 5.14 CL 2.6444* PF 11 250.00 508.60 509.09 510.05 515.56 0.305430 20.55 12.37 25.98 5 15 CL 2.6444" PF 12 275.00 508.60 509.13 510.14 515.99 0.298684 21.20 13.21 26.11 5.15 CL 2 6444* PF 13 300.00 508.60 509.16 510.23 51642 0.293036 CL 2.6444' PF 14 325.00 508.60 509.19 510.31 516.80_ 0.285991 22.34 14.84 26.361 55 13 .13 21.81 14.02 26.23 CL 2.6444' PF 15 350.00 508.60 509.22 510.401 517.17 0.279350 22.84 15.64 26.48. 5.11 CL 2.6444• PF 16 375.00 508.60 509.25 510.48' 517.51 0.272816 23.30 16.45 26.60 5.09 CL 2.6444* PF 17 400.00 508.60 509.28 510.56 517.84 0.266393 23.72 17.25 26.72 5.07 CL 2.6333' PF1 10.00 508.27 508.34 508.44 508.88 0.339205 5.90 1.70 24.28 _ 3.92 CL ''2.6333' PF2 25.00 508.27' 508.39 508.59 509.50 0.333859 8.46 2.97 24.49 4.27 CL 2.6333* PF3 50.00 508.271 508.45 508.78 510.39 0.338911 11.18 4.50 24.74 4.59 CL 2.6333' PF4 75.00 508.27j 508.51 508.93 511.16 0.334395 13.11 577 24.941 4.76 t _. CL 2.6333* PF 5 100.00 508.27 508.55 509.07 511.86 0.331347 14.66 6.89 25.12 4.88 .-"fen . • 508.59 509.19 512.55 0.332773 16.04 7.88 25.28 5.00 CL 2.6333* PF 6 150.00--__ 508.271 508 �_ .63 509.31 513.16 0.329455 17.18 8.84 25.43 5.07 CL 2.6333' PF 8 175.00 508.27' 508.66 509.42 513.74 0.325207 18.19 9.75 25.57 5.11 CL 2.6333' PF 9 200.00 508.27I 508.70 509.52 514.27 0.318374 19.06 10.65 25.71_ 5.13 CL '2.6333* PF 10 225.00_ 0 508.73 509.62. 514.77 0.313106 19.86 11.50 25.85 5.16 -- - CL 2.6333' PF 111 250.00 508.27' 508.76 509.72 515.25 0.307091 20.59 12.35 25.98 I 5.16 CL 2.6333' PF 12 275.00 508.27 508.80 509.81 515.69 0.300564 21.24 13.18 26.10 5.16 CL 2.6333' PF 13 300.00 508.27 508.83 509.90 516.12 0.294998 21.85 13.99 26.23 5.16 _CL 2,6333' PF 14 325.00 508.27� 508.86 509.98 516.51 0.288515', 22.40 14.80 26.35 5.15 CL 2.6333* PF 15 350,00 508.27 508.89 510.07 516.88 0.262026` 22.90 15.60 26.47 5.14 CL 2 6333' -PF 17 400.00 508 27 508.95 510.23. 517.57 0.275573 23.37 16.40 2.581 5.12 0.269256 23.80 17.19 26.71 5.10 CL 2.6222' PF1 10.00. 507.93 508.00 508.10 508.54I 0.339696 5.90 1.70 24.28„ 3.92 _CL 2.6222' PF2 25.00 507.93 508.05 508.25 509.17 i 0.339491 8.51 2.95 24.49 4.30 CL 2.6222' PF3 50.00 507.93 508.11 508.44 510.05L 0.336538 11.18 4.50 24.74 4.59 CL 2.8222' PF4 75.00 507.93 508.17 508.59 510.83 0.336878 13.14 5.75 24 94 4.78 CL 2.6222' PF 5 100.00 507.93 508.21 508.73 511.54 0.334149 14.70 6.87_ 25.12 4.90 CL 2.6222' PF 6 125.00 507.93 508.25 508.85 512.21 0.333094 16.04 7.88 25.28 5.00 CL 2.6222' PF 7 150.00 507.93 508.29 508.97 512.84 0.331834 17.22 8.82 25.43 5.08 CL 2.6222' PF 8 175.00 507.93 508.32 509.08 513.42 0.326743 18.22 9.73 25.57 5.13 CL 2.6222' •PF 9 200.00. 507.93 508.36 509.18 513.95 0.320217 19.09 10.63 25.71 5.15 CL .2.6222' PF 10 225.00 507.93 508.39 509.28 514.46 0.315072 19.90 11.48 25.84 5.17 CL 2,6222' PF 11 250.00 507.93 _508.42 509.38___ 5_14.94 _ 0.3091304 _ 20.64__ 12.32_ _ 25.97 5.18 CL 2.6222' PF 12 275.00 507.93 508.45 ---509.47 __515.38 _0.303233 __21.29_ 13.14 _28.10 -- 5.18 CL 2.6222' PF 13 300.00 507.93 508.49 509.56 __515.82 0.297751 21.91 13.95 26.22 5 18 CL 2.6222' PF 14 _ 325.00 507.93 508.52 509.64 516.22' 0.291376 22.47 14.75 28.34 517 CL 2.6222' .PF 15 350.D0 507.93 508.55 509.73 516.59 0.284974 22.98 15.55 26.46 5.16 1 CL 2.6222' PF 16 375 30 507.93 508.58 509.81 516.95 0.278589 23.45 16.34 26.58 5.14 CL 2.6222' ,PF 17 400.00 507.93 508.61 509.89 517.28 0.272325 23.88 17.13 26.70 5.12 _CL '2.6111' PF1 10.00 507.60 507.67 507.77 508.21 0.339696 5.90 1.70 24.28 3.92 CL 2.6111' PF2 25.00 507.60 507.721 507.92 508.84• 0.339491 8.51 2.95 24.49 4.30 CL 2.6111' PF3 50.00 507.60 507.78 508.11 509.72 0.336538 11.18 4.50 24.74 4.59 CL 2.6111' PF4 75.00 507.60 507.84 508.26 510.50 0.336878 13.14 5.75. 24.94 4.78 CL 2.6111' PF 5 100.00 507.60 507.88 ---508.40 511.19 0.331832 14.66 -----6.88 25.12 4.88 CL_ 2.6111' PF 8 125.00 507.60 507.92 508.52 511.87 0.331708 18.02 7.89' 25.28 4.99 _ CL 2.6111' PF 7 150.00 507.60 507.96 508.64 512.52 0.332121 1723 8.81 25.43 5.09 CL 2.6111' PF 8 175.00 507.60 507.99 508.75 513.09 0.327343 18.23 9.73 25.57 5.13 CL 2.6111' PF 9 200.00 507.60 508.03 508.85 513.631 0.321299 19.11 10.62 25.71 5.15 CL _ 2.6111' PF 10 225.00 507.60 508.06 508.95 514.14! 0.316344 19.93 11.47 2584 5 18 CL 2.6111' PF 11 250.00 507.60 508.09 509.05 514.63, 0.311034 20.67 12.30 25.97 5 19 CL _ 2.6111' PF 12 275.00 507.60 508.12 509.14 515.08' 0.304910 21.33 13.12 26.10 5.20 CL _ 2.6111' PF 13 300.00 507.60 508.15 509.23 515.51 0.299531 21.95 13.92 26.22 5.20 CL 2.6111' PF 14 325.00 507.60 508.18 509.31 515.92 0.293287 22.51 14.72 26.34 5.19 CL _ 2.6111' PF 15 350.00 507.60 508.21 509.40 516.30 0.287429 23.04 15.51 26.46, 5.18 CL 2.6111* PF 16 375.00 507.60 508.24 509.48 516.66 0.281150 23.51 16.29 26.58 5.16 PP PPPPPPPPPPPPPPPPP PPPPPPPPPPPPPPPPP r r r r m xm m m D m N N N N U 1 1 NM NNNN NNNN NNNNN NNNNNNNN NNNNF NNNN N NNNNNNNNNNNNN N., d Hy 61S6Im m F11m1111ammmm1mIgmmm m0EmmmmEEm 11111111111111141 ± -1 i : iiii m m li T � W ,:4 “, j 3,1 co ._ c _I Ol * W OI a te Ti o '.i - A 4i 411 VOP • WN + O VOUAWN + Oo V0P AW N - Ofmv0N'P V0PAWN + O J3 ,1- 0 I 3 _ I I 'I ° F NN Np ( p_ p (p (� NN Np _� p_ m p (� p p_ p ((J N p 8 8 8 (8 8 8 O f8J� O N O N O 8 O N U N 8 O N O N § 8 O U O N O 8 O N O 8 O O N O 8 O U O 8 I 8 I8V88 8 N O N O 8N88 8 O N O 8 O fly O N O t8i� 8 N 8 U 8 8i8 8 O ill, 88 88888888888888888' 8888888888888888,8 888888'8888888888 8 8888888 8 8 8 88888 11 HII I 1 I I II 1 1 KTio N , - m m al U mU U Um m U UUUPmUU UO O 0 m0 U 8 U mMUU U mm iU U CH U U U U UU 8 $ $ q $ $ $ $ g 8 g q q $ qe o J fm %NNNN /JNlNNNNIVNIJmN 8. 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U m A A A . 0 U UIUU m U P U • A t AW U A A . m 10 U U UU'U A 0 U t8)e A 8 8 8m18 8 N 8NN + 8p V 8(� 8�y 2 8 ON N N NNINNISJ8N 8 8N 8N N N 8 + 8 + 8 8 m - O N W A A W + 8 ODim O N N W W A N + V A 0 8 8 0 0 O.N b N',N N 0 0 A b 0 0 m b O N V ml'10 O + b 0 W � m .O O N > HEC-RAS Plan:P03_Design River Overflow Reach:CL(Continued) ' Reach River Sta Profile 0 Tetal Min Ch El W.S.Bev Cr8 W.S. E.G.Elev E.G.Slope Val Clue Flow Ares Top Width Froude#Chl ' (ds) (It) (II) (fl) (1) (fin9 (tea) (04It) (It) CL 2.5556* PF3 50.00 505.95 506.13 506.46 508.07 0.336538 11.18 4.50 24.74 4.59 CL 2.5556' PF4 75.00 505.95 506.19 506.61 508.85 0.336878 13.14 5 75 24.94 4.78 CL 2.5556' PF 5 100.00 505.95 506.23 506.75 509.55 0.332683 14.68 6.88 25.12 4-89 CL 2.5556" PF 8 125.00 505.95 506.27 506.87 510.23 0.332880 16.04 7.88 25.28 5.00 CL 2.5556' PF 7 150.00 505.95 506.31 506.99 510.86 0.331452- 17.22 8.82 25.43 5.08 CL 2.5556' PF8 175.00 505.95. 506.34 507.10 511.47 0.329844 18.27 9.71 25.57 5.15 CL 2.5556' PF 9 200.00 505.95 506.38 507.20 512.01 0.324573 19.17 10.58 25.70 5.18 CL 2.5558' PF 10 225.00 505.95 506.41 507.30 512.54 0.320993 20.01 11.42 25.83 5.21 CL 2.5556" PF 11 250.00 505.95 506.44 507 40 513.05 0.317173 20.79 _ 12.22' 25.96' 5.24 CL 2.5556' PF 12 275.00 505.95 506.47 507.49 513.52 0.312109 21.48, 13.03. 26.08,' 5.25 CL 2.5556' PF 13 300.00 505.95' _506.50 _ 50758. 513.98 0.307422 22.131 13.81 26.20,_ _ 5.26 CL 2.5556' PF 14 325.00 505.95 506.53 507.66 514.40 0.301900 22.71 I 14.59 26. _ 5.26 CL 2.5556' PF 15 350.00 505.951 506.56 507.75 514.81 0.296918! 23.26 15.35: 26.441 5.26 CL 2.5556' PF 18 375.00 505.95: 506.59 507.83 515.20 0.2918931 23.78 16.11 26.55 5.25 CL 2.5556' PF 17 400.00 505.951 506.62 507.91_ 515.58. 0.286979 j 24.27 16.85 ---28.86 5.24 CL 2.54.44' PF1 10.00 505.62I 505.69 505.80 506.23. 0.3396961 5.90 1.70 24.28 3.92 CL 2.5444* PF2 -_---25.00 505.62�! --- 505.74 505.94 506.86 0.339491 8.51 2.95 24.48 4.30 CL 2.5444* PF3 • 50.00 505.62 505.80 506.13 507.74 0.336538 11.18 4.50 24.74 4.59 CL 2.5444' PF4 75-00 505.62 505.86 506.28 508.52 0.3368781 13.14 5.75 24.94 4.78 CL_ 2.5444' PF 5 100.00 505.62 505.90 506.42 509.22 0.33280.5'! 14.68 6.88 25.12 4.89 CL 2.5444' PF8 • 125.00_ 505.62 505.94 506.54 509.90 0.333094, 16.04 7.88 25.28 5.00 CL 2.5444' PF7 • 150.00 505.62 505.98 506.66 510.53 0.331739. 17.22 8.82 25.43 5.08 _CL :2.5444' PF 8 175.00 505.62 506.01 506.77 511.14 0.330190 18.28 9.70 25.57 5.15 CL 2.5444' PF 9 200.00 505.62 506.05 506.87 511.69 0.325359 19.18 _ 10.581 25.70 5.18 CL 2.5444• PF 10 225.00 505.62 506.08 _506.97 512.22 0.321282 - 20.02 11.41' 25.83 5.21 CL 2.5444' PF 11 • 250.00 505.82 508.11 507.07 512.74 0.318312 20.81 12.21 25.96 5.25 i CL 2.5444' PF 12 275.00. 505.62 506.14 507.16 513.21 0.313351 21.51 13.01 28.08 5.26 CL 2.5444' PF 13 300.00 505.62 506.17 507.25 513.67_ 0.308812 22.18 13.79 26.20 5.27 CL r2.5444' PF 14 325.00 505.62: 506.20 507.33 514.09 0.303412 22.74 14.57 26.32 5.27 CL 2.5444' PF 15 350.00 505.62 506.23 507.42 514.51 0.298539 23.30 15.33 26.43 5.27 CL 2.5444' PF 18 375.00 505.62 506.26 507.50 514.90 0.293607 23.82 16.08_ 28.54 5.27 CL 2.5444' PF 17 400.00 505.62 506.28 507.58 515.28 0.288775 24.31 16.82 28.88 5.26 CL 2.5333* PF1 10.00 505.29 505.36 505.46 505.90 0.339696 5.90 1.70_ 24.28 3.92 CL 2.5333' PF2 25.00 505.29 505.41 505.61 506.53 0.339491 8.51 2.95 24.49 4.30 CL 2.5333' PF3 50.00 505.29 505.47 505.80 507.41 0.336538 11.18 4.50 24.74 4.59 CL 2.5333' •PF4 75.00 505.29 505.53 505.95 508.19 0.336878 13.14 5.75 24.94 4.78 CL 2.5333* PF 5 100.00 505.29I 505.57 506.09 508.89 0.333049 14.68 6.88 25.12 4.89 CL 2.5333' PF 6 125 00 505.29 505.61 506.21 _509.56 0.331920 i 18.02 7.89 25.28 4.99 CL 2.5333* PF 7 150 00 505.29'! 505.65 506.33 510.20 0.331930 17.22 8.82 25.43I 5.08 CL _ 12.5333' PF 8 175.00 505.29 505.68 506.44 510.82 0.331234 18.29 9.69 25.587 5.16 - CL ,2.5333' PF9 200.00 505.29�I 5 505.72 06.54 511.36 0.328089 19.20 10.57 25.701 5.19 CL 2.5333' PF 10 225.00 505.29: 505.75 506.64 511.90 0.322223 20.04 11.40_ 25.83 5.22 CL 2.5333' PF 11 • 250.00 505.29 505.78 506.74 512.42 0.319389 20.83 12.20 25.95 5.26 CL 2.5333' PF 12 275.00 505.29 505.81 506.83 512.90 0.314536 21.53 13.00 26.08 5.27 CL 2.5333' PF 13 300.00 505.29 505.84 506.92 513.36: 0.310093 22.19 13.77 26.20 5.28 CL 2.5333' •PF 14 325.00 505.29 505.87 507.00 513.79 0.304879 22.78 14.55 28.31• 5.28 CL 2.5333' PF 15 350.00 505.29 505.90 507.09 514.20 0.300120 23.34 15.30 28.43 j 5.28 CL 2.5333' PF 16 375.00 505.29 505.93 507.17 514.60 0.295288 23.86 16.05 26.541 5.28 CL 2.5333' PF 17 400.00 505.29 505.95 507.25 514.98 0.290540 24.36 16.79 28.85 5.27 CL 2.5222' PF1 10.00 504.96 505.03 505.13 505.57 0.339696 5.90 1.70 24.28 3.92 • CL 2.5222* PF2 25.00 504.96 505.08 505.28 506.20 0.339491 8.51 2.95 _ 24.49 4.30 CL 2.5222' PF3 50.00 504.96 505.14, 505.47 507.08 0.336538 11.18 4.50 24.74 4.59 CL 2.5222* PF4 75.00 504.96 505.20• 505.62 507.86 0.336878 13.14 5.75 24.94 4.78 CL 2.5222' PF 5 100.00 504.96 505.24 505.76 508.55 0.331347 14.66 6.89 25.12 4.88 CL 2.5222' PF 6 125.00. 504.96. 505.28 505.88 509.23 0.332240 18.03 7.88 25.28 5.00 • CL 2.5222' PF 7 150.00 504.96 505.32 506.00 509.88 0.332121 17.23 8.81 25.43 5.09 CL 2.5222' PF 8 175.00 504.96 505.35 506.11 510.49 0.331870 18.30 9.69 25.56 5.16 _ CL 2.5222' PF 9 200.00: 504.96 505.39 506.21 511.04_ 0.326701: 19.21 10.56 25.70 5.19 CL 2.5222* PF 10 225.00, 504.96 505.42 506.31 511.58 0.3230951 20.05 11.39 _ 25.83 5.23 CL 2.5222' PF 11 250.00'_-- 504.96 --- 505.45 506.41 512.10 0.320403' 20.85 12.19} 25.95 5.26 CL 2.5222' PF 12 275.00 504.96 505.48 506.50 512.58. 0.315602 21.55 12.98 26.07 5.28 _CL 2.5222' PF 13 300.00 504.96 505.51 506.59 513.04 0.311322 22.21 13.76 28.191 5.29 CL 2.5222' PF 14 325.00 504.96 505.54 506.67 513.48 0.306301 22.81 14.52 26.31. 5.29 CL 2.5222* PF 15 350.00 504.96 505.57 506.76 513.90 0.301609 23.38 15.28 26.42 5.29 CL 2.5222' PF 18 375.00 504.96 505.59 506.84 514.30' 0.296881 23.90 18.02 28.54 5.29 CL 2.5222' PF 17 400.00 504.96 505.62 506.92 514.68 0.292226 24.40 16.76 26.85 5.29 CL 2.5111' PF1 10.00 504.63 504.70 504.81 505.24, 0.339696 5.90 1.70 24.28' 3.92 CL 2.5111' PF2 25.00 504.63 504.75 504.95 505.87 0.339491 8.51 2.95 24.49: 4.30 CL 2.5111' PF3 50.00 504.63 504.81 505.14 506.75 0.336538 11.18 4.50 24.74i 4.59 CL 2.5111' PF4 75.00 504.63. 504.87 505.29 507.53. 0.336878 13.14 5.75 24.44 4.78 CL 2.5111' PF 5 100.00 504.63 504.91 505.43 508.22 0.331710 14.66 6.89 25.12 4.88 CL 2.5111' PF 6 125.00 504.83 504.95 505.55 508.90: 0.332453 16.03 7.88 25.28 5.00 2 211 2 m'8 0 N N N ; M M 2 ; g pp a O $.I'S O N N M m n 2 A a 0 N N N d d C . 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EG.E v E.G.Slope Vel ChM Fiow Area Top Width Froude*CM ---__ (cis) (A) (19 (tq (I) (M8) _ (lie) U9 lU (n) CL 2.4667' PF 11 _ 250.00 503.31 _ 503.80 504.76 _ 510.50 0.324018 20.92 12.14 25.95 5.29 CL 2.4867' PF 12 275.00 503.31 503.83 504.85 511.00 0.320552 - 21.65 12.92 ---- 26.06 - - - 5.31 CL 2.4667' PF 13 300.00 503.31 503.86 504.94 511.47 0.316782 _-_ 22.33 13.68 26.181 5.33 CL 2.4667' PF 14 325.00 503.31 503.88 _505.02 511.92, 0.312412 _ 22.95_ 14.44 26.30! 5.34 CL 2.4667" PF15 350.00 503.31 503.91 505.11 512.361 0.308295 23.53 15.17 ----26.41;._- 5.35 _._---_ Cl 2.4667* PF 18 375.00 503.31 503.94 505.19 512.77I{ 0.304070 24.08 15.90 26.52 5.35 CL 2.4867' PF 17 400.00. 503.31. 503.97 505.27 513.171 0.299905 24.59 16.62 26.63, 5.35 CL 2.4556* PF1 10.00 502.98 503.05 503.15 503.59 0.339696 5.90 1.70 24.28 3.92 CL 2.4556' PF2 25.00 502.98 503.10 503.30 504.22 0.339491 8.51 2.95 24.49 4.30 CL 2.4556* PF3 50.00 502.98 503.16 503.49 505.10 0.336538 11.18 4.50 24.74, 4.59 CL 2.4556' PF4 75.00 502.98 503.22 503.64 505.88 0.336878 13.14 5.75 24.94 4.78 • CL 2.4556' PF 5 100.00 502.98 503.26 503.78 506.58 0.332439 14.67 6.88 25.12 4.89 CL 2.4556' PF 6 125.00 502.98 503.30 503.90 507.25' 0.332133 16.03 7.88 25.28I 4.99 CL 2.4556' •PF 7 150.00 502.98 503.34 504.02 507.90 0.332696 17.23 8.81 25.431 5.09 CL 2.4556" PF 8 175.00 502.98 503.37 504.13 508.52 0.332807 18.32 9.68 25.561 5.17 CL 2.4556' PF 9 200.00 502.98 503.40 504.23 509.09 0.329566 19.26 10.54 25.701 5.21 CL 2.4556* 1PF 10 225.00 502.98 503.44 504.33 509.64 0.327058. 20.13 11.35 25.82 5.26 CL 2.4556' PF 11 250.00 502.98 503.47 504.43 510.17 0.324706, 20.94 12.14 25.94 _5.29 CL 2.4556* PF 12 275.00 502.98 503.50 504.52 510.68 0.321387 21.67 12.91 26.08 5.32 CL _ 2.4556* PF 13 1 300.00 502.98! 503.52 _504.61 511.16 0.317804' 22.35 13.67 26.18 i 5.34 CL '2.4556' :PF 14 325.00 502.98i 503.55 504.69 511.61 0.313483 22.97 14.42 26.29! 5.35 CL 2.4556' PF 15 350.00 502.98' 503.58 504.78 512.04 0.309463 23.56 15.16 26.41 5.36 CL 2.4556' PF 16 _ 375.00 502.98 503.61 504.86 512.46 0.305373 24.11 15.88 26.52 5.36 CL 2.4556' PF 17 400.00 502.98 503.64 504.94 512.87 0.301281 24.63 16.60 26.62 5.36 CL 2.4444* PF1 10.00 502.65 502.72 502.82 503.26 0.339696 5.90 1.70 24.28 3.92 CL 2.4444* PF2 25.00 502.65 502.77 502.97 503.89 0.339491 8.51 2.95 24.49 4.30 CL 2.4444" PF3 50.00 502.65 502.831 503.16 504.77 0.336538 11.18 4.50 24.74. 4.59 CL 2.4444' PF4 75.00 502.65, 502.89 503.31 505.55 0.336878 13.14 5.75 24.94 4.78 CL 2.4444* PF 5 100.00 502.65: 502.93 503.45 506.25 0.332683 14.68 6.88 25.12 4.89 CL 2.4444' PF 6 125.00 502.65 502.97 503.57 506.92 0.332347 16.03 7.88 25.28 5.00 CL 2.4444' PF 7 150.00 502.65 503.01 503.69 507.56 0.331548 17.22 8.82 25.43 5.08 CL 2.4444' PF 8 175.00 502.65 503.04 503.80 508.20 0.333070 18.33 9.68 25.56 5.17 CL 2.4444' PF 9 200.00 502.65 503.07 503.90 508.76 0.329886 19.26 10.53 25.70 5.22 CL 2.4444' PF 10 225.00 502.65 503.11 504.00 509.32 0.327577 20.14 11.35 25.82 5.26 CL 2.4444' PF 11 250.00 502.65 503.14 504.10 509.85 0.325327._ 20.95 12.13 25.94, 5.30 CL 2.4444' PF 12 275.00 502 65 503.17 _504.19 510.36 0.322224' 21.69 12.90 26.061_ 5.33 CL .2.4444" PF 13 300.00 502.65 503.19 504.28 510.84 0.318770 22.37 13.66 26.181 5.35 CL 2.4444* PF 14 325.00 502.65 503.22+_ _504.36 511.29 0.314503 22.99 14.41 26.29i 5.36 CL 2.4444' PF 15 _ 350.00 502.65 503.25' 504.45 511.73 0.310584 23.58 15.14 26.401 5.36 CL 2 4444' PF 16 375.00 502.65 503.28 504.53 512.16, 0.306583 24.14 15.86 26.511 5.37 CL 2.4444' PF 17 400.00 502.65 503.31 504.61 512.56 0.302618: 24.66 16.58 26.621 5.37 CL 2.4333' PF1 10.00 502.32 502.39 502.50 502.93 0.339696: 5.90 1.70 24.28 3.92 CL 2.4333' PF2 25.00 502.32 502.44 502.64 503.56 _ 0.339491 8.51 2.95 24.49 4.30 _CL 2.4333` PF3 50.00 502.32 502.50 502.83 504.44 0.336538 11.18 4.50 24.74 24.74 4.59 CL 2.4333' PF4 75.00 502.32 502.56 502.98 505.22 0.336878 13.14 5.75 24.94 4.78 CL 2.4333' PF 5 100.00 502.32 502.60 503.12 505.92 0.332927 14.68 6.88 25.12 4.89 CL 2.4333' PF 6 125.00 502.32 502.64 503.24 506.59 0.332560 16.03 7.88 25.281 5.00 _CL 2.4333' PF 7 150.00 502.32 502.68 -_- 503.36 507.23 0.331834 17.22 8.82 25.43 5.08 CL 2.4333' PF 8 175.00 502.32 502.71 503.47 507.86_ 0.332019 18.31 9.69 25.56 5.16 _CL 2.4333' PF 9 200.00 502.32 502.74 503.57 508.43 0.329086 19.25 10.54 25.70 5.21 _CL 2.4333' PF 10 225.00 502.32 502.78 503.67 508.99 0.326022 20.15 11.34 25.82, 5.26 CL 2.4333' PF 11 250.00 502.32 502.81, 503.77 _ 509.53 0.325950 20.96 12.12 25.94 _ 5.30 CL 2.4333" PF 12 275.00 502.32 _502.841 503.86 _ 510.041 0.323000 21.70 _ 12.89 26. 5.33 CL 2.4333' PF 13 300.00 502.32 502.86: 503.95 510.52, 0.319679 22.39 13.64 26.18. 5.35 CL _ 2.4333' PF 14 325.00 502.32 502.89 504.03 510.98 0.315583 23.02 14.39 26.29 5.36 CL 2.4333' PF15 350.00 502.32 502.92 504.12 511.42 0.311656 23.61 15.12 26.40 5.37 . CL 2.4333' PF 16 375.00 502.32 502.95 504.20 511.85 0.307748 24.17 15.85 28.51 5.38 CL 2.4333' PF 17 400.00 502.32 502.97 504.28 512.26 0.303914 24.69 16.56 26.62 5.38 CL 2.4222' PF1 10.00 501.99 502.06 502.16 502.60 0.339696 5.90 1.70 24.28 3.92 CL _ 2.4222' PF2 25.00. 501.99_ 502.11 502.31 503.23 0.339491 8.51 2.95 24.49 4.30 CL 2.4222' PF3 50.00 501.99 502.17 502.50 504.11 0.336538 11.18 4.50 24.74 4.59 CL 2.4222' PF4 75.00 501.99 502.23 502.65 504.89 0.336878 13.14 5.75 24.94 4.78 CL 2.4222' .PF 5 100.00 501.99 502.27 502.79 505.59 0.333171 14.68 6.88 25.12 4.89 CL 2.4222' PF 6 125.00 501.99 502.31 502.91 506.27 0.332773 16.04 7.88 25.28 5.00 CL :2.4222* PF 7 150.00 501.99 502.35 503.03 506.91 0.332026 17.22 8.81 25 43 5.08 CL 2.4222' PF 8 175.00 501.99 502.38 503.14 507.53 0.332281 18.31 9.68 25.56 5.16 CL 2.4222' PF 9 200.00 501.99 502.41 503.24 508.10 0.329726, 19.26 10.53 25.70 5.22 -CL 2.4222' PF 10 225.00 501.99 502.45 503.34 508.67 0.328468 20.15 11.34 25.82 527 CL 2.4222* PF 11 250.00 501.99 502.48 503.44 509.21 --0.326504 20.97 12.12 25.94 5 31 CL 2.4222' PF 12 275.00 501.99 502.50 503.53 509.721 0.323713 21.72 12.88 26.06 5 34 CL 2.4222* PF 13 300.00 501.99 502.53 503.62 510.20 0.320531 22.41 13.63 26.17 5.36 CL 2.4222' PF 14 325.00 501.99 502.56 503.70 510.66 0.316097 23.03 14.38 26.29 5.37 c� c� c� c� �f cnf rr r [O] OO qnn qn [f nn r r r r r r rO- --- O O --n--- O P � O.� � r r r r r r �'� � � O r r � F P !- �� F 1-m Io I 1 2 N INNN N VJ N N N N N v Ny N NNNN N Nmm I Nyp (p Nyp p�Np1 (p N�p N N N N NIN N N NN N 8 N app N N spp N N N N N PJMMMMMMMMNJMMOM N N N N N N N N N N N N N N N N N N N MM( m q 44 m 4 4 4 EJD� 4 4 m 4 4 m 4 4 T "'n m 4WD m m Slm m tm0 bW b m O g O O 4 O q � � O 4 p }[ O'S' A t t A t t t Ai> . . 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U A W N N +IO b 'W'U'A N'+' N N -+ Otl WIJ W U P NI+ W U ▪ m m m b m 8 m N ON V 8 V O 8 o 8 + 8 5 8 9 8O 8 8 8 8 8 S 8 S W m m U 8 V o 8 + W 8 m m m 0 4Vf U 8 O U8 N II O � � � � 1 � � 11 I III 4a N4� N N N N 88 8 8I8 8 N NiNIN N 84� 84�4 84� 81� 84�84� 8 8 N 8 N N N 8IJ N N4� 84� 84� 8�4 84� 4� 8 8I8'8 8 8 N N N 84� N 8 88818888888 84� N 8 8 N 8 NIN N N 8 W W m m m W U UTA AA A O� O� O� OIOl mUU IU N N fT N A + a A' m m'Oi O�'O�'Of' W U W A A A A 2S 4at 2d O> m'N U N U AIA A A 'NIN Si0 • W IN Nb,VP m U V. 5 N m O W {W N p V 8 8 m 8 8 8 2g2gTtUistiltati N W 8 8 N V > N 8m W 8 N AJ 8 0 ' 111111 N I I u y U U.C.0 a U A A A a U U U U o. (a a{,4 j a{,4 U p Up o Ap a V A a A.W a a a U IN U4� a'a'a a au U U a a a P a W U U g W N O 8 8 8 8 8 8J 8 2 8 bm.m 8 N N A O 8 818 8 8 NJ tlO 8 CO 8 0 N A 0 8 8 8 8 8 V N V 8 8 8 8 b 8 N O O 8 V 8 A 8 8 N V 8 8 8 W 8 8 N 8 8 m J HEC-RAS Plan:P03_Design River Overflow Reach:CL(Continued) Reach River Sta ProMe Q Total Min Ch El W.S.Elev CM W.S. E.G.Else E.G.Slope Val Chnl Flow Area Top Width I Proud.a Chl (`u) (8) (8) (R) lit) (ML) 01110 OR I) (ft) CL 12.3667' PF1 10.00 500.33. 500.40 500.50 500.94 0.340189 5.91 1.70 24.28 3.93 CL 2.3667* PF2 25.00 500.33 500.45 500.65 501.58 0.341492 8.52 2.95 24.49 4.31 CL 2.3667* PF3 50.00 500.33 500.51 500.84 502.44 0.335980 11.18 4.50 24.74 4.58 CL 2.3667* PF4 75.00 500.33 500.56 500.99 503.24 0.338941 13.17 5.74 24.94 4.79 CL 2.3667* PF 5 100.00 500.33 500.61 501.13 503.94 0.335377 14.71 6.86 25.12 4.91 CL 2.3887* PF 6 125.00 500.33 500.65 501.25 504.62 0.334703 16.06 7.87 25.28 5.01 CL 2.3667' PF 7 150.00 500.33 500.69 501.37 505.25 0.333080_ 17.24 8.81 25.43 5.09 CL 2.3867* PF 8 175.00 500.33 500.72 501.48 505.87 0.332019 18.31 9.69 25.56 5.16 CL 2.3667' PF 9 200.00 500.33 500.75 501.58 506.46 0.331898 19.30 10.51 25.69 5.23 CL 2.3667' PF 10 225.00 500.33 500.78 501.68 507.04 0.331084 20.20 11.31 25.82 5.29 1 CL 2.3867* PF 11 250.00 500.33 500.81 501.78 _--507.58 0.329386 21.03 12.08 25.94 5.33 CL 2.3667* PF 12 275.00 500.33 500.84 501.87 508.10 0.327243 21.79 12.84 26.05 5.36 CL _ 2.3667* PF 13 300.00 500.33 500.87 501.96 508.60. 0.324585 22.49 13.58 26.17 __- 5.39 CL 2.3667* PF 14 325.00 500.33 500.90 502.04 509.05 0.319432 23.10 14.34 26.28, 5.39 CL 2.3867* PF 15 350.00 500.33 500.93 502.13 509.52 0.317034 23.73 15.04 26.39 5.41 CL 2.3687* PF 18 375.00 500.33 500.95 502.21 509.97 0.314338 24.32 15.74 26.49 5.43 CL 2.3667* PF 17 400.00 500.33 500.98 502.29 510.39 0.310949 24.88 16.44 26.60, 5.44 CL 2.3556* PF1 10.00 500.00 500.07 500.18 500.61 0.340189 5.91 1.70 24.281 --- 3.93 CL 2.3558* PF2 25-00 500.00 500.12 500.32 501.25 0.341492 8.52 2.95 24.49! 4.31 CL 2.3556' PF3 50.00 500.00 500.18 500.51 502.11 0.335980 11.18 4.50 24.74 4.58 CL 2.3558" PF4 75.00 500.00 500.23 500.66 502.91 0.338941 13.17 5.74 24.94 4.79 CL 2.3556* PF 5 100.00 500.00 500^28! 500.80 503.61 0.335377 14.71 6.86 25.121 4.91 CL 2.3558* PF 6 125.00 500.00 500.32i 500.92 504.29 0.334703 16.06 7.87 25.281 5.01 CL 2.3556* PF 7 150.00 500.00 500.36 501.04 504.91 0.331930 17.22 8.82 25.43 5.08 CL 2.3556* PF 8 175.00 500.00 500.391 501.15 505 54 0.332194 18.31 9.68 25.58 5.16 CL 2.3556' PF9 200.00 500.00' 500.42 501.25 50614 0.332059 19.30 10.51 25.69 5.23 CL 2.3556* PF 10 225.00 500.00 500.45, 501.35 _--_ 506.71 0.331611 20.21 11.30 25.82', 5.29 CL 2.3556* PF 11_ 250.00 500.00 500.48" 501.45 507.26 0.329717_ 21.03 12.08' 25.94 5.33 CL 2.3556* PF 12 275.00 500.00 500.51 501.54 507 78 0.327705_ 21.80 12.83 26.05_ 5.37 CL 2.3556* PF 13 300.00 500.00 500.54 501.63 508.28 0.325143 22.51 13.57 26.16 5.39 CL 2.3558* PF 14 325.00; 500.00 500.57 501.71 508.73 0.320244 23.12 14.33 28.28 540 CL 2.3556* PF 15 ' 350.00I 500.00 500.60 501.80_ 509.19 0.317529 23.74 15.04 26.39 _-- _5.42 CL 2.3556* PF 16 375.00I 500.00' 500.62 501.88 509.65 0.314809 24.33 _ 15.73 26.49' 5.43 CL 2.3556* PF 17 400.00, 500.00 500.65 501.96 510.08 0.311893 24.89 16.42 26.60 5.45 CL 2.3444* PF1 10.00 499.67 499.74 499.84 500.28 0.340189 5.91 1.70 24.28 3.93 CL 2.3444* PF2 25.00 499.67 499.79 499.99 50092 0.341492 8.52 2.95 24.49 4.31 CL 2.3444* PF3 50.00 499.67 499.85 500.18 501.78 0.335980 11.18 4.50 24.74 4.58 CL ,-2.3444' PF4 75.00 499.67 499.90 500.33 502.58,' 0.338941 13.17 5.74 24.94 4.79 .CL 2.3444' PF 5 100.00 499.67 499.95 500.47 503.28 0.335377 14.71 6.86' 25.12 4.91 CL 2.3444* PF 8 125.00 499.67 499.99 500. , 59 503.96 0.334703 16.06 7.87 25.28I 5.01 CL 2.3444' PF 7 150.00 499.67 500.03 500.71- -_504.59 0.332217 17.23 8.81__ 25.431 5.09 CL 2.3444' ,PF 8 175.00; 499.67 500.06 500.82 505.21 0.332369 18.31 9.68 25.56--- 5.17 CL 2.3444' 'PF9 200.00 499.67 500.09 -_-500.92 __ 505.81 0.332221 19.30 10.51 _ 25.69. 5.23 CL ----2.3444* 'PF 10 225.00', 499.67 500.12 501.02 506.38i 0.331762 20.21 11.301 25.81' 5.29 CL 2.3444* 7PF 11 250.00 499.67 500.15 501.12 506.9310.329998 21.04 12.08 25.93 5.33 CL 2.3444* PF 12 275.00 499.67 500.18 501.21 507.457 0.328101 21.81 12.83 26.05 5.37 CL 2.3444' PF 13 300.00 499.67 500.21 501.30 507.96 0.325702 22.52 13.57 28.16 5.40 CL 2.3444* PF 14 ---325.00 499.67'-- -500.24 501.38 508.41 0.321001,, 23.14 14.32 28.28 --_5.41_ CL 2.3444* PF 15 350.00 499.67 500.27 501.47 508.87 0.318025' 23.75 15.03 26.39 _-_ 5.42 CL '2.3444* PF 16 375.00 499.67 500.29 501.55 509.32 0.315280 24.34 15.73 26.49 5.44 CL '2.3444* 1PF 17 400.00 499.67 500.32 501.63 509.77 0.312940 24.91 16.41 26.59 5.45 CL 2.3333' PF1 10.00 499.34 499.41 499.51 499.95 0.340189 5.91 1.70 24.28 3.93 CL 2.3333' PF2 25.00 499.34 499.46 499.66 500.59 0.341492 8.52 2.95 24.49 4.31 CL i 2.3333' 1 PF3 50.00 499.34 499.52 499.85 501.45 0.335980 11.18 4.50 24 74 4.58 CL 2.3333' PF4 75.00 499.34 499.57 500.00 502.25 0.338941 13.17 5.74 24 94 4.79 CL 2.3333* PF 5 100.00 499.34 499.62 500.14 502.95 0.335377 14.71 6.86 25.12 4.91 CL 2.3333' PF 6 125.00 499.34 499.66 500.26 503.63. 0.334703 16.06 7.87 25.28 5.01 CL 2.3333* PF 7 150.00 499.34 499.70 500.38 504.26 0.332409 17.23 8.81 25.43 5.09 Cl. 2.3333* PF 8 175.00 499.34 499.73 500.49 504.88: 0.332544 18.32 9.68 25.58 _ -5.17 'CL 2.3333* PF 9 200.00 499.34 499.76 500.59 505.48', 0.332463 19.31 10.51 25.891 5.23 CL 2.3333* PF 10 225.00 499.34 499.79 500.69 506.06 0.331912 20.22 11.30 25.811 5.29 CL 2.3333* PF 11 250.00 499.34 499.82 500.79 506.60 0.330280 21.04 12.07 25.931 5.34 CL 2.3333* PF 12 275.00 499.34 499.85 500.88 507.13 0.328497 21.82 12.82 28.051 5.37 CL 2.3333• PF 13 300.00 499.34 499.88_ 500.97 507.63 0.326200 22.53 13.56 28.18'� 5.40 CL 2.3333* PF 14 325.00 499.34 499.91 - 501.05 508.091 0.321759 23.15 14.31' 26.28' 5.41 CL 2.3333* PF 15 350.00 499.34 499.94 501.14 508.55 0.318522 23.77, 15.02 28.39 5.43 CL 2.3333• PF 16 375.00 499.34 499.96 501.22 509.00 0.315752 24.351 15.72 26.49 5.44 CL 2.3333* PF 17 400 00 499 34 499.99 501.30 509.46 0.313942 24.94 16.39 26.59 5.46 CL 2.3222* PF1 10.00 499.01 499.08 499.19 499.62 0.340189 5.91 1.70 24.28 3.93 CL 2.3222* PF2 25.00 499.01 499.13 499.33 500.28 0.341492 8.52 2.95 24.49_ _--- 4.31 •CL 2.3222* PF3 50.00 499.01 499.19 499.52 501.12 0.335980 11.18 4.50 24.74 4.58 CL 2.3222* PF4 75.00 499.01 499.24 499.67 501.92 0.338941 13.17 5.74 24.94__ 4.79 fPPp ppppp P,PP,Pp,pp'Opppp r'prppp p(PPPPPo p p p pppp,ppP PPPPPPPPPPP ° ° PPPP PPPPPPPPPPPPP ms c, A D � � J vV { � NNN N N N NN NN " N N N N " NNN "NN N N " N N N N N " NNN " NNN NNN N NNN N N'N wwww iNW N N NNNN NNNNN4Nf _ O VJJVJVJ EqmmmgOEmgmEEEEE fflyfly 8iw - - w q4qq44g im m m mmnmmro9ro4rorororoInronro % % m O L Iw A W N m J m G + 0 m J m G • W IIJJ m m J m G ♦ W N + m m J m G ♦ W N + m m J m G Q g V m G A W N + O V m G . 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A1 J P P ♦ W N + O V P P A W N + O V P 0 ♦ W N + 0 ClJ P P A W + O V m 0 I < l I _ _li III I I , QA A W N N N�t IJ N N A'.W',W W,WIN N�NN A Al 'v,NN N + N pp J U N O U�UO N Np V (� N p U � N U O O N Np V N p N O V N O N U N O V U N O U N � o V O N o o N p U N O t8 8 pUp p O p Up O O iU pO p U p O p U p O {p!� pO {p!� O U U O U O U O (Jig O O O O U O U O U O U O U O U U pO pN p O J p O pO d o CIO O 8 0 0 0 0,0 O'O 8 8 8 8 8 8 8 8 0. 88888888888888888 ,O:Oi8 O O O O O O 8 8 O O: OHO 8 8 O O O S O O 8 8 O 8 8 8 O 8 _ n A A ♦ A A A A A ♦IP tPO . . b . . t b A A A A A,A . b AI�. . . . . . . . . . . . . . . . . . . . . . .p p p �p �p p 222122222222 pp pp I P P 'A .,.I.'.. A A A A ? o o 0 S O b 8 8 O 8 tl,b 2 2 2 222222 b b b,♦ ♦ ♦ ♦ P P Y P P 2 ♦ A A ♦ ♦ ♦ b b b b p 222222122222222222 2 2 W W W W W W W W W W w A o A O A O P O A A A A Ao C C p p C o p 'A A D P A A A m ry Y A V V V V v'wIw J 8 8 8 O� O m Ol P O1 s a P 8 P W Qt fJ G1 4fW ti WW W 1J. O_--W A_ A °� m tl tl tl tl tl tl tl i° tp t0 t0 t0 t0 t0 t0 b N1 N I N N W w W W W w i- -- - N N N N N N N N N N i ,t 11 o A A AAAAIAIAIAAAAAIA,A8 A . AA ♦ AAAA . . l AAAAAA . AAAA ♦ ♦ AIA ♦ AA . AAA A . . m AAA .. A SS A A'b ♦,AAAAAAIAAA . AAAIA 24AAa ♦ 2 222 A UtlpAA ApA'A ♦ AAAAAPU NU U N N b N 0 b U U N AIAAAU m U' W W w NiJI 'as, ONO0 ' NOV WOVA + -,t O ♦ W W Ob pp W mm V G P tVUP PAWNNN NV -. + TppSPtp mm ° T G INV . N o V , mI 1 a A A AA A A A A ♦ ♦ AAA A A A P AAAAAAAA AAAAIPP A A P A A A P a A P a b a A A ? 6E b 88 N N 888822 PAAP ° b N 84S222222 S8 $ 48 N 0 UN U b * 8 8 * 88 U 8 8 ( N.V. P_W. N _ VN OSmmJgN W ONWAAOb ONNV m N pA�p A�p O,O O O {p� 1Ap p A �Ap p A V �p P A HAVE N.N o A A.� �Ap �Ap bA {p� (p� O O O'O O O b,m'm b O Aplm�m' O W O O O O OI�I. . .tl ♦'�,. + A A W N N O i i °C i N A A V Of O� U A a N N E s� l pp pp 2�p ��pp i�p1 N? 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N E° IV t �I O tdt U O 0 P O + tli O V N 8 s N P V O WO 2 m P m o N v N in b N V O U m O) P m J 01 U O W V ID O V ♦ ID °D V °1 C 41 P 10 10 J 1!� P J °l C U O A O O b J PV Of A vbi O W NW A I �_ V. !sPNNyNNNNNN NNnNNA N0885VU q Q N gU ! ttA N888888888 NNN AAAA 8 N 88888888 N U'NA + tt 68 VJ8N82w2m88m NA68 V J J N WRWPmPWN82kOm till J88. A1W + 2 mwm N > V N N A W m b,P W P NIA t08 2l _. m O 6 N A W U U U'U U U P ON A A A ♦ W P U U U P U U U IN U U U A P A A w In ol! . I U P P m A A A A W U I V - - _ 4a • W ANOVAOwW8VppG D 8 88 228 + yat8 8 NP2 + O b 2 8 2 bVA o 8 8 b bO 2 2 9t6A6 8 8 N VpC 2 8828 INL . HEC-RAS Plan:P03_Design River Overflow Reach:CL(Continued) Reach River Ste Profile ' 0 Total 11 MM Ch El W.S.Elan C6I W.S. E.G.Elev E.G.Slope Val Chnl Flow Area Top Width Floods S Chl (cts) (R) (F0 (3) (f) MO (Ns) (W 6) VO CL 2.1333' PF3 50.00 493.40i, 493.58 493.91 495.51 0.335980 11,18 4.50 24.74, 4.58 CL �.2,1333' PF4 75.00 493.40 493.63 494.06 496.31 0.338941 13.17 5.74 24.94 4.79 CL 2.1333' 'PF 5 100.00 493.40 493.68 494.20 497.01 0.335377 14.71 6.86 25.12 4.91 CL 2.1333' PF 6 125.00 493.40 493.72 494.32 497.69 0.334703 16.06 _7,87 _ 25.28 5.01 CL 2.1333' PF7 150.00 493.40 493.76 494.44 498.33 0.333272 17.24 8.80 25.43 5.09 CL 2.1333' PF 8 175.00 493.40 L 493.79 494.55 498.94 0.332719 18.32 9.68 25.56 5.17 CL 2.1333' PF 9 200.00 493.40 493.82 494.65 499.54 0.332483 --- 19,31 10.51 25.69 5.23 CL 2.1333' PF 10 225.00 493.40; 493.85 494.75 500.12 0.332743 20.23 11.29 25.81 5.30 CL 2.1333' -PF 11 250.00 493.40 493.88 494.85 500.70 0.333255 21.10 12.04 25.93. 5.36 CL 2.1333' PF 12 275.00 493.40, 493.91 494.94 501.24 0.332364 21.89 12.78 26.04 5.40 CL 2.1333' PF 13 300.00.. 493.40 493.94 495.03 501.78 0.332127 22.65 13.48 26.15 5.45 CL 2.1333' PF 14 325.00 493.40 493.97 495.11 502.27 0.329354 23.32 14.20 26.26 5.47 CL 2.1333' PF 15 350.00 493.40 493.99 495.20 502.77 0.328327 23.98 14.88 26.36 5.50 CL '2.1333' PF 16 375.00 493.40 494.02 495.28 503.24 0.326206 24.60 15.56 28.47 5.52 CL 2.1333' PF 17 400.00 493.40i 494.04 495.36 503.71 0.324768 25.19 16.22 26.57 5.55 CL 2.1222' PF1 10.00 493.08 493.13 493.24 493.67 0.341177 5.91 1.70 24.28 3.93 CL 2.1222' PF2 25.00 493.06 493.18 493.38 494.31 0.343219 8.53 2.94 24.49 4.32 CL 2.1222' PF3 50.00 493.06 493.24 493.57 495,17 0.335422 11.17 4.50 24.74 4.58 CL 2.1222' PF4 75.00 493.06I 493.29 493.72 495.98 0.340871 13.19 5.73 24.94 4.80 CL 2.1222' PF 5 100.00 493.06I 493.34 493.86 496.69 0.337478 14.74 6.85 25.12 4.92 CL 2.1222' PF 6 125.00 493.06 493.38 493.98 497.36 0.336756 16.09 7.85 25.27 _5.03 CL 2.1222' PF 7 150.00 493.06 493.42 494.10 497 99 0.333561 17.25 8.80 25.42 5,10 CL 2.1222' PF 8 175.00 493061 493.45 494.21 498.62 0.334654 18.35 9.66 25.56 5.18 CL 2.1222' PF9 200.00 493.06I 493.48 494.31 499.21 0.333437 19.33 10.50 25.69 5.24 CL 2.1222' PF 10 225.00 493.06 493.51 494.41 499.79 0.333576 20.25 11.28 25.81 5.30 • CL 2.1222' PF 11 250,00 493.06 493.54 494.51 500.37 0.334040 21,12 12.03 25.93 5.36 CL 2.1222' PF 12 275.00 493.06 493.57 494.60 500.91 0.333104. 21.91 12.77 26.04 5.41 CL 2.1222' PF 13 300.00 493.06? 493.601 494.69 501.45 0.332830 22.67 13.48 26.15 5.45 CL .2.1222' PF 14 325.00 493.06 493.62 494.77 501.94 0.330199 23.34. 14.19 26.26 5.47 CL 2.1222' PF 15 350.00 493.08 493.65 494.86 502.44 0.329190 24.00 14.87 26.36 5.51 CL 2.1222' PF 16_ _375.00 493.06 493.6_8 _ 494.94 _502.91 0.326644 24.61 15.56 26.47 5.52 CL 2.1222' IPF 17 400.00 493.06 493.70 495.02 503.39 0.325714 25.22 16.20 26.56 5.55 CL 2.1111' PF1 10.00 492.73 492.80 492.90 493.34 0.341177 5.91 1.70 24.28 3.93 _ CL 2.1111' PF2 25.00 492.73 492.85 493.05 493.98 0.343219 8.53 2.94 24.49 4.32 I CL 2.1111' PF3 50.00 492.73. 492.91 493.24 494.84 0.335422 11.17 4.50• 24.74 4.58_ CL 2.1111' PF4 75.00 492.731 492.96 493.39 495.65 0.340871 13.19 5.73 24.94 4.80 CL 2.1111' PF 5 100.00 492.73' 493.01 493.53 496,36 0.337478 14.74 6.85 25.12 4.92 .- _._.. CL 2.1111' PF 6 1 7.85 25.27 5.03 125 00 492.73 493.05 493.65 497.03 0.336756 16.09 CL 2.1111' PF7 . 150.00 492.73 493.09 493.77 497,66 0.333561 17.25 8.80 25.42 5.10 CL 2.1111' PF8 175.00 492.734 493.12 493.88 498.29 0.334654 18.35 9.66 25.56, 5.18 CL 2.1111' PF 9 200.00 492.73 493.15 493.98 498.87 0.332463 19.31 10.51 25.69 __ 5.23 CL 2.1111' PF 10 225.00 492.73 493.18 494.08 499.46 0.333197 20.24. 11.29 25.81 5,30 CL 2.1111' PF 11 250.00 492.73I 493.21 494.18 500.04 0.334040 21.121 12.03 25.93 5.36 CL 2.1111' 'PF 12 275.00 492.73 493.24 494.27 500.58 0.333373 21.91 12.77 26,04 5.41 CL 2.1111' PF 13 300.00 492.73 493.27 494.36 501.12 0.333086 22.67 13.47 26.15 5.45 CL 2.1111' PF 14 ,.,� 325.00_ 492.73 493.29 494.44 501.61 0,330622 23.34 14.19 26.26 5.48 CL 2.1111' PF 15 •• 350.00 492.73 493.32 494.53 502.12_ 0.329536 24,01 14.87 26.36 5.51 CL 2.1111' PF 16 375.00. 492.73 493.35 494.61 502.58 5 i � 0.327028 24.61 15.55 26.47 5.53 CL 2.1111' .PF 17 400.00 492.731 493.37 494.69 503.06 0.326135 25.23, 16.20 26,56 5.56 CL 2.1000' PF1 10.00 492.401 492.47 492.57 493.01 0.341177 5.91 1.70 24.28 3.93 CL 2.1000' PF2 25.00 492.40 492.52 492.72 493.65• 0.343219 8.53 2.94 24.49 4.32 CL 2.1000' .PF3 50.00 492.40 492.58 492.91 494.51 0.335422 11.17 4.50 24.74 4.58 CL 2.1000' _.PF4 75.00 492.40 492.63 493.06 495.32 0.340871 _ 13.19 5.73_ 24.94 4.80 CL 2.1000' IPF 5 100.00 492.40 492.68 493.20 496.03 0.337478 14.74 6.85 25.12 4.92 CL 2 1000' PF 6 125.00 492.40 492.72 493.32 496.70 0.338756 16.09 7.85 25.27 5.03 CL 2.1000' PF 7 150.00 492.40 492.76 493.44 497.33 0.333561 17.25 8.80 25.42 5.10 CL 2.1000' PF 8 175.00 492.40 492.79 493.55 497.96 0.334654 18.35 9.66 25.56 5.18 CL 2.1000' PF9 200.00 492.40 492.82 493.65 498.53 0.331413_ 19.29 10.52 25.69 5.23 CL 2.1000' PF 10 225.00 492.40 492.85 493.75 499.13 0.333197 20.24 11.29 25.81 5.30 ' CL 2.1000' PF 11 250.00. 492.40I _492.88_ 493.85 499.71 0.334040 21.12 12.03 25.93 5.36 CL 2.1000' PF 12 275.00 492.40 492.91 493.94 _ 500.25 0.3331041 21.91 12.77 26,04 5.41 CL 2 1000' PF 13 300.00 492.40 492.94 494.03 500.78 0.332255 22.65 13.48 26.15 5.45 CL 2.1000' PF 14 325.00 492.40 492.96 494.11 501,29 0.330804 23.35 14.18 26.28 5.48 CL :2.1000' PF 15 350.00 492.40 492.99 _ 494.20 501.79 0.329767 24.02 14.86 26.36 5.51 • CL 2.1000' PF 16 375.00 492.40 493.02 494.28 502.26 0.327413 24.62 15.54 26.46 5.53 CL 2.1000' PF 17 400.00 492.40 493.04 494.36 502.74 0.3265041 25.231 16.19 26.56 5.56 CL 2.01389* PF1 10.00 49207i 492.14 492.25 492.68 0.341177 5.911 1.70 24.28. 3.93 CL 2.0889' PF2 25.00 492.07 492.19 492.39 493.32 0.343219 6.531 2.94 24.49 4.32 CL :2.0889' PF3 50.00 492.07I 492.25 492.58 494.18 0.335422 11.17 4.50 24.74 4.58 CL 2.0889' PF4 75.00 492.071 492.30 492.73 494.99 0.3408711 13.19 5.73 24.94 4.80 • CL 2.0889' PF 5 100.00 492.07 492.35 492.87 495,70 0.337478 14.74 6.85 25.12 4.92 CL 2.0889' PF 6_ 125.00 492.07. _492.39 492.99 496.37 0.336756 16.091 7.85 25.27. 5.03 HEC-RAS Plan:P03_Design River Overflow Reach:CL(Continued) Reach River Sta Profile G Total Mln Ch El W.S.Eby Cr*W.S. E.G.Ebv E.G. T --- - (eta) (8) (8) (8) I -(8) BSI)pe V Via)nl J I Flow D Oft -- (It)dth J FroudekCM CL 2.0889' PF 7 150.00 _ 492.07 492.43 493.11 497.00 0.333561 17.25 8.80.8.80 25.42 5.10 CL 2.0889' PF 8 175.00 492.07 492.46 493.22 497.63 0.33.1654 18.35 9.66_ 25.56 5.18 CL 2.0889' PF 9 200.00 492.07 492.49 493.32 498.20 0.331655 19.29 10.51 25.69 5.23 CL 2.0889' PF 10 ' 225.00 492.07' 492.52 493.42 498.80 0.332894 20.24 11.29 25.81 5.30 CL 2.0889* 1PF11 1 250.00 492.07' 492.55 493.52 499.38 0.334040 21.12 12.03 25.93 5.36 CL 2.0889* PF 12 275.00 492.07 492.58 493.61 499.92 0.332902 21.90 12.77 26.04 5.40 CL 2.0889' PF 13 300.00 492.07: 492.61 493.70 500.45 0.332574 22.66 13.48 26.15 5.45 CL 2.0889' ,PF 14 325.00 492.07 492.63 493.78 500.96 0.330985 23.35 14.18 26.26 5.48 CL 2.0889* PF 15 350.00 492.07 492.66 493.87 501.47 0.330172 24.03 14.86 26 36 5.51 CL 2.0889' PF 16 375.00 492.07 492.69 493.95 501.93 0.327743 24.63 15.54 26.46 5.53 CL 2.0889' PF 17 400.00 492.07 492.71 494.03 502.42 0.3261174 25.24 16.19 26.56 5.56 CL 12.0778' PF1 10.00 491.74 491.81 491.91 492.35 0.341177 5.91 1.70 24.28 3.93 CL '2.0778' 1 PF2 25.00 491.74 491.86 492.06 492.99 0.343219 8.53 2.94 24.49 4.32 CL 2.0778' PF3 50.00 491.74'I 491.92 492.25 493.85 _ 0.335422 11.17 4.50_ 24 74 4.58 CL 2.0778' PF4 75.00 491.74 491.97 49240 494.66 0.340871 13.19 5.73 24.94 4.80 CL 2.0778' PF 5 100.00• 491.74 492.02 492.54 495.37 0.337478 14.74 6.85 25 12 4.92 CL 2.0776' PF 6 125.00 491.74 492.06 492.66 496.04 0.336756 16.09 7.85 25.27 5.03 CL 2.0778* PF 7 • 150.00 491.74 492.10 492.78 496.67 0.333561 17.25 8.80 25.42 5.10 CL 2.0778' PF 8 175.00 491.74 492.13 492.89 497.30 0.334654 18.35 9.86 25.56 5.18 CL 2.0778' PF 9 [_ 200.00 491.74 492.16 492.99 497.87 0.331817 19.30 10.51 25.69 5.23 CL 2.0778* PF 10 4 225.00 491.74 492.19 493.09 _ 498.46 0.332139 20.22 11.30 25.81 5.29 ~CL 2.0778* PF 11 250.00 491.74 492.22 493.19 499.05 0.334040 21.12 12.03 25.93 5.36 CL 2.0778' PF 12 275.00 491.74 492.25 493.28 499.58 0.332162 21.89 12.78 26.04 5.40 CL 2.0778' PF 13 300.00 491.74 492.28 493.37 500.13 0.332830 22.67 13.48 28.15 5.45 CL 2.0778' PF 14 325.00 491.74i 492.30 493.45 500.83 0.331167 23.36 14.18 26.26 5.48 CL 2.0778' PF 15 350.00 491.74: 492.33 493.54 501.14 0.330693 24.04 14.85 26.36 5.52 CL 2.0778' PF 16 375.00 491.741 492.36 493.62 501.61 0.328074 24.64 15.53 26.46 5.54 CL 2.0778* PF 17 400.00 491.74 492.38 493.70 502.091 0.327245 25.25 16.18 26.56 5.56 CL 2.0687' PF1 10.00 491.41 491.48 491.58 492.02 0.341177 5.91 1.70 24.28 3.93 CL 12.0667* PF2 25.00 491.41 491.53 491.73 492.66 0.343219 8.53 2.94 24.49 4.32 CL 2.0867* PF3 50.00 491.41 491.59 491.92 493.52 0.335422 11.17 4.50 24.74 4.58 CL 2.066r PF4 75.00 491.411 491.64 492.07 494.33 0.340871 13.19 5.73 24.94 4.80 CL 2.0667 PF 5 100.00 491.41 491.69 492.21 495.04 0.337478 14.74 6.85 25.12 4.92 CL 2.0667' PF 6 125.00 491.41 1, 491.73 492.33 495.71 0.336756 16.09 7.85 25.27 5_03 CL 2.0667' t PF 7 150.00 491.41 491.77 492.45 496.34 0.333561 17.25 8.80 25.42 5.10 CL --- 2.066T PF 175.00 491.41' 491.80 492.58 49697 ---- ---- ----- 496.97 0.334654 18.35 9.66 25.56 5.18 CL 2.066T PF 8 175.00 491.41� 491.80 192.56 497.54 0.331978 19.30 10.51 25.69 5.23 CL 2.0667' PF 10 225.00 491.41• 491.86 492.76� {98.13 0.332440 20.23 11.29 25.81 5.30 CL 2.0667* PF 11 250.00 491.41 491.89 492.86 498.72 0.334040 21.12 12.03 25.93 5.36 CL 2.0667' PF 12 275.00 491.41 491.92 492.95 499.25 0.332431 21.89 12.78 26.04 5.40 CL 2.0667' PF 13 300.00 491.41 491.95 493.04 499.80 0.333150 22.67 13.47 26.15 5.45 CL 2.0667' PF 14 • 325.00 491.41 491.97 493.12 500.31 0.331349 23.38 14.18 26.26 5.48 CL 2.0867' PF 15 350.00 491.41 492.00 493.21 500.82 0.330868 24.04 14.85 26.36 5.52 CL 2.0667' PF 16 1 375.00 491.41 492.03 493.29 501.28 0.328405 24.65; 15.53 26.46 5.54 CL 2.0667* PF 17 400.00 491.41 492.05 493.37 501.77 0.327563 25.28 16.18 26.56 5.57 CL 2.0556' PF1 10.00 491.08 491.15 491.25 491.69 0.341177 5.91 170 24.28 3.93 CL 2.0556' PF2 25.00 491.08 491.20 491.40 _ 492.33 0.343219 8.53 2.94 24 49 4.32 CL 2.0556' PF3 50.00 491.08, 491.26 491.59 493.19 0.335422--- 11.17 4.50 24.74 4.58 CL 2.0556- PF4 75.00 491.08 491.31 491.74 494.00 0.340871 13.19 5.73 24.94 4.80 CL 2.0556' PF 5 _ 100.00 491.08 491.36 491.88 494.71 0.337478 14.74 6.85 25.12 4.92 CL 2.0556' PF 6 125.00 491.08 491.40 492.00 495.38 0.336756 16.09 7.85 25.27 5.03 CL 2.0556* PF 7 150.00 491.08 491.44 492.12 496.01 0.333561 17.25 8.80 25.42 5.10 CL 2.0556* PF8 175.00 491.08 491.47 492.23' 496.64 0.334654 18.35 9.66 25.56 5.18 CL 2.0556' PF 9 200.00 491.08 491.50 492.33 497.22 0.332140 19.30 10.51 25.69 5.23 CL --- 2.0556* PF10 225.00 491.08_-_- 491.53 492.43 497.80 0.332667 20.23 11.29 ---25.81 5.30 CL 2.0556'--- PF 11 250.00 491.08 491.56 492.53 498.39 0.334040 21.12 12.03 25.93 5.36 CL 2.0556* PF 12 275.00 491.08 491.59 492.62: 498.92 0.332633 21.90 12.77 26.04 5.40 CL 2.0556* PF 13 300.00 491.08 _--491.62 492.71 499.46 0.332382 22.66 13.48 26.15 -----5.45 CL 2.0556* PF 14 325.00 491.08 491.64 492.79 499.98 0.331532 23.36 14.17 26.26 5.48 CL 2.0556* PF 15 350.00 491.08 491.67 492.88 500.49 0.331042 24.04 14.84 26.36 5.52. CL 2.0556* PF 16 375.00 491.08 491.70 492.96 500.95 0.328350 24.64 15.53 28.46 5.54 CL •2.0556* PF 17 400.00 491.08 491.72, 493.04 501.44 0.327881 25.27 16.17, 26.56 5.57 CL '2.0444' PF1 10.00 490.75 490.82 490.93. 491.36 0.341177, 5.91 1.70 24.28 3.93 CL 2.0444' PF2 25.00 490.75 490.87 491.07 492.00: 0.343219' 8.53 2.94 24.49 4.32 CL 2.0444' PF3 50.00 490.75i_ 490.93 491.26 492.86 0.335422 11.17 4.50 24.74 4.58 CL 2.0444' PF4 75.00 490.75: 490.98 491.41. 493.671 0.340871 13.19 5.73 24.94 4.80 CL 2.0444' PF 5 100.00 490.75 491.03 491.55: 494.38 0.337478 14.74. 6.85 25.12 4.92 CL 2.0444* PF 8 _ 125.00 490.75 491.07 491.67: 495.05 0.336756 16.09 7.85 25.27 5.03 CL 2.0444* PF 7 150.00 490.75 491.11 _491.79 i 495.68 0.333561 17.25 _ 8.80 25.42 5.10 CL 2.0444* PF 8 175.00 490.75 491.14 491.90 i 496.31 _0.334654 18.35 _ 9.88 25.56 5.18 CL 2.0444* PF9 200.00 490.75 491.17 492.00 496.89 0.332302 19.31 10.51 25.69 5.23 CL 2.0444' PF 10 225.00 490.75 491.20 492.10 497.48 0.332894 20.24 11.29 25.81 5.30 2 2 m O m ♦ p m 4y� m N + A 2 2 m p 2 2 O m ♦ p 2 p 4 m 2 ♦ r 2 N 2 p 2 2 O m o 21 0 10 m o N o 244423. 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O ',Him d LLLL & k t It t t t 'aa a a a aa ait t t t Yi aa aa a s a. a aaaa'at` t. i` t � t` a it t t` k t i` t t`',a a a a a a aa Yi S S t t t` t t` t` it aaa a ElMI d d d 1 00000000 . 0 .1 `2 " 01g 01'0 0 h h o O h h hh h O O o 0 0 0 0 0 0 0,0 0 0 0 000 o o NNNNNNN NNNNNNNNNN N N N N N O N NNNNNNNNNNNNNNNNN N N N N N N N N N N N N N N N N N N N N N NIN N N N NNININN Ce 1 1 HEC-RAS Plan P03_Design River Overflow Reach:CL(Continued) Reach River Ste Profile Cl Total Min Ch El W.S.Elev CO W.S. E.G.Elav E.G.Slops VW ChM Flow Area Top WIdth Froutls•CM (as) (A) (n) (1t) (tq (AAt) Ws) (W A) (ft) • CL 2 PF 15 350.00 489.43 490.02 491.23 498.85 0.331914 24.06 14.83 26.36 5.53 CL 2 ,PF 16 375.00 489.43 490.05 491.31 499.30 0.328295 24.64 15.53 26.46 5.54 CL 2 PF 17 400.00 489.43 490.07 491.39 499.80 0.327987 25.27 16.17 26.56 5.57 CL 1.9000' PF1 10.00 489.43 489.53 489.60 489.79 0.100867 4.10 2.45 24.40 2.27 CL 1.9000' PF2 25.00 489.43 489.58 489.75 490.33 0.174586 6.96 3.61 24.59 3.19 CL 1.9000* PF3 50.00 489.43 489.64 489.94 491.16 0.225795 9.92 5.08 24.83 3.83 CL 1.9000' PF4 75.00 489.43 489.69 490.09 491.93 0.253908 12.07 6.27 25.02 4.21 CL 1.9000' PF 5 100.00 489.43 489.73 490.23 492.63 0.266420 13.72 7.36 25.20' 4.42 CL 1.9000' PF 6 125.00 489.43 489.77 490.35 493.30 0.275925 15.15 8.34 25.35 4.59 CL 1.9000' PF 7 150.00 489.43 489.80 490.47 493.92 0.280732 16.37 9.28 25.50 4.71 CL 1.9000' PF 8 175.00 489.43. 489.84 490.58 494,55 0.287118 17.52 10.13 25.63 4.84 CL 1.9000' PF 9 200.00 489.431 489.87 490.68 495.12 0.289164 18.51 10.97 25.76. 4.92 CL 1.9000' PF 10 225.00 489.43' 489.90 490.78 495.71 0.293651 19.48 11.73 25.88 5.01 CL 1.9000' PF 11 250.00 489.43 489.93 490.88 496.29 0.297419 20.39 12.47 26.00' 5.09_ CL 1.9000' PF 12 275.00 489.43 489.96 490.97 496.82 0.298216 21.19 13.21 26.11 5.14 CL 1.9000' PF 13 300.00 489.43 489.98 491.06 497.36' 0.300426 21.97 13.91 26.22• 5.20 CL 1.9000' PF14 325.00 489.43 490.01 491.14 497.89 0.302601 22.73 14.58 28.32, 5.26 CL 1.9000' PF 15 350.00 489.43 490.03 491.23 498.40 0.303626 23.42 15.25 26.42. 5.31 CL 1.9000' PF 18 375.00 489.43 490.06 491.31 498.85 0.301830 24.02 15.94 28.52 5.33 CL 1.9000* PF 17 400.00 489.43 490.08 491.39 499.35 0.302810 24.86 18.571 26.62 5.37 CL 1.8000' PF1 10.00 489.43 489.70 489.60 489.74 0 003787 1.53 6.61 25.08 0.52 CL 1.8000* PF2 25.00 489.43 489.61 489.75 490.14 0100171 5.89_ 4.27 24.70' 2.48 CL 1.8000' PF3 _ 50.00 489.43' 489.66 _489_.94_ 490.89 0.158453 8.91 5.65 24.92: 3.27 CL 1.8000' PF4 _ 75.00 489.43: 489.71 490.09 _ 491.61 0193936 11.13 6.80 25.11: 3.73 CL 1.8600' PF 5 100.00 489.43' 489.75 490.23 492.29 0.213935 12.85 7.87 25.281 4.01 CL 1.8000' PF 6 125.00 489.43 489.79 490.35 492.94 0.228920 14.32 8.83 25.43 4.22 CL 1.8000' PF 7 150.00 489.43 489.82 490.47 493.55 0.238491 15.59___ 9.75 25.57 4.38 CL 1.8000• PF 8 175.00 489.43 489.88 490.58 494.17 0.248141 16.77 10.59 25.70 4.53 CL 1.8000• 200.00 489.43 489.89 490.68 494.73 0.253510 17.79 11.42 25.83 4.63 CL 1.8000* PF 10 225.00 489.43 489.92 490.78 495.32 0.260241 18.78 12.18, 25.95 4.74 CL 1.8000' PF 11 • 250.00 489.431 489.95 490.88 495.88 0.265981 19.71 12.91 26.06 4.84 CL 1.8000*_ PF 12 275.00 489.43 489.97 490.97 496.41 0.268823 20.53. 13.64 26.17 4.91 CL 1.8000' PF 13 300.00 489.43, 490.00 491.06 496.95. 0,272624. 21.341 14.331 26.28 4.98 CL 1.8000' 'PF 14 325.00 489.43 490.03 491.14 497.48 0.276174 22.10 15.00' 26.38 i 5.05 CL 1.8000' ,PF 15 350.00 489.43 490.05 491.23 497.98 0.278512 22.82 15.66 26.48 5.11 CL 1.8000" f PF 18 375.00 489.43 490.08 _491.31 498.44_ 0.278143: 23.43 16.35 26.591 5.14 CL 1.8000' PF 17 400.00 489.43 490.10 491.39 498.93 0.2801581 24.09 16.98 26.681 5.19 CL 1.7000' PF1 10.00 489.43, 489.69 489.73 0.004045 1.56 6.48 25.06 0.53 CL -1 1.7000 PF2 25.00 489.43'' 489.63 489.75 490.03 0.0597331 5.04 4.99 24.82 _ 1.97 CL 1.7000' PF3 50.00' 489.43 1- __489.68 489.94 490.69 0.114537 8.08 6.24 25.02 2.82 CL 1.7000' PF4 75.00 489.43 489.73 490.09_ 491.37 0.1510491 10.32 7.34 25.191 3.33_ CL .1.7000• PF 5 100.00. 489.43!_. - __ _ t ! 3.65 489.77 490.23 492 01 0.171198, 12.07 8 38 25.38 CL 1.7000' PF 6 125.00 489.43 489.81 490.35 492.64 0.191883 i 13.58 9.32 25.51' 3.90 CL 1.7000' PF 7 150.00 489.43 489.84 490.47 493.24 0.204273! 14.87 10.23 25.65' 4.09 CL 1.7000' PF 8 175.00 489.43 489.87 490.58 493.83 0.215893 16.07 11.05 25.78 4.25 CL 1.7000' PF 9 200.00 489.43 489.91 490.68 494.39 0.223484 17.12 11.87 25.90 4.38 CL 1.7000' PF 10 225.00 489.43 489.93 490.78 494.96 0.231724 18.13 12.62 26.02 4.50 _CL 1.7000' PF 11 250.00 489.43: _ 489.96 490.88_ 495.52 0.238845 19.08 13.34 26.13 I 4.61 CL 1.7000' PF 12 275.00 489.431 489.99 490.97 496.05 0.243201 19.92 14.07 26.24 4 69 CL 1.7000* PF 13 300.00 489.43' 490.02 491.06 496.58,_ 0.248186 20.74 14.75 26.34 4 78 CL _ J1.7000' PF 14 325.00 489 43 490.04 491.14 497.10, 0.252736 21.52 15.41' 26.44 4 85 CL 1.7000* 1'PF 15 350.00 489.43 490.07 491.23 497.60 0.256098 22.24 18.07, 26.54 4 92 CL 1.7000* PF 16 375.00 489 43 490.09 491.31 498.061 0.256920 22.88 18.78 26.85 4 96 CL 1 7000' PF 17 400.00 489 43 490.12 491.39 498.54 0259720 23.54 17.38 26.74 5 01 CL 1.6000* IPPI 10.00 489.43 489.69 489.73 0.004353 1.59 6.34 25.03 055 CL 1.6000' PF2 25.00 489.43 489.86 489.75 489.94 0.005022 2.39 10.62 25.71, 0 64 CL 1.6000* PF3 50.00 489.43 489.71 489.94 490.55 0.084431 7.37 6.85 25121 2.46 CL 1.6000* PF4 75.00 489.43 489.75 490.09 491.17: 0.119530 9.61 7.89 25.281 3.00 CL 1.6000' 'PF 5 100.00 489.43 489.79 490.23 491.781 0.143475 11.39 8.89 25.44 3.35 CL 1.6000- PF 8 125.00 489.43 489.83 490.35 492.38' 0.182327 12.91 9.81 25.58: 3.62 CL 1.6000' 'PF 7 150.00 489.43 489.86 490.47 492.96 0.178230 14.22 10.70 25.721 3.82 CL 1.6000' PF 8 175.00 489.43 489.89 490.58 493.54 0.188988 15.41 11.51 25.851 4.01 CL 11.6000* PF 9 200.00 489.43 489.92 490.68 494.09 0.197981 18.51 12.32 25.97 4.14 CL 1.6000* PF 10 225.00 489.43 489.95 490.78 494.65 0.207241 17.53 13.06 26.091 4.28 CL 1.6000' PF 11 250.00 489.43 489.98 490.88 495.20 0.215302 18.49 13.77 28.20 4.40 CL 1.6000' PF 12 275.00 489.49 490.01 490.97 495.71 0.220724 19.34 14.50 28.31 4.49 CL 16000' 'PF 13 300.00 48943 49003 491.06 496.24 0.226580 20.17 15.17 28.41, 4.58 CL 1.6000' PF 14 325.00 489.43 49006 491.14 496.75 0.231879 20.98 15.83 26.51' 4.67_ CL 1.6000* 'PF 15 350.00: 489.43 490.08 491.23 497.25' 0.238032 21.70 16.48 26.61 4.74 CL 1.6000* PF 16 375.001 489.43 490.11 491.31 497.70 0.237812 22.35 -__ 17.16 26.71 _4.79 CL 1.6000' PF 17 400.00, 489.43 490.13 491.39 498.19 0.241308 23.02 17.78 26.80 4.85 HEC-RAS Plan:P03_Deaign River Overflow Reach:CL(Continued) Reach River Sta ProSe a Total Mn CS El W.S.Elev CM W.S. E.G.Elev E.G.Slope Vel Chat Flow Area Top Width I Froude#CM (cis) (It) (8) (a) (It) MM) Me) (W 19 (a) CL 1.5000' PF1 10.00 489.43 489.68 48972 0.004732 1.63 6.18 25.01 0.57 CL 1.5000' PF2 25.00 489.43 489.85 489.94 0.005347 2.43 10.41 25.68 0.66 CL 1.5000' PF3 50.00 489.43 489.73 489.94 490.44 0.063013, 6.75 7.49 25.22 2.16 CL 1.5000' PF4 75.00 489.43 489.77 490.09 491.01 0.095652 8.99 8.44 25.37 2.71 CL 1.5000' PF 5 100.00 489.43 489.81 490.23 491.59 0.119317 10.77 _ 9.41 25.52 3.08 CL 1.5000' PF6 _ 125.00 489.43 489.85 490.35 492.17 0.138369 12.30 10.30 25.66 3.37 CL 1.5000' PF 7 150.00 489.43 489.88 490 47 492.72 0.152971 13.63 11.17 25.80 3.59 CL 1.5000' i PF 8 175.00 489.43 489.91 490 58 493.29 0.166298 14.85 11.97 25.92 3.78 CL 1.5000' PF 9 200.00 489.43 489.94 490 68 493 82 0.176152 15.93 12.77 26.04 3.93 CL 1.5000' PF 10 225.00 489.43 489.97 490 78 494 37 0.186034 18.97 13.50 26.15 4.08 CL 1.5000' PF 11 250.00 489.43 490.00 490 88 494 90 0.194706 17.93 14.21 26.26. 4.20 CL 1.5000' PF 12 275.00 489.43 490.02 490 97 495 41 0.200928 18.80 14.92 26.37 4.30 CL 1.5000' PF 13 300.00 489.43 490.05 491.06 495.93 0.207411 19.64 15.59 26.47 4.40 CL 1.5000' PF 14 325.00 489.43 490.07 491.14 496.43 0.213259 20.44 16.25 26.57 4.50 CL 1.5000' I PF 15 350.00 489.43! 490.10 491.23 496.93 0.218016 21.18 16.89 26.67 4.57 CL 1.5000' l PF 16 375.00 489.43: 490.12 491.31 497.38 0.220531 21.84 17.57 26.77 4.63 CL 1.5000' PF 17 400.00 489.43: 490.15 491.39 497.86 0.224674 22.53 18.18 26.86 4.70 CL 1 4000' PF1 10.00 489.43 489.68 489.72 0.005211 1.68 6.00 24.98; 0.60 CL 1.4000' PF2 25.00 489.431 489.84 489.94 0.005734 2.49 10.19 25.64' 0.68 CL 1 4000' PF3 50.00 489.431 489.76 489.94 490.35 0.047187' 8.18 8.18 25.33 1.89 CL 1 4000' PF4 75.00 489.43' 489.79 490.09 490.89 0.077252 8.43 9.01 25.46 2.46 CL 1.4000' PF 5 100.00 489.43 489.83 490.23 491.43 0.099965 10.21 9.93 25.60 2.84 CL 1.4000' PF 6 125.00 489.43, 489.86 490.35 491.98 0.118679 11.74 _ 10.80 25.74 3.14 CL 1 4000' PF 7 150.00 489.431 489.90 490.47 492.52 0.133530 13.08 11.65 25.87 3.37 CL 1.4000' PF 8 _ 175.00 489.431 489.93 490.58 493.06 0.147039 14.31 12.43 25.99 3.58 CL 1.4000' PF 9 200.00 489.431 _489.96 490.68 493.58 0.157364 15.40 13.22 26.11 3.74 -CL 1 4000' PF 10 225.00_ 489.43 489.99 490.78 494.11 0.167610 16.44 13.94 26.22 3.89 CL 1 4000' PF 11 250.00 489.43 490.01 490.88 --- 494.64 0.178847 17.41 14.64 26.33 4.02 • CL 1 4000' PF 12 275.00 489.43 490.04 490.97 495.13 0.183426 18.28 15.35 26.43 4.13 CL .1 4000' PF 13 300.00 489.43 490.06 491.06 495.64 0.190314 19.13 16.011 26.54 4.24 CL .1.4000' PF 14 325.00 489.43 490.09 491.14 496.14 0.198585 19.94 16.66' 26.63 4.33 • CL 1.4000' _PF 15 350.00 489.431 490.11 491.23 496.62 0.201795. 20.69 17.30 26.73 4.42 CL 1.4000' PF 16 375.00 489.431 490.14 491.31 497.07_ 0.204985_ 21.36 17.97 26.83 4.48 CL .1.4000' PF 17 400.00 489.431 490.16 491.39 497.55 0.209639 22.06 18.58 26.92. 4.55 CL 1.3000' PF1 10.00 489.431 489.67 489.71 0.005845 1.74 5.80 24.95 0.63 CL 1.3000' PF2 25.00 489.43k 489.83 489.93_ 0.006211 2.55 9.95 25.60 0.71 CL 1 3000' PF3 50.00 489.43' 489.79 489.94 490.28 0.034774 5.64 8.97. 25.45 1.65 CL 1 3000' PF4 75.00 489.43 489.82 490.09 490.78 0.062782 7.92 9.60 25.55 2.24 CL 1.3000' PF 5 100.00 489.43 489.85 490.23 491.29 0.084300 9.70 10.46 25.68 2.63 CL 1.3000' PF6 125.00 489.43 489.88 490.35 491.82 0.102372 11.23 11.30 25.82 2.94 CL 1.3000' PF 7 150.00 489.43 489.92 490.47 492.33 0.117093. 12.57 12.13 25.94 3.18_ CL 1.3000' PF8 175.00 489.43i 489.95 490.58 492.86 0.130514. 13.80 12.90 26.06 3.39 CL 1.3000' PF 9 200.00 489.4311 489.97 490.68 493.36 0.141112. 14.90 13.67 26.18 3.56 CL 1.3000' PF 10 225.00 489.431 490.00 490.78 493.88 0.151502 15.94 14.38 26.29 3.72 CL 1.3000' PF 11 250.00 _489.431 490.03 490.88 494.39 0.160720 16.92 15.07 26.39 3.86 11 CL 1.3000' PF 12 275.00 489.431 490.05 490.97 494.88 0.167871 17.80 15.78 26.50 3.97 CL 1.3000' PF 13 300.00 489.431 490.08 491.06 495.38 0.175048 18.65 16.43 26.60 4.08 CL 1.3000' i PF 14 325.00 489.431 490.10 491.14 495.87 0.181582 19.46 17.08 26.69 4.18 CL 1.3000' PF 15 350.00 489.43' 490.13 491.23 496.35 0.187153 20.22 17.71 26.79 4.27 1 CL 1.3000" PF 16 375.00 489.43. 490.15 491.31 ___496.79 0.190932 _ 20.90_ ___18.37_ 26.89 _ 4.34• _ CL 1.3000' PF 17 400.00 489.43 490.17 491.39 497.261 0.195984 21.61 18.97 26.98 4.42 CL 1.2000' PF1 10.00 489.43 489.66 489.71 0.006754 1.82 5.55 24.91 0.67 CL 1.2000' PF2 25.00 489.43 489.82 489.93 0.006815 2.62 9.67 25.56 0.74 ICCLL .1.2000' PF3 50.00 489.43 489.83 489.94 490.23 0.025211 5.12 9.90 25.60 1.43 CL .1.2000' PF4 75.00 489.43 489.84 490.09 490.69 0.051043 7.44 10.23 25.65 2.04 CL 12000' PF 5 - 100.00 489.43 489.87 490.23 491.18 0.071436 9.22 11.01 25.77 2.44 CL 1.2000' PF 6 125.00 489.43' 489.90 490.35 491.67 0.088733 10.75 11.81 25.89 2.76 CL 1.2000' PF 7 150.00 489.43 489.93 490.47 492.17 0.103115 12.09 12.61 26.02 3.00 CL 1.2000' PF 8 175.00 489.43 489.96 490.58 492.68 0.116265 13.33 13.37 26.13 3.22 CL 1.2000' PF 9 200.00 489.43: 489.99 490.68 493.17 0.126917 14.43 14.13 26.25 3.39 CL 1.2000' PF 10 225.00 489.43 490.02 490.78 493.67 0.137289 15.47 14.83 26.36_ 3.55 CL 1.2000'-_ PF 11 250.00 489.43 490.04 490.88 494.17 0.146598 16.45 15.51 26.46 3.70 _CL .1.2000* PF 12 275.00 489.43. 490.07 490.97 494.65 0.154000 17.34 16.20 26.56 3.82 CL 1.2000' PF 13 300.00 489.43 ---490.10 491.06 495.13 0.161350 18.20 16.85 26.66 3.93 CL 1.2000' PF 14 325.00 489.431 490.12 491.14 495.62 0.188048 19.01_ 17.49 26.76 4.04 • CL 1.2000' PF 15 350.00 489.43', 490.14, 491.23 496.09 0.173953 19.78 18.12 26.85 4.13 _CL 1.2000' PF 18 375.00 489.431 490.17I 491.31 496.531 0.178222 20.47 18.77'! 26.95 4.20_ CL 1.2000' PF 17 400.00 489.431 490.19! 491.39 497.00 0.183554 21.18 19.36 27.03 4.29 CL '1.1000' PF1 10.00 489.431489.64 489.60 489.70 0.0083681 1.94 5.20 24.85 0.74 CL 1.1000' PF2 25.00 489_4331i 489.81 __ 489.92 _ 0.0076981r _ 2.72 9.31 25.51 0.78 CL 1.1000' PF3 50.00 489.431 489.99 489.94 490.19_ 0.008075' 3.63 14.05_ 26.24 0.85 CL 1.1000' PF4 75.00 489.43, 489.87 490.09 490.62 0.041404' 6.98 10.91 25.75 1.86 HEC-RAS Plan:P03_Design River Overflow Reach:CL(Continued) Reach River Sta ' Profile Q Total Min Ch El W.S.Elev Cr8 W.S. E.G.Eby E.G.Slope Val Chnl Flow Area Top W1d81 Frauds•CM ' (cfs) (11U (8) (19 P) (Sift) WO h98) (0 CL 1.1000* PF 5 100.00 489.43 489.89 490.23 491.07 0.060675 8.78 11.57 25.86 2.27 CL 1.1000' PF 8 125.00 489.43 489.92 490.35 491.55 0.077191 10.31 12.33 25.97 2.59 CL 1.1000' PF 7 150.00 489.43 489.95 490.47 492.03 0.091129 11.65 13.10 26.09 2.84 CL 1.1000' .PF 8 175.00 489.43 489.98 490.58 492.52 0.103924 12.88 13.84 26.20 3.06 CL 1.1000' 'PF 9 200.00 489.43 490.01 490.68 492.99 0.114492 13.98 14.58 26.32 3.24 CL 1.1000' PF 10 225,00 489.43 490.04 490.78 493.48 0.124751 15.03 15.27 26.42: 3.40 CL 1.1000* PF 11 250.00 489.43 490.06 490.88 493-97 0.134015 16.01 15.95 26.52 3.55 CL 1.1000' PF 12 __ _275.00 489.43 490.09 490.97 494.44 _ 0,141573 16.90 16.63 26.63, 3.68 CL 1.1000' PF 13 _ 300.00 489.43 490.11 491.06 494.91 0.149004 17.761_ 17.28 _--26.72: 3.79 CL 1.10001 PF 14 325.00 489.43 490.13 491.14 495,38 0.155879 18.58 17.90 26.82i 3.90 CL 1.1000' PF 15 350.00 489.43 490.16 491.23 495,85 0.162021 19.36 18.52 26.91' 4.00 CL 1.1000' PF 16 375.00 489.43 490.18 491.31 496.29 0.166650 20.06 19.17 27.01 4.08 CL 1.1000' PF 17 400.00 489.43 490.20 491.39 496.75 0.172190 20.78 19.75 27.091 4.17 • i CL 1 PF1 10.00 489.43 489.60 488.80 489.69 0.018131 2.36 4.26 24.70' 1.00 CL 1 PF2 25.00 489.43 489.75 489.75 489.91 0.013319 3.21 7.88 25.28 1.00 CL 1 PF3 50.00 48943 489.94 489.94 490-18 0.011369 4.02 12.64 26.02 1.00_ CL 1 PF4 75.00 489.43 489.90 490.09 490.55 0.0332801 6.53 11.66 25.87' 1.68_ CL 1 PF 6 125.00 489.4_3: 489.94 490.35 491.44, 0.067314�1 9.89 12.86 26.05 0.0807451 2.116 CL 1 PF 5 100 00 489.43 489.92 490.23 490.99 0.051591 I 8.36 12.16 25.95 2.43 CL 1 PF 7 i50 00 489.43 489.97 490.47 491.90 11.23 13.60 28.17 2.69 CL 1 PF 8 175.00 489.43' 490.00 490.58 492.37 0.093156" 12.46 14.31 26.28 2.91 CL 1 PF 9 200.00 489.43! 490.03 490.68 492.83 0.103557 13.56 15.04 26.39 3.09 CL 1 PF 10 225,00 489.43 490.05 490.78 _ 493.31 0.113633 14.61 15.72 26.49 3.26 . CL 1 PF 11 250.00 489.43 490.08 490.88 493.78 0.122791 15.59 16.38 26.59 3.42 CL 1 PF 12 275.00 489.43 490.10 490.97 494.24I 0.130389 16.48 17.06 26.69� 3.54 _CL 1 PF 13 300,00 489.43 490.13 491.06' 494.70 0_137828 17.35 1770 26.79 3.66 CL 1 PF 14 325.00 489.43 490.15 491.14 495.17 0.144906 18.17 18.31 26.88; 3.78 CL 1 PF 15 350.00 489.43 490.17 491.23 495.63 0.151207 18.95 18.92 26.971 3.88 CL 1 PF 18 375.00 489.43 490.20 491.31 496.06 0.156092 19.66 19.56 27.061 3.96 CL i1_ PF17 400.00 489.43' 490.22 491.39 498.521 0.161780. 20.38 20.14 27.15 4,05 CoMVW TPEQ_Overflow Plan: P03_Design 2/25/2021 Overflow CL 530 Legend WS PF 17 WS PF 16 525 t WS PF 15 WS PF 14 520 WS PF 13 WS PF 12 WS PF 11 515 WS PF 10 WS PF 9 WS PF8 510 WS PF7 0 WSPF6 WS PF3 w 505 • WS PF5 WS PF4 WS PF2 500 WS PF1 ■ Ground 495 490 485 0 20 40 60 80 100 120 140 160 Main Channel Distance(ft) City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix D: Liner Documentation Hazen and Sawyer Appendix D: Liner Documentation D-1 PRODUCT DATA SHEET GSE BentoLiner NSL Geosynthetic Clay Liner GSE BentoLiner"NSL"is a needle-punched reinforced composite geosynthetic clay liner (*) (GCL)comprised of a uniform layer of granular sodium bentonite encapsulated between a woven and a nonwoven geotextile.The product is intended for moderate to steep AT THE CORE: slopes and moderate to high load applications where increased internal shear strength is This composite clay liner is required. intended for moderate to steep slopes and moderate to high load applications where increased internal shear strength is required. Product Specifications Tested Property Test Method Frequency Value Geotextile Property Cap Nonwoven,Mass/Unit Area ASTM D 5261 1/200,000 ft' 6.0 oz/yd2 MARV°, Carrier Woven,Mass/Unit Area ASTM D 5261 1/200,000 ft' 3.1 oz/yd2 MARV Bentonite Property Swell Index ASTM D 5890 1/100,000 lb 24 m1/2 g min Moisture Content ASTM D 4643 1/100,000 lb 12%max Fluid Loss ASTM D 5891 1/100,000 lb 18 ml max Finished GCL Property Bentonite,Mass/Unit Area12' ASTM D 5993 1/40,000 ft2 0.75 lb/ft'MARV Tensile Strength13' ASTM D 6768 1/40,000 ft2 30 lb/in MARV Peel Strength ASTM D 6496 1/40,000 ft2 3.5 lb/in MARV ASTM D 4632'0' 21 lb MARV Hydraulic Conductivity0s' ASTM D 5887 1/Week 5 x 10-s cm/sec max Index Fluxes' ASTM D 5887 1/Week 1 x 10'm3/m2/sec max Internal Shear Strength'b, ASTM D 6243 Periodically 500 psf Typical TYPICAL ROLL DIMENSIONS Width x Length"' Typical Every Roll 15.5 ft x 150 ft Area per Roll Typical Every Roll 2,325 ft' Packaged Weight Typical Every Roll 2,600 lb NOTES: •"'Minimum Average Roll Value. ••At 0%moisture content. • •Tested in machine direction. • Modified ASTM D 4632 to use a 4 in wide grip.The maximum peak of five specimens averaged in machine direction. • 'Deaired,deionized water @ 5 psi maximum effective confining stress and 2 psi head pressure. ••Typical peak value for specimen hydrated for 24 hours and sheared under a 200 psf normal stress. • -Rot widths and lengths have a tolerance of±1%. GSE is a leading manufacturer and marketer of geosynthetic lining products and services.We've built a reputation of reliability through our dedication to providing consistency of product,price and protection to our global customers. Our commitment to innovation,our focus on quality and our industry expertise allow us the flexibility to collaborate with our clients to develop a custom,purpose-fit solution. ENVIRONMENTAL" IIIAIILITY IPNS IEEP) For more information on this product and others,please visit us at GSEworld.com.call 800.435.2008 or contact your local sales office. This Information is provided for reference purposes only and is not intended as a warranty or guarantee.GSE assumes no liability in connection with the use of this information. Specifications subject to change without notice.GSE and other trademarks in this document are registered trademarks of GSE Lining Technology.LLC in the United States and certain foreign countries.REV 13JUN2012 City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix E: Impact Basin Structure Design Hazen and Sawyer Appendix E: Impact Basin Structure Design E-1 Project: City of Monroe VVWTP EQ Basin Design Location: North Carolina Hazen Client: City of Monroe Hazen Proj No. 32138-013 Design Phase: 90% Subject: Force Main Terminal Structure Design User: K.Naughton Date: 2/17/2021 Reviewer: C.Johnson Date: 5/24/2021 Purpose:Design of Type VI Impact Basin using techniques described in USBR EM No 25. Notes: Conversions 1 mgd= 1.547 cfs Constants: Acceleration due 32 17405 ft/s2 to Gravity,g= Step 1:Establish Basic Design Parameters I Pipe Design Plpe Pipe Flow,Q Pipe Flow,Q Number Description Diamftjer,D (mgd) (cfs) 1 2 ft D 2.0 23.0 35.58 2 2.5 ft D 2.5 23.0 35.58 3 3 ft D 3.0 23.0 35.58 ' Design Parameters for Variety of Pipe Sizes(Figure 42) 20_, 1 ' l'I'I' '1'1'I'I' III I IIII !III llll I l m11111111111II (III 111I'III11I11 '1'I'1'1' 'I'1'1'I"I'I I I 1111 1111 V\r t - 0a - III to_ tL = Z 8- - -- - I _ O E _ 4- 1 1 1 _ 3^1 I,1.1.1, .1,1,1.1. I I I I11111 III 1111111t Iililll11 On I II 1111 IIII IIII t I,1111 It .1,WI I. I II I 1 1 I 11 II II_IIIt 10 20 30 40 60 eo 100 ZOO 300 400 DISCHARGE IN C.F.S. DISCHARGE LIMITS .e,.6iI.: �ri.vvrl.rP::13a nmti3x'-r row"' Design Parameters for Variety of Pipe Sizes(Table TABLE It.- .Stilling basin dimensions(Basin VI). 1nrport-type mar my dissipator. ----%netled pies flee''1Hui Feel and inches lodes die Dia Area i Q IA H 1. a b a d e r I i to tr is t. I( Suggested In. eel ft) ' Oman size (1) (2) (a) N) (5) (t) (7) (B) (9) (10) (II) (12) (15) (14) (15) (10) (17) (II) Ill)' 18 1.77 t 21 5-6, 4-3 7-4 3-3 4-1 ' 2-4 0-11 : 0-6 1-6 2-1 6 6S 6 6 3 4.0 24 3.14 38 6-9 5-3 9-0 3-1/ 5-1 2-10 1-2 1 0-6 I 2-0 2-6 6 65£1 6 6 , 3 7.0 30 4.91 59 8-0 6-3 10-8 4-7 6-1 3-4 ' 1-4 0-8 I 2-6 3-0 6 6!e 7 7 3 R.5 36 7.07 85 9-3 7-3 12-4 5-3 7-1 3-10- 1-7 0-8 , 3-0 3-6 7 7/i 8 8 3 I 9.0 • 42 9.62 115 10-6 8-0 14-0 6-0 8-0 4-5 I 1-9 0-10 3-0 3-I I S Sy; 9 8' 4 9 3 48 12.57 I 151 11-9 9-0. 15-8 6-9 8-11 4-11 2-0 0-10 3-0 4-5 9' 94. 10 R 4 10.5 34 1A.911 191 13-0 9-9 17-4 1 7-4 10-0 5-5 2-2 1-0 3.0 4-11 I 10 101i: 10' 8 4 12.0 60• 19.63 236 14-3 , 10-9 19-0 8-0 11-0 5-11 2-5 1-0 3-0 5-4 I 11 ; 11'' 11 8 6 13.0 72 28.27 339 16-6 12-3 22 0. 9-3 12-9 6-11 2 9 1 3 3-0. 6-2 12- 121e 12 i 8 6 14.0 1 1 1 '505505ted pipe will run full when 02102(ly Ia 12 Met per second or half full when seloelty F 24 feet per eeand. Site may be modified for other velocities by Q-AV,but Mallon between Q and basin dMlenthc,shown must be nylntalned. 'For discharges less than 21 second-feet,obtain baste'.Idth from curve of Fir.42. Other dimension,proportional to W.11.7,L.18,d.N,ete. I T)e vrminatlno of nprwp else erputu el to Cee.10. 1 Sources: USBR EM No.25 Hydraulic Design of Stilling Basins and Energy Dissipators 1984 Project: City of Monroe WWTP EQ Basin Design Location: North Hazen Client:nt: of Monroe City Monroe Hazen Proj No. 32138-013 Design Phase: 90% Subject: Force Main Terminal Structure Design User: K.Naughton Date: 2/17/2021 Reviewer: C.Johnson Date: 5/24/2021 Purpose:Design of Type VI Impact Basin using techniques described in USBR RR No.24. Notes: Conversions 1 mgd= 1.547 cfs Constants: Acceleration due 32.17405 ft/s2 to Gravity,g= Step 1:Establish Basic Design Parameters Pipe Design Pipe Diameter, Pipe Flow,Q Pipe Flow,Q Pipe Area,A Pipe Velocity, Velocity Head Number Description D(ft) (mgd) (cfs) (ft2) V(fps) (ft) 1 2 ft D 2.0 23.0 35.58 3.14 11.33 1.99 2 2.5 ft D 2.5 23.0 35.58 4.91 7.25 0.82 3 3 ft D 3.0 23.0 35.58 7.07 5.03 0.39 tep : a cu ate rtn c ept t yo an ipe xitVelocity(V0) Pipe Design Ku*Q/D25 yo/D Exit/Brink A/D2 Flow Area at Exit Velocity, Number Description 3.4) TW/D (Figure 3.4) Depth, ft 2 (Figure 9 P Yo O (Table B.2) Exit,A(ft) Vo(fps) 1 2 ft D 6.29 0.00 1.00 2.00 0.7854 3.14 11.33 - 2 2.5 ft D 3.60 0.00 _ 0.62 _ 1.55 0.5115 3.20 11.13 3 3 ft D 2.28 0.00 0 48 1.44 0 3727 3.35 10.61 Step 3:Determine Basin Width and Basin Exit Velocity Pipe Design W/D' V2N Description Fr Fi W'°(ft) V2(fps) Number (Figure 8) (Figure 14) 1 2 ft D 1.50 3.60 6.38 0.35 3.96 2 2.5 ft D 1.47 3.50 6.26 0.35 3.90 3 3 ft D 1.38 3.40 6.23 0.36 3.82 Equations: = V. 1Fr D 'D is equal to the square root of the cross sectional area of flow at the entrance to the basin. "Minimum acceptable width of basin. Design Parameters Based on Selected Width Pipe Design Number: 2 Description W' H(ft) L(ft) a(ft) b(ft) c(ft) d(ft) e(ft) t(ft) 2.5 ft D 7.00 5.25 9.33 3.50 2.63 3.50 1.17 0.58 0.58 Equations: . H = 3(W) d ' is (W) L r Ya(W) e = ve(w) O : 'h MI t = V,:(WI,suggested minimum b = ay(WI Riprop stone size diameter : Via (WI C = i (W) 'Suggested width design dimension rounded up to nearest foot from calculated minimum. Sources: FHWA Hydraulic Engineenng Circular No 14,Third Edition Design of Energy Dissipators for Culverts and Channels USBR RR No.24 Hydraulic Design of Stilling Basin for Pipe or Channel Outlets Step 2: Calculate Brink Depth (yo) and Exit Velocity (Vo) Table 8.2.Uniform Flow in Circular Sections Flowing Partly Full _ • 1.G:r .._-a- i Q0t„ 1 7 13k9, wv AJD' R D l 15.0"1�Lc> 'Ws'1 YID NO2 R,D (o°�s'�') tv'S)') vD ND' RID ID S ) IS S I WD NO' R+D ID $') (AEC')*) ) /• 0.37 0.2642 0.2020 0.1351 1.915 0.87 0.7254 0.3018 0.485 0.703 0.95 w_6.t) w/ ! 0.01 0.0013 O.Ot186 0 00007 15 04 0.51 0 a027 0.2531 0 239 1 442 0.38 0.2739 0.2062 0 1420 1.875 0.88 0.7320 0.3007 0.488 0.687 25 / �/ ' 0.02 0.0037 0.0132 0.00031 10.57 0.52 0.4127 0.2562 0.247 0.415 1100/D -5.5`, ‘ / 0.03 0.0069 0.0197 0.00074 8.56 0.53 0.4227 0.2592 0.255 1.388 0.39 0 2838 0.2102 0.1490 1.835 0.89 0.7384 0.2995 0 491 0.670 0.90 m- _- ` •• / 1 0.04 0.0105 0.0262 0.00138 7.38 0.54 0.4327 0.2621 0.283 1.362 ' / 0.40 0.2934 0.2142 0.1581 _ 1.797 0.90 0.7445 0.2980 0.494 0.654 A/ / / 0.41 0.3032 0.2182 0-1633 1.760 0.91 0.7504 0.2963 0.496 0.637 0.85 J 0.05 0.0147 0.0325 0.00222 6.55 0.55 0.4426 0.2649 0.271 1.338 _0.42 0.3130 0.2220 0.1705 1.724 0.92 0.7560 0.2944 0.497 0.621 .... 5.0 �+-- ♦ Key: 0.06 0.0192 0.0389 0.00328 5.95 0.56 0.4526 02676 0.279 1.311 0.80 ..r 4r ... , �/ 0.07 0 0294 0.0451 0.00455 5.47 0.57 0.1626 0.2703 0.287 1.266 0.43 0.3229 0.2258 0.1779 , 1.689 0.93 0.7612 0.2921 0.498 , 0.604 / Design 1 0,08 0 0350 0.0513 0.00604 5.09 0.58 0.4724 0.2728 0 295 1,262 ,0.44 0.3328 0.2295 0.1654 1.655 0.94 0.7662 02895 0.498 0.588 0.75 1�5 0 . A' Design 2 0.09 0.0378 0.0575 0.00775 4.76 0.59 0.4822 02753 0.303 1.238 - 0.45 0 3428 0.2331 0.1929 1 622 0.95 0.7707 0.2865 0.498 0.571 070 Design 3 0.10 0.0409 0.0835 0.0097 4.49 0.60 0.4920 0.2776 11311 1.215 0.46 0 3527 0 2366 0.201 /590 0.96 0.7749 0.2829 0.496 , 0.553 .� 0.11 0.0470 0.0695 0.0118 4.25 0.61 0.5018 0.2799 0 319 1.192 0.47 0.3627 0.2401 0 208 1.559 0.97 0.7785 0.2787 0.494 0.535 .�' +"" ,^'': _ 0.98 0.7817 0.2735 0.489 0.517 4.0 �� 0.12 0.0534 0.0755 0.0142 4.04 a . `140 0.49 0 3827 D 2468 0.224 1 500 0.99 0.7841 0.2666 0.483 0.496 0.65 P'r 0.13 0.0600 0.0813 0.0167 3.86 u.od u o212 u.etl< u ao q8 3• 0.14 0.0688 0.0871 0 0195 3.89 0.64 0.5308 0.2882 0 343 1 128 0.50 0 3927 0.2500 0 232 1 471 1,--, 0.60 3.0 - y=dep8 of flow,m(It) Q=discharge by Manning's Equation,m'is(M!s) 0.15 0.0739 0.0929 0.0225 3.54 0.65 0.5405 0.2988 0.350 1.105 D=diameter of of g' _ 0.16 0.0811 0.0985 0.0257 3.41 0.66 0.5499 0.2900 0.358 1.084 Pipe,m(R) n=Mannin s coefficient Al 0• A=area of flow,m'(R') S=channel bottom and ware surface slope 2.5 0.17 0 0885 0.1042 0.0291 3 28 0.67 0.5594 0.2917 0 366 t.oea R=hydraul.c adzes,m(R) n=units conversion=1.49 for SI.1 for CU 0.18 0.0961 0.1097 0.0327 3.17 0.68 0.5687 0.2933 0.373 1.044 yo 0.50 2.0 - 0.19 0.0139 0.1152 0.0365 3.06 0.69 0.5780 0.2948 0.380 1.024 Source:USSR(1974) D 0.45 - 020 0.1118 0.1206 0.0406 2.96 0.70 0.5872 0.2962 0.388 1.004 1 5 021 0.1199 0.1259 0.0448 2.87 0.71 0.5964 0.2975 0.395 0.985 0 � 0.22 0.1281 0.1312 0 0492 2.79 0.72 0.6054 0.2987 0.402 0.965 0.23 0.1365 0.1364 0.0537 2.71 0.73 0.6143 0.2998 0.409 0.947 0.35 2.1 024 0.1449 • 0.1416 0.0585 2.63 0.74 0.6231 0.3008 0.416 0.928 • TW 0.25 0.1535 0.1488 0.0634 2.49 0.75 0.5319 0.3042 0.422 0.910 0 30 • 026 0.1623 0.1516 0.0686 2.49 0.76 0.6405 0.3043 0.429 0.891 027 0.1711 0.1566 0.0739 2.42 0.77 0.8489 0.3043 0.435 0.873 025 - 0.5 0.28 0.1800 0.1614 0.0793 2.36 0.78 0.6573 0.3041 0.441 0.856 r 0.29 0.1890 0.1662 0 0849 2.30 0.79 0.6655 0.3039 0.447 0.838 0.20 0.30 0.1982 01709 00907 2.25 0.80 0,6736 0.3042 0.453 0.821 0.0 -Ic 11 V C12'5 K 11= 1.01 119,1 S I 0.31 0.2074 0.1756 0.0966 2.20 0.81 0.6815 0.3043 0.458 0.804 0.15 - K11= 1.0 tot tat 0.32 0.2167 0.1802 0.1027 2.14 0.82 0.6893 0.3043 0.463 0.787 yo=brink depth 0.33 0.2260 0.1847 0.1089 2.09 0.83 0.6969 0.3041 0.468 0.770 0.10 D= culvert diameter 0.34 0.2355 0.1891 01153 2.05 0.84 0.7043 0.3038 0.473 0.753 TW=faiiwafel depth 0.35 0.2450 0.1935 0.1218 2.00 0.85 0.7115 0.3033 0.453 0.736 0.05 • • I I I 0.36 0.2546 0.1978 0.1284 1.958 0.86 ems 0.3026 0.458 0.720 • 8-16 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 TW D Figure 3.4.Dimensionless Rating Curves for the Outlets of Circular Culverts on Horizontal and Mild Slopes(Simons,1970) Step 3: Determine Basin Width and Basin Exit Velocity F.GUFRE 8 PEPORT HY0 - 572 i0 See F.gure�9-r- 8 i o X See Figure 12 6 --- x� YX Key: Design 1 Figure 6 Design 2 "See 5 -r----t—t- Design 3 See Figure 4 Recommended width ___-_- of basin 4 — — ----,_.X _I_ .�— — I 0. 4 4 1 x 1{ ............4 — See Figure i I 1 y �; -See Figure 10 } i (o at C . 3.08, F . 0.91) 2 — -- ---•-- t 0 - Satisfactory Hydraulic Performance X - Unsatisfactory Hydraulic Performance 1 I i I 1 1 2 3 4 5 6 7 8 9 10 FROUDE NUM3ER - V/iii-6 Step 3: Determine Basin Width and Basin Exit Velocity .5 J ' \ ' v2" is the flow velocity over i - end sill. - 3 —.....--- , "V .. is the flow velocity at the .4.. > entrance to the basin. N Key: 1 T- --- i .— Design 1 i ---- r Design 2 I Design 3 I f f 1 I 1 1 i 1 ---"a0" rs the drop in water surface } , eleti ttion from the end sill to 06 — the discharge channel with the --•-- cho•nel beo at end sill elevation. 05 "W" is the recommended basin width. 3 I C .04 — r .03 r — - .02 I - • "EL" is the energy loss in the flow from basin entrance .9 i to the end sill. —. 1d "E " is the flow energy at the entrance_ W ]____I. I i_ _ 6 _ Energy loss in a jump `J on aThorizontal floor.-- , e i 1 1 50 i 2 3 4 5 6 7 8 9 FROUDE NUMBER = V /fTf15— (Where "D" 's the sq)ore root of the cross-sectional area of the entrance flow area. ) Figure 14.—End hill velocity,water surface drop from end sill,and cnergy loin ►hrnugh Inausin. Monroe WWTP Flow EQ Basin Storage Improvements Impact Basin Detail Structural calculations prepared by: • Jonathan P. Blackstone, EIT • Colby S. Whiteley, PE s6 cARO . c) 6 ss/o/ /t7 igitally signed by C b�r §Ehifel y olby S. Whiteley ate: 2021 .05.24 us9856 6:06:13-04'00' ��S.i H\- v' 1 Hazen Hazen and Sawyer 9101 Southern Pine Boulevard Suite 250 Charlotte, NC 28273 Hazen Project Job Ref. MONROE WWTP—IMPACT BASIN—Structural Design 32138-013 Subject Sheet no./rev. Hazen and Sawyer 9101 Southern Pine Boulevard Impact Basin Structural Design Concept 1 Suite 250 Calc.by Date Chk'd by Date App'd by Date Charlotte,NC 28273 JPB 5/20/2021 CSW 5/21/2021 IMPACT BASIN STRUCTURAL DESIGN SUMMARY Impact Basin designed according to the 2018 North Carolina Building Code which has the following referenced standards: • 2015 IBC • ACI 318-14 • ACI 350-06 • AISC 360-10(14th edition) • ASCE 7-10 • AWSD1.4/D1.4M-2011 Wall Design Maximum wall height=6.67 ft(say 7 ft) Critical wall length= 11.33 ft(say 11.5 ft, consider wall full height across length) Wall thickness= 12 in Assume fc=4,000 psi Design for full hydrostatic pressure from TOS to TOW(assume 63 lb/ft3)using 1.6 sanitary factor for design and model as cracked concrete(tmodel= 12 in*0.705=8.46 in). Consider fixed bottom supports, pinned side supports, and free top. Ignore interior baffle wall for conservative design consideration(less stiffness in wall). Water pressure=63 lb/ft3*7 ft=441 psf=0.0031 ksi Include 300 psf(0.0021 ksi)surcharge for unknown loads during construction and potential soil/rip rap pressures. See input below for STAAD model (1 plate=0.5 ft=6 in),truncated joint coordinates and element loads: STAAD SPACE START JOB INFORMATION ENGINEER DATE 20-May-21 END JOB INFORMATION INPUT WIDTH 79 UNIT INCHES KIP JOINT COORDINATES ELEMENT INCIDENCES SHELL ELEMENT PROPERTY 2 TO 323 THICKNESS 8.46 DEFINE MATERIAL START ISOTROPIC CONCRETE E 3150 POISSON 0.17 DENSITY 8.68e-05 ALPHA 5.5e-06 DAMP 0.05 G 1346.15 TYPE CONCRETE STRENGTH FCU 4 END DEFINE MATERIAL CONSTANTS MATERIAL CONCRETE ALL SUPPORTS 1 2 339 TO 360 FIXED 3 4 7 50 52 74 76 98 100 122 124 146 148 170 172 194 196 218 220 242 244 266- 268 290 292 314 316 338 PINNED LOAD 1 LOADTYPE None TITLE WATER PRESSURE Hazen Project Job Ref. MONROE WWTP-IMPACT BASIN-Structural Design 32138-013 Subject Sheet no./rev. Hazen and Sawyer 9101 Southern Pine Boulevard Impact Basin Structural Design Concept 2 Suite 250 Calc.by Date Chk'd by Date App'd by Date Charlotte,NC 28273 JPB 5/20/2021 CSW 5/21/2021 ELEMENT LOAD LOAD 2 LOADTYPE None TITLE SURCHARGE ELEMENT LOAD 2 TO 323 PR GZ 0.0021 LOAD 3 LOADTYPE None TITLE FACTORED LOADS REPEAT LOAD 1 1.6 2 1.6 LOAD 4 LOADTYPE None TITLE SERVICE LOADS REPEAT LOAD 1 1.0 2 1.0 PERFORM ANALYSIS FINISH MY(local) kip-ft/ft - <_-1.16 M-0.587 - M-0.010 I0.566 '1.14 ( -�-- -- i"- = '1.72 -II 1 y- .2.3 1_ 2.87 :3.45 4.02 I - , lir- "--- --i.---------- -- -- L------- L," .5.18 1 --- _.„-------- �5.75 - L111_1 I � _f_1 :6.33 _ -- I I--i � =J_ Y I 1 - 6.91 ...4,- „, ,,..,,,,.„.... ,:i. ,--?, 7.48 - L-f--I __ t 1- - -ITI ' „ . . 0 I •■AIM - 1_ �-— _ 1__�-- - - -11,--1--- ---- :.,p_ ._ p ,,, ',.„, - -Jam' r Y � .�, rti i l ti Hazen Project Job Ref. MONROE WWTP-IMPACT BASIN-Structural Design 32138-013 Subject Sheet no./rev. Hazen and Sawyer 9101 Southern Pine Boulevard Impact Basin Structural Design Concept 3 Suite 250 Calc.by Date Chk'd by 'Date App'd by Date Charlotte,NC 28273 JPB 5/20/2021 CSW 5/21/2021 SQY(local) psi — <=-47.6 •-41.4 - •-35.1 •-28.9 •-22.6 •-16.4 •-10.1 - - •-3.84 _ n2.41 •8.66 - :14.9 - • - 21.2 �27.4 - i -•_ . _ , 33.7 • _ 39.9 - :▪46.2 __ - >=52.4 - J _ i ,. _ . ,o.:,:: - _1 - I !-3 6 �� iii j n VA . , �� VA firy ''A %/ %/ Amax(service loads)=0.035 in(U2400)OK Mmax=8.06 k ft/ft(Mmax at fixed side supports=5.7 k ft/ft to transfer to adjacent wall) Vmax=52.4 psi* 12 in* 12 in*0.705/1000 lb=5.32 k Wall is 12"thick with#5's @ 8"spacing,"d"=9.5 in,As=0.465 in2/ft 4)Mn=0.9*0.465 in2/ft*60ksi*(9.5in-[(0.465 in2/ft*60ksi)/(1.7*4ksi* 12in)]/12in= 19.2kft>8.06kftOK 4Vn=0.75*2*(4000psi)1/2*12in*9.5in/1000lb= 10.8k>5.32kOK Bottom Slab Design Determine structural weight: Walls=[(7 ft)(7 ft)(1 ft)+(1.67 ft)(7 ft)(1 ft)+(2)(7 ft)(5 ft)(1 ft)+(2)(3.67 ft)(6.25 ft)(1 ft)+(2)(0.5)(3.33 ft)(6.25 ft)]* 150 lb/ft3 Walls=29,607 lb Slab=[(13.33 ft)(11 ft)(1 ft)]* 150 lb/ft3=21,995 lb Hazen Project Job Ref. MONROE WWTP—IMPACT BASIN—Structural Design 32138-013 Subject Sheet no./rev. Hazen and Sawyer 9101 Southern Pine Boulevard Impact Basin Structural Design Concept 4 Suite 250 Calc.by Date Chk'd by Date App'd by Date Charlotte,NC 28273 JPB 5/20/2021 CSW 5/21/2021 Baffle= [(1.08 ft)(7 ft)(0.67 ft)+(3.33 ft)(7 ft)(0.67 ft)]* 150 lb/ft3=3,102 lb Concrete fill=[(6.67 ft)(1 ft)(9 ft)+(6.67 ft)(10.33 ft)(1 ft)+(1.67 ft)(9 ft)(1 ft)]* 150 lb/ft3=21,594 lb Water(ignoring baffle,considering uniform top height)=[(9.33 ft)(7 ft)(6.67 ft)]*63 lb/ft3=27,444 lb E= 103,742 lb A= 13.33 ft*11 ft= 147 ft2 Wtotal/A= 103,742 lb/147 ft2=706 psf Consider a water column:7 ft*63 lb/ft3=441 psf Dead load of slab=300 psf By inspection empty structure load controls for the bottom slab(441 psf+300 psf>706 psf) Consider empty weight of basin(previous F—water): I=76,298 lb A= 147 ft2 Wtotai I A=76,298 lb/147 ft2=519 psf Load on slab=519 psf—300 psf=219 psf<300 psf so design for typical dead load on slab=300 psf(0.0021 ksi) Include an additional 300 psf(0.0021 ksi)surcharge for unknown loads during construction,etc. Bottom slab is 13.33 ft x 11 ft(say 13.5 ft x 11 saand 12"thick Node'= 12 in*0.705=8.46 in),similar model assumptions as wall. ft) Assume f.=4,000 psi Consider pinned supports at wall perimeter. See input below for STAAD model(1 plate=0.5 ft=6 in),truncated joint coordinates: STAAD SPACE START JOB INFORMATION ENGINEER DATE 20-May-21 END JOB INFORMATION INPUT WIDTH 79 UNIT INCHES KIP JOINT COORDINATES ELEMENT INCIDENCES SHELL ELEMENT PROPERTY 2 TO 595 THICKNESS 8.46 DEFINE MATERIAL START ISOTROPIC CONCRETE E 3150 POISSON 0.17 DENSITY 8.68e-05 ALPHA 5.5e-06 DAMP 0.05 G 1346.15 TYPE CONCRETE STRENGTH FCU 4 END DEFINE MATERIAL CONSTANTS MATERIAL CONCRETE ALL SUPPORTS 61 TO 84 89 112 117 140 145 168 173 196 201 224 229 252 257 280 285 308 313- 336 341 364 369 392 397 420 425 448 453 476 481 504 509 532 537 560- 565 TO 588 PINNED LOAD 1 LOADTYPE None TITLE SLAB LOAD ELEMENT LOAD 2 TO 595 PR GY 0.0021 Hazen Project Job Ref. MONROE WWTP—IMPACT BASIN—Structural Design 32138-013 Subject Sheet no./rev. Hazen and Sawyer 9101 Southern Pine Boulevard Impact Basin Structural Design Concept 5 Suite 250 Calc.by Date Chk'd by Date App'd by Date Charlotte,NC 28273 JPB 5/20/2021 CSW 5/21/2021 LOAD 2 LOADTYPE None TITLE SURCHARGE LOAD ELEMENT LOAD 2 TO 595 PR GY 0.0021 LOAD 3 LOADTYPE None TITLE FACTORED LOADS REPEAT LOAD 11.621.6 LOAD 4 LOADTYPE None TITLE SERVICE LOADS REPEAT LOAD 11.021.0 PERFORM ANALYSIS FINISH MY(local) kip-Mt --4 08 ▪-3 76 :3.45 . A A, :314 AA ▪ 1,- g — r AAAA 0▪-1.88 _ .. A aim 1101t 4'- AAA �o.oa7 '� .: A 0.321 AAAAAA AAA A A A AAA AAA - A 4AAAA OW(local] psi .(..40 401000006041._...041* . -35 s▪-30 A . :-20 sr A 4 r a_ iO � A 4.' A A A, o o� A. 15 20 �.. B25 - A 130■35 AO AAI �`f - -' � • >-40 ��..-+� . � yam A A A*g \ AAAAA A A A A Hazen Project Job Ref. MONROE WWTP—IMPACT BASIN—Structural Design 32138-013 Subject Sheet no./rev. Hazen and Sawyer 9101 Southern Pine BoulevardImpact Basin Structural Design Concept 6 Suite 250 Calc.by Date Chk'd by Date App'd by Date Charlotte,NC 28273 JPB 5/20/2021 CSW 5/21/2021 Amax(service loads)=0.017 in(L/4900)OK Mmax=4.08kft/ft V.=40 psi* 12 in* 12 in*0.705/1000 lb=4.06 k Wall is 12"thick with#5's @ 8"spacing,"d"=9.5 in,As=0.465 in2/ft 4Mn=0.9*0.465 in2/ft*60 ksi*(9.5in—[(0.465 in2/ft*60 ksi)/(1.7*4 ksi* 12in)]/12in = 19.2kft>4.08kftOK 4Vn=0.75*2*(4000psi)1/2*12in*9.5in/1000lb= 10.8k>4.06kOK Stainless Steel Bar Check Steel bar is 2"D x 1"W,fy=30 ksi. Mmax=PL/4= 1.6*(3001b*2.33 ft)/4=2801bft=0.28kft Check Lbd/t2 5 0.08E/fy Lb=2.33 ft,d=2 in,t= 1 in, E=28,000 ksi Check(2.33 ft* 12 in*2 in)/(1 in)2=55.92 Check 0.08*(28,000 ksi/30 ksi)=74.67 55.92<74.67,therefore lateral torsional buckling does not apply 4iMn=4)Ma=fyZx 1.6fySx Z.=bd2/4=(1 in)(2 in)2/4= 1 in3 Sx=bd2/6=(1 in)(2 in)2/6=0.67 in3 4Mn=0.9* 1.6*30 ksi*0.67 in3=28.94 k in 4)Mn=28.94kin=2.4kft>Mmax=0.28kftOK City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix F: Overflow Spillway Design Hazen and Sawyer Appendix F: Overflow Spillway Design F-1 Factor of Safety Hydraulic Analysis These calculations are an application of the Moment Stability Analysis technique presented in Julien(2010)anc as illustrated in the NCMA Manual(2010), listed in the References. The factor of safety method is used in the selection of block sizes for ACB's for revetments or bed armor. The following assumes that hydraulic testing has been performed for the block system to quantify a critical shear stress; the use of Manning's equation conservatively assumes normal depth and critical velocity. References 1.Julien,Pierre Y.(2010)"Erosion and Sedimentation",2nd Edition, Cambridge University Press 2.National Concrete Masonry Association(2010),"Design Manual for Articulating Concrete Block(ACB)Revetment Systems",NCMA Publication TR220A. 3.USDOT Federal Highway Administration Hydraulic Engineering Circular No. 15,Third Edition(2005)"Design of Roadside Channels with Flexible Linings",National Highway Institute. 4.Cox,A.L.(2010),"Moment Stability Analysis Method for Determining Safety Factors for Articulated Concrete Blocks",Ph.D.Dissertation, Colorado State University 5.ASTM D 7276&D7277 Testing and Analysis Compliant 670395 Monroe Wastewater Spillway Modified from Julien(2010) Cox Method Factor of Safety Hydraulic Analysis Project Data Channel Bottom Width, B 24 ft Bed Slope, So 0.333 ft/ft Friction Slope, S 0.333 ft/ft • Left Side Slope,ZL 2 (_H:1 V) Right Side Slope,ZR 2 (_H:1 V) Bend Radius, r 0 ft Depth of Flow d 0.33 ft PLAN VIEW - NTS Input Velocity(if known) 16.22 ft/s he Depth of Fiov, 5 ,orieo iterotively to obtor gver voumetnc floc rote. Top Surface Width,TI 25.31Ift 2 2 I Other Constants T - - Unit Weight of Water, y 62.4 pcf- - -- Unit Wt.of Concrete, Dry-Cast 130 pcf SECTION VIEW - NTS PROFILE VIEW - NTS Sp.Gr.Of Concrete, So 2.083 Gravitational Constant, g 32.2 ft/s2 Calculated Channel Geometry Factors Flow Area,A 8.04 ft` Volumetric Flow Rate,Q 128.00 cfs Wetted Perimeter, P 25.46 ft The Volumetric Flow Rate is determined using Hydraulic Radius=RH=A/P= 0.32 ft Manning's equation: Bend Coefficient, Kb 1 -- Q=1.486/(n *A *R 2/3 *51/2) Froude Number, Fr 5.00 -- Flow Type Supercritical sin cos tan Largest Side Slope Angle,01 26.565 ° 0.447 0.894 0.500 i Bed Slope Angle,0 18.418 ° 0.316 0.949 0.333 ArmorFlex Block parameters 9� 0.198 ft AB 1.1 jjj 92 0.725 ft CL 0.00834 93 0.396 ft Weight 58.1 lbs 9, 0.725 ft Width 1.292 ft 95 0.646 "Cc 25.0 psf 96 0.646 .\7_ 0.0 in 97 0.971 n 0.025 -- 98 0.971 ARMORTEC Erosion Control Solutions Modified from Julien(2010) Cox Method 1 Factor of Safety Hydraulic Analysis Detailed Calculations REFERENCE Flow Area,A=AL+AB+AR AL=%*d2*ZL= 0.11 ft2 AB=B*d= 7.83 ft2 AR=1/2*d2*ZR= 0.11 ft2 A= 8.04 ft2 Wetted Perimeter, P=PL+PB+PR PL=d*(ZL2+1)u s= 0.73 ft PB=B= 24 ft PR=d*(ZR2+1)05= 0.73 ft P= 25.46 ft Volumetric Flow Rate,Q Q= 1.486/n*A*RH2r3*S112=L 128.00 Icfs (Ref. 3 Eqn. 2.1) Compute Factor of Safety Parameters _ Submerged Weight,Ws Ws=W*((Se-1)/Se)= 30.22 'Ib (Ref. 2 Eqn 4.13a) Applied Shear Stress,To r, =y*d*S, =L 6.78 1psf (Ref. 3 Eqn. 2.4) Bend Coefficient Calculation X=r/B=(Constrained to between 1.984 and 10) 1.984- Calculated Kb=2.38-0.206(X)+0.0073(X)2= 2.00- (Ref. 3 Eqn. 3.7) Constrained Kb: 1.05<_Kb<_2 4 1.00 (If no bend radius is present, K b = 1) (Design Shear Stress) To=Kb y sin(tan'S°)=r 6.43 lbs/ft2 (Ref. 3 Eqn 3.1 &3.6) Calculate Cox Parameters 3=cos i((b/2)/93)= 48.31 ° sin(3= 0.747 cos R= 0.665 Wsx=Ws*sing° 9.55 lb (Ref.4. Eqn. 7.1) e2=tan 1(tan8,*cos8°) 25.379 (Ref.4. Eqn. 7.3) WSY=Ws*C0500*c0se2 25.91 lb (Ref.4. Eqn. 7.2) WSz=Ws*cose°*sin82 12.29 lb (Ref.4. Eqn. 7.4) Applied FD=T°*AB= 7.21 lbs (Ref.4. Eqn. 7.10) Applied FL=0.5*CBL*p*AB*V2= 2.38 lbs (Ref.4. Eqn. 7.11) FL.=FD=0.547_bpVdes2= 0.00 lbs (Ref.4. Eqn. 7.12) SFM=(9l*Wsv)I[(9,*(Wsx*sin13,+Wsz*cosR))+(93*(FD+Fo)*sinR)+(88*(FL+FL'))] 3.36 (Ref.4. Eqn.7.18) SFp=(92*Wsv)/[(S1*Wsx)+(83*(FD+Fn.))+(84*(FL+Fi))]= 2.90 (Ref.4. Eqn.7.20) SFo=(9s*Wsv)I[(81*Wsz)+(86*(FL+Fi))] 4.21 (Ref.4. Eqn. 7.22) SFBED=(92*Ws*coseo)/[(9,*(Ws*sin8o))+(33*(FD+Fo))+(94*(FL+FL'))]= 3.21 (Ref.4. Eqn. 7.28) Modified from Julien(2010) Cox Method Factor of Safety Hydraulic Analysis Parameters for Factor of Safety Calculations Block Block 8� 82 83 84 85 `g6 87 88 T` Width Weight Lift Class Area 0° Coeff.CL (SF) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (ft) (psf) (ft) (Ibs) 30-S 0.68 0.198 0.542 0.396 0.542 0.483 0.483 0.726 0.726 5.180 0.967 32.89 0.11045 40 - 1.23 0.198 0.725 0.396 0.725 0.646 0.646 0.971 0.971 11.200 1.292 59.02 0.04563 40-L 1.93 0.198 0.725 0.396 0.725 0.983 0.983 1.222 1.222 19.460 1.967 97.18 0.02455 40-T 1.12 0.198 0.725 0.396 0.725 0.646 0.646 0.971 0.971 25.022 1.292 58.12 0.00834 45 1.49 0.198 0.725 0.396 0.725 0.646 0.646 0.971 0.971 13.530 1.292 71.25 0.04563 45-L 2.31 0.198 0.725 0.396 0.725 0.983 0.983 1.222 1.222 21.860 1.967 109.15 0.02455 45-5 0.83 0.198 0.542 0.396 0.542 0.483 0.483 0.726 0.726 6.170 0.967 39.20 0.11045 50 1.23 0.250 0.725 0.500 0.725 0.646 0.646 0.971 0.971 13.610 1.292 76.29 0.04563 50-L 1.93 0.250 0.725 0.500 0.725 0.983 0.983 1.222 1.222 22.050 1.967 116.02 0.02455 50-S 0.68 0.250 0.542 0.500 0.542 0.483 0.483 0.726 0.726 6.130 0.967 42.03 0.11045 50-T 1.12 0.250 0.725 0.500 0.725 0.646 0.646 0.971 0.971 30.500 1.292 75.39 0.00834 55 1.49 0.250 0.725 0.500 0.725 0.646 0.646 0.971 0.971 16.290 1.292 91.37 0.04563 55-L 2.31 0.250 0.725 0.500 0.725 0.983 0.983 1.222 1.222 26.280 1.967 138.29 0.02455 55-S 0.83 0.250 0.542 0.500 0.542 0.483 0.483 0.726 0.726 7.330 0.967 50.25 0.11045 60 1.23 0.313 0.725 0.625 0.725 0.646 0.646 0.971 0.971 15.490 1.292 93.17 0.04563 60-T 1.12 0.313 0.725 0.625 0.725 0.646 0.646 0.971 0.971 35.200 1.292 93.42 0.00834 70 1.23 0.354 0.725 0.708 0.725 0.646 0.646 0.971 0.971 17.730 1.292 113.90 0.04563 70-L 1.93 0.354 0.725 0.708 0.725 0.983 0.983 1.222 1.222 29.520 1.967 174.46 0.02455 70-T 1.12 0.354 0.725 0.708 0.725 0.646 0.646 0.971 0.971 38.500 1.292 108.96 0.00834 75 1.49 0.313 0.725 0.625 0.725 0.646 0.646 0.971 0.971 18.620 1.292 112.02 0.04563 85 1.49 0.354 0.725 0.708 0.725 0.646 0.646 0.971 0.971 21.100 1.292 135.60 0.04563 85-L 2.31 0.354 0.725 0.708 0.725 0.983 0.983 1.222 1.222 35.060 1.967 207.23 0.02455 Lift AB 8l 82 83 84 85 86 87 88 U` Width Weight Coeff.CL 40-T 1.121 0.198 0.725 0.396 0.725 0.646 0.646 0.971 0.971 25.022 1.292 58.120 0.00834 Modified from Julien(2010) Cox Method City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix G: Basin Operation Calculations Hazen and Sawyer Appendix G: Basin Operation Calculations G-1 Project: City of Monroe V\NVTP EQ Basin Design Location: North Carolina1-lazen Client: City of Monroe Hazen Proj No. 32138-013 - Design Phase: 90% Subject: Reservoir Operations User: K.Naughton Date: 2/23/2021 Reviewer: C.Johnson Date: 2/25/2021 Sources: 0:132138-RAL132138-0131EngineennglCalculationslH&H120210119 Basin SSA Data.xlsx 0 132138-RAL132138-0131EngineeringlCalculationslH&HlDrawdown and FillinglDrain&Fill flow rates_2021-02-23.xlsm Notes: Basin filling calculator. Pump capacity at each interval determined by end elevation(slowest filling time). Establish Basin Filling Criteria Basin Filling Output Starting Basin Elevation: 508.0 ft Time to Fill: 18.43 hrs Desired End Basin Elevation: 522.0 ft Time to Fill: 0.77 days Elevation Increment: 0.50 ft Filling Calculations Start of Calculation Interval End of Calculation Interval Fill Details Surface Area Surface Area Additional Pump Incremental Cumulative Elevation(ft) Storage(MG) Elevation(ft) Storage(MG) Capacity Time to Fill Time to Fill (ac) (ac) Storage(MG) (MGD) (hrs) (hrs) 508.0 0.080 0.736 508.5 0.259 1.122 0.179 22.75 0.19 0.19 508.5 0.259 1.122 509.0 0.438 1.509 0.179 22.50 0.19 0.38 509.0 0.438 1.509 509.5 0.748 1.913 0.309 22.25 0.33 0.71 509.5 0.748 1.913 510.0 1.057 2.318 0.309 22.00 0.34 1.05 510.0 1.057 2.318 510.5 1.501 2.733 0.444 22.00 0.48 1.54 510.5 1.501 2.733 511.0 1.944 3.149 0.444 22.00 0.48 2.02 511.0 1.944 3.149 511.5 2.466 3.202 0.522 22.00 0.57 2.59 511.5 2.466 3.202 512.0 2.987 3.255 0.522 22.00 0.57 3.16 512.0 2.987 3.255 512.5 3.526 3.309 0.539 21.75 0.59 3.75 512.5 3.526 3.309 513.0 4.065 3.362 0.539 21.50 0.60 4.35 513.0 4.065 3.362 513.5 4.622 3.417 0.557 21.25 0.63 4.98 513.5 4.622 3.417 514.0 5.179 3.472 0.557 21.00 0.64 5.62 514.0 5.179 3.472 514.5 5.754 3.528 0.575 20.75 0.66 6.28 514.5 5.754 3.528 515.0 6.328 3.583 0.575 20.50 0.67 6.96 515.0 6.328 3.583 515.5 6.921 3.640 0.593 20.25 0.70 7.66 515.5 6.921 3.640 516.0 7.514 3.696 0.593 20.00 0.71 8.37 516.0 7.514 3.696 516.5 8.126 3.753 0.611 19.75 0.74 9.11 516.5 8.126 3.753 517.0 8.737 3.810 0.611 19.50 0.75 9.87 517.0 8.737 3.810 517.5 9.367 3.869 0.630 19.25 0.79 10.65 517.5 9.367 3.869 518.0 9.998 3.927 0.630 19.00 0.80 11.45 518.0 9.998 3.927 518.5 10.647 3.986 0.649 19.00 0.82 12.27 518.5 10.647 3.986 519.0 11.296 4.044 0.649 19.00 0.82 13.09 519.0 11.296 4.044 519.5 11.965 4.104 0.669 19.00 0.84 13.93 519.5 11.965 4.104 520.0 12.634 4.164 0.669 19.00 0.84 14.78 520.0 12.634 4.164 520.5 13.322 4.224 0.688 18.75 0.88 15.66 520.5 13.322 4.224 521.0 14.010 4.285 0.688 18.50 0.89 16.55 521.0 14.010 4.285 521.5 14.718 4.346 0.708 18.25 0.93 17.48 521.5 14.718 4.346 522.0 15.426 4.408 0.708 18.00 0.94 18.43 Project:octio City h Monroe UWVfP EQ Basin Design Hazen Location: North Carolina Client: City of Monroe Hazen Proj No. 32138-013 Design Phase: 90% Subject: Reservoir Operations User: K.Naughton Date: 2/23/2021 Reviewer: C.Johnson Date: 2/25/2021 Sources: 0:132138-RAL132138-0131EngineeringlCalculationslH&H120210119 Basin SSA Data xlsx 0132138-RAL132138-0131EngineennglCalculationslH&HlDrawdown and FillinglDrain&Fill flow rates_2021-02-23.x/sm Notes: Basin drawdown calculator for routine operation of basin. Drain capacity at each interval determined by start elevation(fastest draining time). Drawdown exceeds engineering best practice(1 ft/day)at rates greater than 2MGD Routine withdrawal from basin should not exceed 2MGD. Establish Basin Drawdown Criteria Basin Drawdown Output Starting Basin Elevation: 522.0 ft Time to Drain: 184.16 hrs Desired End Basin Elevation: 508.0 ft Time to Drain: 7.67 days Elevation Increment: 0.50 ft Drawdown Calculations Start of Calculation Interval End of Calculation Interval Drawdown Details Surface Area Surface Area Volume to Discharge Incremental Cumulative Elevation(ft) Storage(MG) (ac) Elevation(ft) Storage(MG) (ac) Drain(MG) (MGD) Time to Drain Time to Drain (hrs) (hrs) 522.0 15.426 4.408 521.5 14.718 4.346 0.708 2.00 8.50 8.50 521.5 14.718 4.346 521.0 14.010 4.285 0.708 2.00 8.50 17.00 521.0 14.010 4.285 520.5 13.322 4.224 0.688 2.00 8.26 25.25 520.5 13.322 4.224 520.0 12.634 4.164 0.688 2.00 8.26 33.51 520.0 12.634 4.164 519.5 11.965 4.104 0.669 2.00 8.02 41.54 519.5 11.965 4.104 519.0 11.296 4.044 0.669 2.00 8.02 49.56 519.0 11.296 4.044 518.5 10.647 3.986 0.649 2.00 7.79 57.35 518.5 10.647 3.986 518.0 9.998 3.927 0.649 2.00 7.79 65.14 518.0 9.998 3.927 517.5 9.367 3.869 0.630 2.00 7.56 72.71 517.5 9.367 3.869 517.0 8.737 3.810 0.630 2.00 7.56 80.27 517.0 8.737 3.810 516.5 8.126 3.753 0.611 2.00 7.34 87.61 516.5 8.126 3.753 516.0 7.514 3.696 0.611 2.00 7.34 94.95 516.0 7.514 3.696 515.5 6.921 3.640 0.593 2.00 7.12 102.06 515.5 6.921 3.640 515.0 6.328 3.583 0.593 2.00 7.12 109.18 515.0 6.328 3.583 514.5 5.754 3.528 0.575 2.00 6.90 116.07 514.5 5.754 3.528 514.0 5.179 3.472 0.575 2.00 6.90 122.97 514.0 5.179 3.472 513.5 4.622 3.417 0.557 2.00 6.68 129.65 513.5 4.622 3.417 513.0 4.065 3.362 0.557 2.00 6.68 136.33 513.0 4.065 3.362 512.5 3.526 3.309 0.539 2.00 6.47 142.80 512.5 3.526 3.309 512.0 2.987 3.255 0.539 2.00 6.47 149.27 512.0 2.987 3.255 511.5 2.466 3.202 0.522 2.00 6.26 155.53 511.5 2.466 3.202 511.0 1.944 3.149 0.522 2.00 6.26 161.79 511.0 1.944 3.149 510.5 1.501 2.733 0.444 2.00 5.32 167.11 510.5 1.501 2.733 510.0 1.057 2.318 0.444 2.00 5.32 172.43 510.0 1.057 2.318 509.5 0.748 1.913 0.309 2.00 3.71 176.14 509.5 0.748 1.913 509.0 0.438 1.509 0.309 2.00 3.71 179.86 509.0 0.438 1.509 508.5 0.259 1.122 0.179 2.00 2.15 182.01 508.5 0.259 1.122 508.0 0.080 0.736 0.179 2.00 2.15 184.16 Project: City of Monroe VVVVrP EQ Basin Design Location: North Carolina Hazen Client: City of Monroe Hazen Proj No. 32138-013 Design Phase: 90% Subject: Reservoir Operations User: K.Naughton Date 2/23/2021 Reviewer: C.Johnson Date: 2/25/2021 Notes: Supporting data for use in drawdown and filling calculations. Stage-Storage-Surface Area Data Cumulative Elevation(ft) Area(ac) Volume (MG) 507.0 0.000 0.000 508.0 0.736 0.080 509.0 1.509 0.438 510.0 2.318 1.057 511.0 3.149 1.944 512.0 3.255 2.987 513.0 3.362 4.065 514.0 3.472 5.179 515.0 3.583 6.328 516.0 3.696 7.514 517.0 3.810 8.737 518.0 3.927 9.998 519.0 4.044 11.296 520.0 4.164 12.634 521.0 4.285 14.010 522.0 4.408 15.426 523.0 4.532 16.883 524.0 4.658 18.380 525.0 4.786 19.919 Source: 0:►32138-RAL(32138-013\Engineering\Calculations(H&H\20210119 Basin SSA Data.xlsx Filling and Draining Data Fill Capacity Drain Capacity(MGD) Elevation(ft) Normal Uncontrolled Elevation(ft) (MGD) _ Operation Release 508.0 _ 23.00 508.0 2.00 12.30 510.0 22.00 510.0 2.00 12.50 512.0 22.00 512.0 2.00 12.80 514.0 21.00 514.0 2.00 13.00 516.0 20.00 516.0 2.00 13.30 518.0 19.00 518.0 2.00 13.50 520.0 19.00 520.0 2.00 13.70 522.0 18.00 522.0 2.00 14.00 0:(32138-RAL(32138-013(Engineering(Calculations\H&H\Drawdown and Filling\Drain&Fill flaw rates_2021-02-23.xlsm City of Monroe,North Carolina May 2021 Wastewater Treatment Plant Flow Equalization Storage Improvements North Carolina Dam Safety Program Design Report Appendix H: Geotechnical Report Hazen and Sawyer Appendix I-I:Geotechnical Report H-1 REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION PROPOSED 15 MG EQUALIZATION BASIN City of Monroe WWTP Monroe,Union County,North Carolina April 20,2021 Prepared For: CITY OF MONROE 300 W. Crowell Street Monroe,North Carolina 28112 Attn: Mr. Russ Colbath Prepared By: GTA ASSOCIATES,INC. Geotechnical and Environmental Consultants 710 Peninsula Lane, Suite B Charlotte,N.C. 28273 (704) 553-2300—Office (704) 553-2400 -Facsimile GTA Job No: 35200850 GTA ASSOCIATES, INC. ummmmimmm • r- MfA � GEOTECHNICAL AND ! or •ir ENVIRONMENTAL CONSULTANTS A Practicing Geoprofessional Business Association Memher Firm April 20, 2021 City of Monroe 300 W. Crowell Street Monroe,North Carolina 28112 Attn: Mr. Russell Colbath, P.E. Water Resources Director Re: Report of Geotechnical Subsurface Exploration Proposed 15 MG Equalization Basin City of Monroe Wastewater Treatment Plant Industrial Drive - +25 Acres Monroe, Union County,North Carolina Dear Mr. Colbath: In accordance with our agreement executed on May 29, 2020 and October 30,2020, GTA Associates,Inc.(GTA)has performed a geotechnical subsurface exploration for a 15-million-gallon equalization basin located to the west of the existing Wastewater Treatment Plant in Monroe,North Carolina. The results of the field testing and our recommendations regarding design and construction of the proposed equalization basin are included in this report. Unless other arrangements are made by the City of Monroe,GTA will discard the soil samples within sixty days from the date of this report. GTA appreciates the opportunity to assist you with this project. Should you have questions or require additional information, please contact at our office at(704) 553-2300. Sincerely, GTA ASSOCIATES,INC. Andrew Beaty "4'uIa•,r Staff Professional r�2,,orki, CAR �,,�,, z_vis,a14 +` SEAL John P. Wile, P.E. 0249O14 . Vice President "o 'GrNE�.•'.il Au..:...aN� Z:\Project\2020\City of Monroe\W WTP\Report of Geotechnical Subsurface Exploration.doc 4-20-21 Job No.35200850 '10 Peninsula Lane. Suite B. Charlotte. .VC'?8?-3 Phone: (-0-1) 553-2300 l cLv: 10-ii 553-2400 *Abingdon,MD t Baltimore,MD 1 Laurel,MD♦Frederick,MD ♦Waldorf,MD 1 Sterling,VA ♦Malvern,OH♦Somerset,NJ t NYC Metro ♦New Castle,DE ♦Georgetown.DE ♦Beaver Falls,PA ♦York,PA ♦Quakertown,PA ♦Charlotte,NC f Raleigh,NC t Nashville.TN Visit us on the web at www,gtaeng.com TABLE OF CONTENTS PAGE INTRODUCTION 1 SITE CONDITIONS 1 PROPOSED CONSTRUCTION 2 SITE GEOLOGY 3 SUBSURFACE EXPLORATION 3 SUBSURFACE CONDITIONS 5 LABORATORY TESTING 6 CONCLUSIONS AND RECOMMENDATIONS 8 Preliminary Foundation Support 9 Site Grading for Embankments 10 Difficult Excavation 12 Subsurface Utilities 13 Surface and Subsurface Drainage 14 Slope Stability Analysis 14 Seepage Analysis 15 Earth Pressure Coefficients 15 ADDITIONAL SERVICES 17 LIMITATIONS 17 ASFE—Important Information About Your Geotechnical Engineering Report Appendix A—Figures Figure No. 1 —Site Location Plan Figure No. 2—Exploration Location Plan Figure No. 3—Site Topography Plan Appendix B—Soil Boring Logs Notes for Exploration Logs (1 Sheet) Subsurface Exploration Summary (2 Sheets) Soil Boring and Test Pit Logs(16 Sheets) Appendix C—Photographs(11 Sheets) Appendix D—Laboratory Results(15 Sheets) Appendix E—Slope Stability Analysis(32 Sheets) REPORT OF GEOTECHNICAL SUBSURFACE EXPLORATION 15 MG EQUALIZATION BASIN—CITY OF MONROE WWTP MONROE,UNION COUNTY,NORTH CAROLINA INTRODUCTION The City of Monroe(Client)is planning to construct a 15-million-gallon equalization basin located to the west of the existing City of Monroe Wastewater Treatment Plant. The site encompasses approximately 25 acres of undeveloped wooded land located north of Industrial Drive and west of the Waste Water Treatment Plant in Monroe, Union County, North Carolina. An"Overall Site Plan"dated January 2021 was provided for our use in preparing this report. The plans indicate the location of the basin with preliminary grading. Please refer the Site Location Plan included as Figure 1 in Appendix A for the approximate location of the site. GTA was retained to perform a geotechnical subsurface exploration of the project site to characterize the general near-surface subsurface conditions in the proposed equalization basin area. The scope of this study included a field exploration as well as an engineering and laboratory analysis. Included in our initial field exploration were fifteen (15) Standard Penetration Test borings to depths ranging from approximately 6.1 to 14 feet below the existing ground surface as well as seven(7)test pits were excavated to depths ranging from approximately 8 to 12 feet below the existing ground surface. Conclusions and recommendations regarding general site development were derived from the engineering analysis of the field and laboratory data and the referenced plans. SITE CONDITIONS The site is located at the north end of Industrial drive and west of the existing waste water treatment plant in Monroe, Union County, North Carolina. The site encompasses approximately 25 acres of undeveloped land and is designated as Parcel Identification Number(PIN) 09111008. At the time our investigation was performed, the subject site was moderately to heavily wooded. The site is bordered to the west by the waste water treatment plant and Joes Branch Creek,to the north by Richardson Creek, and to the south by a manufacturing facility and associated parking. 1 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 Based on the topographic information provided on the referenced plans,the ground surface elevations within the limits of the basin range from a high of approximate Elevation 522 feet above mean sea level(AMSL),near the southern portion of the subject property,to a low of approximate Elevation 490 feet AMSL, along the western and eastern portions of the subject property. Please refer to the attached Topographic Map presented as Figure 3 in Appendix A for more detailed information. PROPOSED CONSTRUCTION GTA was provided with a copy of a"Grading Plan"of the Equalization Basin prepared by Hazen and Sawyer dated January 2021. The equalization basin will be approximately 550 feet in length by 550 feet in width and approximately 10 feet deep. The proposed project will include development of a portion of the site to achieve a minimum 15 MG emergency holding pond. The pond will have 3H:1 V interior and exterior slopes with a minimum 15 feet wide crest. The pond bottom slopes from Elevation 512 to 508 feet (AMSL) and the dam crest at Elevation 525 feet (AMSL). Plans are to use the overburden soils and the majority of the rippable material at the site as structural fill to optimize grading. Cut depths of approximately 2 to 10 feet may be required to grade the bottom of the basin and fill depths of up to approximately 24 feet may be required for the perimeter embankment. A Geosynthetic Clay Liner(GCL)with approximately 12 inches of cover soil will be used to reduce seepage in this impoundment. The Equalization Basin has been classified by the NC Safe Dams Program as a Class "C-Small Dam." In addition,two utility lines will be constructed; a 36-inch force main extending approximately 600 linear feet along the western portion of the subject property to the existing wastewater treatment plant (WWTP), and a 24-inch return line extending approximately 250 linear feet along the northern portion of the property to Richardson Creek. 2 Report of Geotechnical Exploration— 15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 SITE GEOLOGY The site is located in the Charlotte Belt of the Piedmont Plateau Geologic Province. According to the Geologic Map of North Carolina (1985), the site is underlain by metamudstone and meta argillite(CZmd2)also known as the"Cid Formation". Ground surface elevations within the Piedmont Plateau vary from approximately 400 feet above sea level (AMSL) in the east to 2,000 feet(AMSL) in the west. The typical residual soil profile associated with the Charlotte Belt consists of fine-grained soils (clays/silts) near the surface, where soil weathering is more advanced, underlain by more coarse-grained soils (sandy silts/silty sands) with depth. The boundary between the soil and rock is not sharply defined. This transitional zone,termed weathered rock,is normally found overlying the parent bedrock. The degree of weathering is influenced by fractures,joints,and by the presence of less resistant rock types. Therefore, the profile of the weathered rock and hard rock is quite irregular and erratic,even over short horizontal distances. Lenses, boulders,hard rock, and zones of weathered rock are often encountered within the soil mantle, well above the general unweathered bedrock level. The topography of the Piedmont Plateau consists of well-rounded hills and long rolling ridges with a northeast-southwest trend. This rolling topography is the result of streams flowing across and acting on rocks of unequal hardness. The Piedmont Plateau region is underlain by older crystalline (metamorphic and igneous) rock formations that trend northeast-southwest and vary greatly in their resistance to weathering and erosion. The major streams generally flow across the rock structures that are more highly fractured and more prone to weathering. Please refer to the publications for a more detailed description of the geologic units. SUBSURFACE EXPLORATION Soil Test Borings The initial field exploration consisted of drilling Standard Penetration Test (SPT) borings at fifteen (15) locations, designated as B-1 through B-15, in the vicinity of the proposed equalization basin. The soil test borings were selected and field located by GTA using the existing 3 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 topography and aerial photographs by visual estimation. The approximate locations of the soil test borings are shown on the attached Exploration Location Plan presented as Figure 2 in Appendix A. Elevations provided on the boring logs and test pits were surveyed in the field by Lawrence Associates dated December 11, 2020. The borings were drilled on June 17 and 18, 2020 to depths ranging from approximately 6.1 to 14 feet below the existing ground surface using an ATV-mounted CME 550X and ATV- mounted D-50 drill rig provided by HPC. A dozer was required to clear a path to gain access to the boring locations. Therefore, some topsoil was partially/completely removed in the vicinity of the borings during the clearing process. The approximate depth of the topsoil at the boring locations ranged from approximately 0 to 8 inches thick. Standard Penetration Testing was performed in the boreholes, with soil samples obtained at approximately 2'/2-foot intervals in the upper 10 feet and at 5-foot intervals thereafter. Standard Penetration Testing involves driving a 2-inch O.D., 1 3/8-inch I.D. split-spoon sampler with a 140- pound hammer free-falling 30 inches. The SPT N-value, given as blows per foot(bpf), is defined as the total number of blows required to drive the sampler from 6 to 18 inches. Samples retrieved from the borings were returned to GTA's laboratory for visual classification by laboratory personnel. Descriptions as provided on the logs are visual using the Unified Soil Classification System as summarized on the Notes for Exploration Logs in Appendix B. Boring logs were prepared using the observations made in the field during drilling,as well as the visual—manual classification in the laboratory. A geotechnical staff professional classified each soil sample on the basis of color,texture, and plasticitycharacteristics in general accordance p with the USCS classification system. The geotechnical staff professional grouped the various soil types into the major zones noted on the boring logs. The stratification lines designating the interface between each material on the boring logs is approximate;the transition between the strata may be gradual in both the vertical and horizontal directions. 4 Report of Geotechnical Exploration —15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 Test Pits The field exploration also consisted of excavating seven (7) test pits, designated as TP-1 through TP-7,to depths ranging from approximately 8 to 12 feet below the existing ground surface. The test pits were selected and field located by GTA using the existing topography and aerial photographs by visual estimation. The approximate locations of the test pit excavations are shown on the attached Exploration Location Plan presented as Figure 2 in Appendix A. The test pits were excavated on November 18, 2020 to depths ranging from approximately 8 to 12 feet below the existing ground surface using CAT 320L excavator provided by the City of Monroe. SUBSURFACE CONDITIONS The borings and test pits confirm the underlying geologic formation as metamudstone and meta-argillite (CZmd2). The borings and test pits typically encountered native residual soils underlain by soft/hard weathered rock. A layer of topsoil approximately 0 to 8 inches thick was encountered at the surface of Borings B-1 through B-15. Beneath the topsoil layer, residual soils were encountered. The residual soils generally consist of sandy silt. SPT N-values in the residual soils ranged from 7 to 77 blows per foot(bpf),averaging 38 bpf,indicating these soils are generally stiff to very hard in consistency. Beneath the residual soils at Borings B-1 through B-15, soft weathered rock (SWR) was encountered at depths ranging from approximately 1 to 13.5 feet below the existing ground surface. In addition, a lens of SWR was encountered at Borings B-9 and B-14 at depths ranging from approximately 3.5 to 5 feet. Based on the North Carolina Building Code, soft weathered rock is defined as "broken and partially weathered rock with standard penetration resistance (ASTM D 1586) between 50 blows per 6 inches and 50 blows per inch." The SWR is a decomposed rock that serves as the transitional zone between soil and rock. The SWR is most commonly delineated from residual soil when SPT values of 100 bpf are exhibited by the SPT sampler. While SWR is a rock-like material, it is often visually classified as a sandy silt as the SPT sampler pulverizes the material as it is driven. 5 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 Underlying the residual soils and/or SWR at Borings B-2 and B-3, hard weathered rock (HWR) was encountered at a depth of approximately 6 feet below the existing ground surface. Based on the North Carolina Building Code, hard weathered rock is defined as "broken and partially weathered rock of sufficient hardness to refuse soils sampling tools; normally has standard penetration resistance(ASTM D 1586) in excess of 50 blows per 1 inch." Borings B-1 through B-15 were terminated in the SWR/HWR upon auger refusal at depths ranging from approximately 6.1 to 14 feet below the existing ground surface. Auger refusal is defined as material that could not be penetrated with the drill rig equipment used on the project. Auger refusal may be due to large boulders, rock ledges, lenses, seams, or the top of parent bedrock. Core drilling techniques would be required to evaluate the character and continuity of the refusal material. However, core drilling was beyond the scope of this study. Groundwater was not encountered in the borings or test pits at the termination of drilling/excavation. Boring cave-in depths from the borings ranged from approximately 4.7 to 12.1 feet below the existing ground surface. The boring cave-in depths can be an indication of the groundwater level or may result from the soil falling in as the augers are removed from the borehole upon completion. Please be advised that groundwater levels are expected to fluctuate with changes in precipitation, drainage, and other factors. LABORATORY TESTING Recovered soil samples were transported to our laboratory where they were subjected to manual classification by a soil lab professional. This report was prepared using the observations made in the field during excavation,as well as the visual—manual classification in the laboratory, supplemented by laboratory testing. A sample obtained from Boring B-10 at a depth of 1 to 2.5 feet as well as representative samples from Test Pits TP-1, TP-3, TP-5, and TP-7 were tested in our laboratory for Grain-Size Analysis, Atterberg Limits and natural moisture content. The Grain-Size Analysis and Atterberg Limits testing were performed to determine the Unified Soil Classification System (USCS) 6 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 designation for the soil. The USCS classifications provide information regarding soil engineering behavior. The results are summarized below in Table 1 as well as in Appendix C. TABLE 1: SUMMARY OF LABORATORY TESTING Boring No. Depth (ft) USCS Classification LL (%) PI (%) Moisture Content(%) B-10 1.0 - 2.5 ML 45 13 15.3 TP-1 5 - 7 GM / ML 36 7 25.3 TP-3 3 - 5 GM / ML 40 9 20.1 TP-5 4 - 6 ML 31 3 17.2 TP-7 5 - 7 ML 40 5 23.3 Selected samples from the borings were tested in our laboratory for natural (in-situ) moisture content. The tested samples from Borings B-1,B-3, B-5, B-8, B-11, B-12, and Test Pits TP-1, TP-3,TP-5 and TP-7 indicated natural moisture contents ranging from 12.8 to 25.3 percent, with an average moisture content of approximately 18 percent. One bulk near-surface sample from Boring B-10 and several representative bulk samples from Test Pits TP-1, TP-3, TP-5, and TP-7 were tested for moisture-density relationship in accordance with the Standard Proctor. The results of these tests are summarized in Table 2. Please refer to the laboratory test data provided in Appendix C for further information. 7 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 TABLE 2: SUMMARY OF COMPACTION DATA Standard Proctor(ASTM D698) Boring Depth Maximum Optimum Natural Dry Density Moisture Moisture No. (ft) (pcf) (%) (%) B-10 1 —2.5 104.7 20.5 15.5 TP-1 5 - 7 101.3 17.4 25.3 TP-3 3 - 5 99.3 20.1 20.1 TP-5 4 - 6 104.9 16.1 17.2 TP-7 5 - 7 99.0 22.2 23.3 Several bulk samples from Test Pits TP-1,TP-5 and TP-7 were also tested to determine the permeability and shear strength for the seepage and slope stability analysis. The results of these tests are summarized in Table 3. Please refer to the laboratory test data provided in Appendix C for further information. TABLE 3: SUMMARY OF DIRECT SHEAR/PERMEABILITY TESTING Test Depth Cohesion (c) Phi (+) Hydraulic Conductivity(k) No. (ft) (psf) (Degrees) (cm/sec) TP-1 5 - 7 110 36 1.1x10-5 TP-5 8 - 10 90 32 1.6 x 10-7 I P-7 I - 3 70 35 1.1 x 10-6 CONCLUSIONS AND RECOMMENDATIONS Based upon the results of this study, it is our opinion that the proposed construction of the equalization basin is feasible, given that the geotechnical recommendations are followed, and that the standard level of care is maintained during construction. Please note that the presence of weathered and/or unweathered rock, as well as moisture-sensitive soils wet of optimum for 8 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 compaction will impact the design and construction of the proposed development and associated costs. In addition, depending upon the final grading and utility design, costs associated from the removal of weathered and/or unweathered rock could be significant. A discussion of GTA's preliminary assessment and conclusions with respect to the proposed construction is presented in the following paragraphs. 1. Foundation Support In general, the proposed cast-in-place concrete structures including inlet and outlet structures can be supported on shallow spread footings. The medium stiff to very hard and medium dense to very dense native non-plastic soils are generally considered suitable for support of foundations using an allowable bearing pressure of 3,000 pounds per square foot (psf). Please note that higher allowable bearing pressures may be available if the foundations are bearing on or near the soft/hard weathered rock. This should be further evaluated in the field during final design of the foundations. A foundation bearing capacity analysis was performed on the proposed embankment. Based on a phi (4)value of 31.5 degrees from the laboratory testing and a soil unit weight of 110 pounds per square foot (psf), a factor of safety of 3.3 was calculated for the embankment,which exceeds the minimum factor of safety of 2.0. Depending upon the foundation bearing elevation, some undercutting and/or recompaction of any soft or very loose near-surface soils should be anticipated. However,this should be further evaluated in the field during construction. Footings should be supported on stable medium stiff non-plastic natural soils, or properly compacted structural fill as outlined in this report. New fill for support of foundations should be placed in accordance with GTA's site grading recommendations. Any soft, disturbed, or unstable soil present at the footing subgrade elevation should be excavated to a stable stratum. In addition, if rock is encountered at the foundation bearing elevation, a minimum of 6-inches of#57 washed stone should be placed between the top 9 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 of the rock and the bottom of the foundation bearing elevation to provide a uniform transition and prevent a"point load"condition on the footings. Over-excavation and replacement, if required, should be performed under the observation of the project geotechnical engineer or their qualified representative based on actual conditions encountered in the field at the time of construction. Bearing capacity evaluations should be performed using a combination of visual observation, hand-auger probing, and Dynamic Cone Penetrometer (DCP) testing. Concrete placement should be performed the same day the footings are excavated to prevent exposure and potential weakening of the foundation subgrade. 2. Site Grading Prior to the placement of fill in the embankment areas, where required, the existing subgrade surface should be stripped and grubbed to remove all existing trees, surface vegetation, topsoil/rootmat and other deleterious matter. The stripping thickness will be dependent on a variety of factors, including the soil moisture, construction traffic disturbance, weather during construction, and contractor care. As previously indicated, moisture contents from the various soil test borings ranged from 15.3 to 25.3 percent, with an average moisture content of approximately 18 percent. In addition, the natural moisture content of the Standard Proctor samples obtained at B-10, TP-1,TP-3,TP-5,and TP-7 ranged between 15.5 and 25.3 percent. Therefore, if plans are to reuse the excavation materials for structural fill,some moisture conditioning of the soils should be anticipated, especially if construction proceeds during winter months. To minimize the economic impact associated with poor workability and/or trafficability of wet subgrade soils due to moisture sensitive soils, GTA recommends construction during the dry season (summer/fall) to reduce the effort and cost required for drying of the wet soils. GTA recommends that a contingency be established for drying and/or over- excavating, chemical treatment, and replacing unsuitable soils. 10 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 After stripping, the fill subgrade should be proof-rolled with a loaded, 10-wheel tandem- axle dump truck. The proof-rolling should be observed by a geotechnical engineer or their qualified representative. Any soft or otherwise unsuitable soils should be dried and re- compacted or removed prior to placement of fill. No fill should be placed until the subgrade is approved by the geotechnical engineer. The liner cover soils must consist of non-plastic, silty sand with a friction angle of at least 34 degrees for long term stability. The maximum particle size should be limited to 6 inches in the embankment and 3 inches or less at the liner subgrade, anchor trenches,utilities and structural backfill. If this excavated material does not break down into particle sizes suitable for fill, a screening or crushing operation may be necessary. Off-site borrow, if required, should meet Unified Soil Classification System (USCS) designation SM, SP, SW,GP, GM, or GW and be approved by the Geotechnical Engineer. All fills should be constructed in maximum 8-inch-thick loose lifts and be compacted to the following specifications: TABE 4: COMPACTION SPECIFICATIONS Structure/Fill Location Compaction /Moisture Specification Below foundations, retaining walls, inlet/outlet structures, embankments, 95%of ASTM D-698 and within wall backfill or slopes Moisture: ± 3%of optimum steeper than 5H:1V All compactive effort should be verified by in-place density testing. New fills constructed on slopes steeper than 5H:1 V (horizontal to vertical) should be keyed into existing slopes for stability considerations. All fill slopes steeper than 5H:1 V should generally be placed as structural fill and be controlled and compacted to minimum densities as specified above. 11 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20,2021 GTA Project No.35200589 The slope on both sides of the proposed earthen dam embankment will be constructed with a 3H:1 V. The predominantly sandy silty and sandy silty with gravel soils are feasible for construction of the slope embankment. Based on preliminary global stability analysis and an assumed friction angle of 31.5 degrees for the soils along the slope,the factor of safety for the 3H:1V slope is greater than 1.5. 3. Difficult Excavation Based on the results of the field explorations, it is GTA's opinion that the majority of the excavations less than 8 feet below the existing grades can be made with conventional heavy excavating equipment. However, the borings indicate that soft/hard weathered rock (SWR/HWR) was encountered in Borings B-1 through B-15 at depths ranging from approximately 1 to 13.5 feet below the existing ground surface. The test pits were excavated through the soft/hard weathered rock to depths ranging from approximately 8 to 12 feet below the existing ground surface. The depth to, and thickness of the soft/hard weathered rock, rock lenses, seams, or bedrock, can vary dramatically in short distances,especially between the boring locations. Therefore, soft/hard weathered rock and/or bedrock should be anticipated during excavation in these areas. It has been our past experience in this geologic area, that materials having SPT N-values of less than 50 blows per 4 inches can generally be excavated using pans by first loosening with a single tooth ripper attached to a suitable size dozer, such as a Caterpillar D-8 or D-9. It should be noted that ripping is dependent on the equipment and techniques used as well as the operator's skill and experience. The success of the ripping operation is dependent on finding the proper combination for the conditions encountered. Excavation of the weathered rock is typically much more difficult in confined excavations, such as utility excavations. Jack hammering,hydraulic breakers,or blasting should be anticipated for materials having SPT N- values in excess of 50 blows per 2 inches, or at or near the level that auger refusal is 12 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 encountered. Test pits should be performed prior to construction to determine whether these materials can be excavated. On projects requiring ripping or jack hammering, a controversy sometimes develops as to whether the material can be removed by ripping or whether blasting is required. The project specifications and contract should be carefully prepared to reduce the potential for disputes and claims relating to excavation of very dense weathered or unweathered rock. 4. Subsurface Utilities The natural soils are considered suitable for support of below grade utilities;however,GTA recommends a minimum 6-inch-thick granular bedding to provide uniform support as dictated by site conditions or as required by local code. Based upon the results of the borings, GTA anticipates that the excavations may be accomplished using standard utility construction equipment to a depth of up to approximately 5 feet below existing grades throughout the majority of the site depending upon the size of the excavator utilized. However, auger refusal was encountered in Borings B-1 through B-15 at depths ranging from approximately 6.1 to 14 feet below the existing ground surface. Hydraulic breakers,or blasting should be anticipated below these depths. After the utility alignments and elevations are designed and prior to construction, test pits should be performed to determine if invert elevations can be achieved. Due to the potential for collapse of unsupported excavations, the utility contractor should be prepared to provide adequate earth support systems during utility construction. Compaction of the soils to the degree specified in the Site Grading section of this report may require that the soils be moisture conditioned prior to placement and compaction within the trench. If the excavated materials are wet of the optimum moisture content,they should be spread in thin layers and aerated by discing to within 2 to 4 percentage points of the optimum moisture. If soils are not dried, suitable borrow material will need to be imported from other areas of the site for utility trench backfill. 13 Report of Geotechnical Exploration—1 5 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 5. Surface and Subsurface Drainage Final grades should be established to provide adequate surface drainage away from the foundations. Groundwater was not encountered in the borings or test pits at the termination of drilling/excavation. The boreholes and test pits were backfilled at the termination of drilling/excavation for safety reasons. Please note that groundwater levels are likely to fluctuate due to variation in rainfall and other factors. It is GTA's opinion that excavations to depths of 10 feet or less should not be impacted by groundwater. However,groundwater or perched water may be encountered in excavations at greater depths, especially along any low-lying portions of the site. There is also a potential for perched or trapped groundwater to be encountered at shallow depths in localized portions of the site, particularly within granular soil seams underlain by less permeable material or at fill/natural ground interfaces. In the event that localized perched water is encountered,the contractor should be prepared to dewater the excavations. 6. Slope Stability Analysis A slope stability analysis was performed using"Rocscience Slide 2"software based on the design parameters supplied by the client and the existing soil engineering properties determined by laboratory testing. The required safety factors for various conditions such as normal loading (F.S.>1.5), quick drawdown (F.S.>1.25), and bearing capacity and sliding(F.S.=2.0)were analyzed and have been determined to meet the minimum required safety factors. In our professional opinion, the safety factors meet the minimum requirements for the current proposed conditions. Please refer to Table 5 for a summary as well as Appendix E for slope stability analysis models and output. 14 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 TABLE 5: Summary of Factors of Safety for Slope Stability Analysis Site Conditions Results of Slope Stability Minimum F.S. Normal Loading 1.55 F.S. > 1.5 Quick Drawdown 1.33 F.S. > 1.25 Bearing Capacity 3.30 F.S. = 2.0 Sliding 2.08 F.S. =2.0 7. Seepage Analysis A seepage analysis was also performed using"Rocscience Slide 2" software based on the design parameters supplied by the client and the existing soil engineering properties determined by laboratory testing. During this evaluation, a seepage analysis was performed to determine the phreatic surface, flow lines, and equipotential lines with the embankment and its foundation. The flow net and stability analysis were based on the maximum operating pool level with not less than five feet of clear water at the surface. Based on the laboratory testing, a hydraulic conductivity value of 1.1 x 10-5 cm/sec was used for the seepage analysis. The seepage analysis was used in conjunction with the slope stability analysis. Please refer to Appendix E for more detailed information regarding the seepage analysis. 8. Earth Pressure Coefficients Lateral earth pressures from retained soils will be imposed on any below grade walls. The following properties may be used in the design of walls subjected to lateral earth pressures. These properties consider in-place soils meeting the USCS classification of ML, GM, SM or more granular, or in the event of sloped systems, the backfill may consist of the on-site granular soil or imported aggregate backfill. Note that the use of on-site soils as backfill will result in higher lateral earth pressures than imported aggregate. The soils 15 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20,2021 GTA Project No.35200584 classifying as CL or more plastic should not be used as wall backfill, due their poor drainage and potential swelling characteristics. The plans should be very specific regarding the type of backfill that is permitted and the zone of backfill that is required. TABLE 6: LATERAL EARTH PRESSURE PROPERTIES On-Site Soil Dense-Graded Soil Property (ML,GM or more Aggregate Backfill granular) Moist Unit Weight,y 125 pcf 145 pcf Angle of Internal Friction,1 30° 42° Coefficient of Active Earth Pressure(Ka) 0.33 0.20 Coefficient of Passive Earth Pressure(Kr) 3.00 5.00 Coefficient of Earth Pressure at Rest(Ko) 0.50 0.33 Base Friction for Mass Concrete,tan S 0.35 0.55 Equivalent Fluid Pressure Without Surcharge 42 psf'ft. 29 psf/ft. (Unrestrained Top of Wall) Equivalent Fluid Pressure Without Surcharge 63 psf/ft. 48 psf/ft. (Restrained Top of Wall) 0.33 x surcharge 0.20 x surcharge Uniform Pressure from Surcharge Loads load in psf load in psf Hydrostatic water pressure *62.4 psf/ft *The below grade walls shall have measures to lower the water table below the foundation bearing elevation, which may include pre-fabricated drainage board or other appropriate drainage systems to prevent hydrostatic pressures on the walls. If the water level is allowed to rise above the level of the foundation or slab,the walls will need to be designed to resist hydrostatic pressures. 16 Report of Geotechnical Exploration—15 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 ADDITIONAL SERVICES We recommended that during construction of the subject project, a geotechnical engineer be retained to provide observation and testing services for the following items. • Review final site and structural plans to evaluate if they conform with the intent of this report. • Observe the proof-rolling of fill subgrade in the embankment areas prior to placing fill to evaluate stability. • Provide observation and testing during fill placement to evaluate if the work is being performed in accordance with the project specifications and intent of this report. • Provide observations and testing during fill placement. • Provide other special inspections as required for the final plans. LIMITATIONS This report has been prepared for the exclusive use of the City of Monroe in accordance with generally accepted geotechnical engineering practice. No warranty, express or implied, is made. The analysis and recommendations contained in this report are based on the data obtained from limited observation and testing of the surface materials. The borings and test pits indicate soil conditions only at specific locations and times,and only to the depths penetrated. They do not necessarily reflect strata variations that may exist between exploration locations. Consequently, the analysis and recommendations must be considered preliminary until the subsurface conditions can be verified by direct observation at the time of construction. If variations in subsurface conditions from those described are noted during construction, recommendations in this report may need to be re-evaluated. In the event that any changes in the nature, design,or location of the facilities are planned, the conclusions and recommendations contained in this report should not be considered valid unless the changes are reviewed and conclusions of this report are verified in writing. GTA Associates, Inc. is not responsible for any claims, damages, or liability associated with 17 Report of Geotechnical Exploration—1 5 MG Equalization Basin City of Monroe April 20, 2021 GTA Project No.35200584 interpretation of subsurface data or reuse of the subsurface data or engineering analysis without the express written authorization of GTA Associates, Inc. In accordance with the guidelines of Geoprofessional Business Association (GBA), it is recommended that GTA Associates, Inc. be retained to provide continuous soils engineering services for this project. Participation of GTA will facilitate compliance with GTA's recommendations, and allow changes to be made in these recommendations, in the event that subsurface conditions are found to vary from those anticipated prior to the start of construction. This report and the attached logs are instruments of service. If certain conditions or items are noted during our investigation,GTA Associates, Inc.may be required by prevailing statutes to notify and provide information to regulatory or enforcement agencies. GTA Associates, Inc. will notify our Client should a required disclosure condition exist. This report was prepared by GTA Associates, Inc. (GTA)for the sole and exclusive use of GTA Associates, Inc. and the City of Monroe. Use and reproduction of this report by any other person without the expressed written permission of GTA or the City of Monroe is unauthorized and such use is at the sole risk of the user. 35200584 GTA ASSOCIATES, INC. 18 APPENDIX A FIGURES '1504] LAce 1631 1006 I1758.I F kpy 00 • 1751 -. ar %firoe fXpj 1631 rneK 117681 Winga • 1760J Univer 1751 07581 Q Wingate 74 Fq 1963 Oo SP 4P L O' • APPROXIMATE SITE LOCATION N Base map obtained from Google Maps Monroe, Union County, North Carolina 2020 GTA ASSOCIATES, INC. 15 MG EQUALIZATION BASIN GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS 710 Peninsula Lane, Suite B SITE LOCATION PLAN Charlotte, North Carolina 28273 Ph. 704 553 2300 MONROE, NORTH CAROLINA Fax(704) 553-2400 JOB NO: DATE: SCALE: DRAWN BY: REVIEWED BY: FIGURE NO: 35200770 MARCH 25, 2021 NTS GTA JPW 1 IIIIIMIIIIII • -- It • MI imil :� TP`1 ►' fr. ' GTA ' to "1 i• - ASSOCIATES I 710 PENINSULA �p LANE, SUITE B •Il 4111h-8 ,+v CHARLOTTE. NC 1 I -'�- --_ ,1 28273 1 / (704) 553-2300 0 ! - il I I Atli' 3 1 (704) 553-2400 F -�P. (it / - f -10 1 ' 1 1 YJ j I1 1 1 ch-3 i 1 1 -14 • . � t" 1 . j ril 61%. i1 i, i , 1 �P-2 ' f �r,e- 4. _ »w4 ' '`mow / . ,d• i Bif-------L___ 1 B 15 I -12 �* i + T- .4 i TP-3 �t T P-7 O/�__ ' ' '-0' I. r ---- Pv6_ ^ i CTP-4 !___ ------ 1 CTP-5 EXPLORATION 1 LOCATION PLAN — ii.` .�, y �, --_ MONROE VWVI P ' �s iiip �� } • �` o EQ BASIN - t a` ',:`., " r M, r was. INDUSTRIAL �- •� DRIVE. �� MONROE, NC i • . DATE: • *t- - - N •;. April 12, 2021 LEGEND: FIGURE NO. 1 0 SOIL TEST BORING LOCATIONS (6/18/2020) 2 TEST PIT LOCATIONS (1 1/18/2020) ,-4 ...Jr _ ;y �'!' T _ ..,...-ors.-. ..;, `... r t • — �6.4)• , � - GTA - -_ �� f ASSOCIA ./.. TES ,� Fr.= 54 pr. .00 .. . . ,;,tee: _ .— r•ac7 --is+oa� _:�ti▪" 1��. ` +_ t- ��` , 1 710 PENINSULA itiimi ifttlf7,1(,--- - ____,,,,,„,_- 9,,, ----- . • , LANE SUITE B I isi {I'' —� I `— f i) CHARLOTTE, NC 28273 iji --- .�:- - -_ ' (704) 553-2300 0 I ' 11 �' - I I ,1 (704) 553 2400 F .r' f I I 'A' 400 - d°'•B-1(41 II l' ! IP './, 4,:,,.` 11 v ll 1 I - (..:*rp,,, 2' i i ._ �� ''B-9q .; : � i +�, •} ,B_V5 l t s I .el' I C ,rc 64 D_l -- TP-3 5 I o= TP-4 V T P-V 7 f SITE I . -- ---- � - I • ; '_-- -_- TOPOGRAPHIC v. "<<h Idt ‘1,404._`: �-= _-� - P-5 PLAN `�} -`` , _ i �_ �. ▪ i�,f MONROE VWVrP -- _ `y \.4.....90,40 - — ;..... EQBASIN - -\ -K. - 4 . - , .,/,$/j r r , ,- _-----..—, ,r,_t i14-.IA_4,11,, INDUSTRIAL S!I 4 i DRIVE, V.ra , _ MONRO C ^. •4- N II_ T > ;_ - DATEGO• -'-• April 12, 2021 LEGEND: FIGURE NO. 0 SOIL TEST BORING LOCATIONS (6/18/2020) 3 TEST PIT LOCATIONS (11/18/2020) APPENDIX B BORING AND TEST PIT LOGS NOTES FOR EXPLORATION LOGS KEY TO USCS TERMINOLOGY AND GRAPHIC SYMBOLS COARSE GRAINED SOILS MAJOR DIVISIONS SYMBOLS (GRAVEL AND SAND) MAJOR DIVISIONS BLOWS PER (BASED UPON ASTM D 2488) GRAPHIC LETTER DESIGNATION FOOT(BPF) )�U o` "N" GRAND 5 O GW EE GRAVELS � bS VERY LOOSE 0-4 GRAVELLY •' m• SOILS (LESS THAN 15%PASSING THE NO.200 SIEVE) •ii" G P LOOSE 5-10 i bi MORE THAN 50% •' MEDIUM DENSE 11-30 OF COARSE GRAVELS WITH j , : GM COARSE- FRACTION FINES DENSE 31-50 GRAINED RETAINED ON NO. SOILS 4 SIEVE (MORE THAN 15%PASSING THE NO.200 SIEVE) 1 GC VERY DENSE >50 MORE THAN 50% NOTE:"N"VALUE DETERMINED AS OF MATERIAL IS SAND CLEAN SANDS •: SIN LARGER THAN AND •, PER ASTM D 1586 NO.200 SIEVE SANDY .•' SIZE SOILS (LESS THAN 15%PASSING THE NO.200 SIEVE) `••''..'',. SP FINE-GRAINED SOILS (SILT AND CLAY) MORE THAN 50% SANDS WITH SM BPF OF COARSE FINES CONSISTENCY „N" FRACTION . PASSING ON NO. (MORE THAN 15%PASSING THE NO. SIEVE) SC VERY SOFT <2 4 SIEVE SOFT 2-4 SILTS ML - AND ��// MEDIUM STIFF 5-8 FINE LEAN CLAYS �/A CL STIFF 9-15 SILT OR CLAY �� - GRAINED (<15%RETAINED ON THE NO.200 SIEVE) LIQUID LIMIT VERY STIFF 16-30 SOILS LESS THAN 50 ----- OL OL - SILT OR CLAY WITH SAND OR GRAVEL — — HARD >30 MORE THAN 50% o OF MATERIAL IS (15/o TO 30%RETAINED ON THE NO.200 SIEVE) MH SMALLER THAN SANDY OR GRAVELLY SILT OR CLAY ELASTIC SILTS NOTE:ADDITIONAL DESIGNATIONS NO.200 SIEVE (>30%RETAINED ON THE N0.200 SIEVE) AND TO ADVANCE SAMPLER INDICATED SIZE FAT CLAYS CH IN BLOW COUNT COLUMN: WOH=WEIGHT OF HAMMER LIQUID LIMIT WOR=WEIGHT OF ROD(S) GREATER THAN 50 j%1//j%! 4/ OH HIGHLY ORGANIC SOILS PT SAMPLE TYPE DESIGNATION SYMBOL NOTE:DUAL SYMBOLS ARE USED TO INDICATE COARSE-GRAINED SOILS WHICH CONTAIN AN ESTIMATED 5 TO 15%FINES BASED ON VISUAL CLASSIFICATION OR BETWEEN 5 AND 12%FINES BASED ON LABORATORY TESTING;AND FINE-GRAINED SOILS WHEN THE PLOT SOIL SAMPLE S- OF LIQUID LIMIT&PLASTICITY INDEX VALUES FALLS IN THE PLASTICITY CHARTS CROSS-HATCHED AREA. FINE-GRAINED SOILS ARE CLASSIFIED AS ORGANIC(OL OR OH)WHEN ENOUGH ORGANIC PARTICLES ARE PRESENT TO INFLUENCE ITS PROPERTIES. LABORATORY TEST RESULTS ARE USED TO SUPPLEMENT SOIL CLASSIFICATION BY THE VISUAL-MANUAL PROCEDURES OF ASTM D 2488. SHELBY TUBE U- ADDITIONAL TERMINOLOGY AND GRAPHIC SYMBOLS GRAPHIC ROCK CORE R- DESCRIPTION SYMBOLS TOPSOIL .;,,; ,,,;-,,, ADDITIONAL WATER DESIGNATION DESIGNATIONS MAN MADE FILL DESCRIPTION SYMBOL GLACIAL TILL ENCOUNTERED DURING DRILLING 2 COBBLES AND BOULDERS 00.00°00°00r. o Q o o Q o UPON COMPLETION OF DRILLING DESCRIPTION "N"VALUE 24 HOURS AFTER COMPLETION 1 • NOTE:WATER OBSERVATIONS WERE MADE RESIDUAL ?'0'`:�'--` AT THE TIME INDICATED. POROSITY OF SOIL SOIL HIGHLY WEATHERED ROCK 50 TO 50/1" 4:::::4:;'.4::::;G1:4 STRATA,WEATHER CONDITIONS,SITE DESIGNATIONS n` 'Al','A:.:W TOPOGRAPHY,ETC.MAY CAUSE WATER MORE THAN 50 BLOWS FOR 1" 0 0 A A A LEVEL CHANGES. PARTIALLY WEATHERED ROCK OF PENETRATION OR LESS, A A AUGER PENETRABLE A A A A A REVISED JUNE 2009 TABLE 1 SUBSURFACE EXPLORATION SUMMARY 15 MG WWTP EQUALIZATION BASIN GTA JOB NO.35200850 Approximate Depth Approximate Approximate Boring Boring Boring Depth of of Soft/Hard Depth of Level of Cave-in Moisture No. Elevation Boring Weathered Rock Auger Refusal Groundwater Depths Content (AMSL)(ft) (ft.) (ft.) _ - (ft.) Depth(ft) (ft.) (%)/(Depth) B-1 510.441 7.4 6 7.4 Dry 4.7 16.1 (1-2.5') B-2 505.397 6.1 1 6.1 Dry 5 B-3 501.282 6.1 6 6.1 Dry 5.2 15.3(1-2.5') B-4 502.863 6.4 4 6.4 Dry 5.1 B-5 515.607 9.9 9.5 9.9 Dry 6.9 21.5(1-2.5') B-6 507.04 6.2 4 6.2 Dry 4.7 B-7 515.523 6.4 4.5 6.4 Dry 4.8 B-8 514.989 9.3 9 9.3 Dry 6.8 12.8(3.5-5') B-9 513.42 9.9 4 9.9 Dry 6.8 B-10 515.52 14 13.5 14 Dry 12.1 B-11 517.28 9.8 9.5 9.8 Dry 6.8 17.2 (3.5-5') B-12 518.649 6.7 6.5 6.7 Dry 5.6 25.3(3.5-5') B-13 515.414 6.8 4.5 6.8 Dry 4.8 _ B-14 513.968 9.8 4.5 9.8 Dry 7.8 B-15 515.185 7 4.5 7 Dry 4.6 Page 1 of 1 TABLE 2 SUMMARY OF TEST PIT EXPLORATION 15 MG WWTP EQUALIZATION BASIN GTA JOB NO.35200850 Approximate Depth Approximate Approximate Test Pit Test Pit Depth of of Soft/Hard Depth of Depth of Moisture No. Elevation Test Pit Weathered Rock Rock Refusal Groundwater Content (AMSL)(ft) (ft.) (ft.) (ft.) (ft) (%)/(Depth) 25.3(1-3') TP-1 503.206 10 N.E. N.E. Dry 21.8 (5-7') 25.3 (1-3') TP-2 496 11 N.E. N.E. Dry 19.8 (5-7') 21.1 (1-3') TP-3 516.525 8 N.E. N.E. Dry 20.1 (6-8') 16.9(1-3') TP-4 503.905 10 N.E. N.E. Dry 15.3 (3-5') 17.2 (1-3') TP-5 516.773 12 N.E. N.E. Dry 19.1 (8-10') 21.3 (1-3') TP-6 520.057 12 N.E. N.E. Dry 19.2 (7-9') 22.3(1-3') TP-7 519.945 12 N.E. N.E. Dry 21.2 (3-5') 23.3 (7-9') N.E. = Not Encountered Page 1 of 1 LOG OF BORING NO. B-1 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 4.7 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 510.441 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY A.B. SAMPLING METHOD: Standard Penetration Testins CHECKED BY: J.P.W. 0 w} w e Z x U� am 0 I a- aco 0 x 0 o aiz <°- <0 < > w = � >- co O W U Z CO U' DESCRIPTION REMARKS 510.4 0 510.0 \ TS \Topsoil(5") S-1 0.4 16 4-7-17 24 - ML Brown,moist,very stiff,sandy SILT same, hard S-2 3.5 16 7-15-22 37 5- 504.4 HW Brown,dry, hard,Soft Weathered Rock S-3 6.0 14 17-22-50/5 100+ _ 503.0 BORING TERMINATED AT 7.4 FEET UPON AUGER REFUSAL 10- 15— 20— 25 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY . . LOG OF BORING NO. B-1 1 - ASSOCIATES, INC. 710 Peninsula Lane,Suite B Charlotte.NC 28273 Sheet 1 of 1 LOG OF BORING NO. B-2 Sheet 1 of 1 PROJECT: City of Monroe WTP WATER LEVEL(ft): sz DRY W PROJECT NO.: 35200850 DATE: 6-18-20 i PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 5.0 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 505.397 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. u, c a - am ax a1- aco O x Cl) am QD <m <o Q� 0 < w Cl) g - U)Z cn o to o w 0 z W 0 O N CC CO W DESCRIPTION REMARKS 505.4 0 TS Topsoil(6") 504.9 S 1 0.5 8 28-50/6 100+ - HW *A. Gray,dry, hard, Soft Weathered Rock 1.4.L I ;A 4Y i HW - same S-2 3.5 2 50/3 100+ AA yLxL 5— o...o 499.4 A S-3 6.0 .5 50/1 100+ 499.3 1 PW \ Gray,dry, hard, Hard Weathered Rock BORING TERMINATED AT 6.1 FEET UPON AUGER REFUSAL 10- 15- 20- 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-2 L ^ _' V ASSOCIATES, INC. � � 710 Peninsula Lane,Suite B Charlotte,NC 28273 Sheet 1 of 1 LOG OF BORING NO. B-3 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 5.2 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 501.282 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. a) _ C t W d' W W y W E Z U J J W dJ J - co<: < < a�oaa- I W Oa- (/ Z V) qo Z 00 W DESCRIPTION REMARKS 501.3 0 TS d;;-;,"° Topsoil(8") 500.5 ML Brown,moist,stiff,sandy SILT S-1 0.8 16 6-7-8 15 same, hard S-2 3.5 16 6-13-22 35 5- 495.3 PW . Brown,d hard,Soft Weathered Rock S-3 6.0 1 50/1 100+ 495.2 -1 1 dry BORING TERMINATED AT 6.1 FEET UPON AUGER REFUSAL 10- 15— 20— 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-3 ASSOCIATES, INC. 710 Peninsula Lane.Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-4 Sheet 1 of 1 PROJECT: City of Monroe WTP WATER LEVEL(ft): DRY W PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 5.1 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED 6-18-20 GROUND SURFACE ELEVATION 502.863 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER Zack Kiker EQUIPMENT: CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testin, CHECKED BY: J.P.W. N C Q) L U J W W J W C N U) =O am ax a aco 3 2 U o.co 22 2F 2 j o I f- cn < <D < <0 < a > a; D (Y> v)z to cn w m 0 Z 1-1-1 c7 cn m W DESCRIPTION REMARKS 502.9 0 1.4 TS a',-. Topsoil(7") 502.3 ML Brown, moist,very stiff,sandy SILT S-1 0.6 16 6-8-18 26 499.4 - HW "4 Brow,dry, hard,Soft Weathered Rock S-2 3.5 5 28-50/5 100+ o n 5— :qsi 496.5 HW ,� same S-3 6.0 .5 50/4 100+ - BORING TERMINATED AT 6.4 FEET UPON AUGER REFUSAL 10- 15- 20— 25— 30— NOTES GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-4 ^ - ' w ASSOCIATES, INC. 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte,NC 28273 LOG OF BORING NO. B-5 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 6.9 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 515.607 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. a) C L w ct w r w } w E x Z x U W J J J.- am 0- a dm <D < I- <o 3 . mZ v)LLI o W �o Z J 0 0m CO w DESCRIPTION REMARKS 515.E 0 '\ TS t Topsoil(2") S-1 0.2 13 6-8-14 22 515.4 - ML Brown,moist,very stiff, sandy SILT same,hard S-2 3.5 16 13-23-34 57 5— same S-3 6.0 16 30-36-38 74 - 507.1 HW ?••'�'''‘ Brown,dry, hard, Soft Weathered Rock S-4 8.5 16 22-31-50/5 100+ .4. 505.7 10— BORING TERMINATED AT 9.9 FEET UPON AUGER REFUSAL 15— 20 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-5 I ASSOCIATES, INC. 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte,NC 28273 LOG OF BORING NO. B-6 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 4.7 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 507.04 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. w C L �^ U O J El z am ax Q- Q-o 3 O x U am z w N 0 > w = cc ai 0 0 O z J 0 (7 CC CO w DESCRIPTION REMARKS 507.0 0 TS 61 ", ,Topsoil(5") 506.5 S-1 0.5 10 4-4-27 31 - ML Brown, moist, hard,sandy SILT 503.5 HW Q Brown,dry, hard,Soft Weathered Rock S-2 3.5 6 21-50/4 100+ .404 5— qt}. 500.8 n A, same S-3 6.0 2 50/2 100+ BORING TERMINATED AT 6.2 FEET UPON AUGER REFUSAL 10- 15— 20— 25— 30- NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-6 ;oomonom n T - ASSOCIATES, IN C. 11.11 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-7 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 4.8 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 515.523 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. a) J W J J} u C Z U J �u p cn IC) MM MI M Map 22 2H 2 j 2(). O H F- (Co) 11 <D QW Qp Q, a w CCr V)Z (�a cn w cn o Z 1-1-1V) 00 W DESCRIPTION REMARKS 515.5 0 TS a ,Topsoil(6") 515.0 - ML Tan,moist,very stiff,sandy SILT S-1 0.5 15 9-11-10 21 512.0 _ HW ?'+? Tan,dry, hard,Soft Weathered Rock 5-2 3.5 16 35-27-50/5 100+ p a 5— .q,G 509.1 c A, same S-3 6.0 3 50/5.5 100+ - BORING TERMINATED AT 6.4 FEET UPON AUGER REFUSAL 10- 15— 20— 25 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-7 ASSOCIATES, INC. V 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-8 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY A PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 6.8 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 514.989 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT CME 550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. a) L U J W J J J C -Er, (n x O am am a a (o 3 x U am Q) am <0 LjJ Q3 a j w �> m z (n o cn 0 cn m Z w c7 m DESCRIPTION REMARKS 515.0 0 ML Tan,moist,very stiff,sandy SILT S-1 0.0 16 7-9-11 20 same, hard S-2 3.5 14 16-22-43 65 5— same S-3 6.0 16 17-33-44 77 - 506.5 %.A•Z rWeathered R k HW Tan, dry, hard. Soft Roc S-4 8.5 3 27-50/3 100+ 505.7 BORING TERMINATED AT 9.3 FEET UPON AUGER 10_ REFUSAL 15- 20— 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-8 �^ � ' ASSOCIATES, INC. 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-9 Sheet 1 of 1 PROJECT. City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-17-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 6.8 DATE STARTED: 6-17-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-17-20 GROUND SURFACE ELEVATION: 513.42 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: D-50T DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. N W W r W} W C z co _U J J W J� - J - y = dm mm d dco O _ m a 2 a s Q> � �`� . a - D cn Z m OU rn0 Z w 0 OW W J J CO W DESCRIPTION REMARKS 513.4 0 \ TS \Topsoil(3") S-1 0.3 16 3-4-3 7 513.1 - ML Red, moist,medium stiff,sandy SILT S-2 3.5 9 19-50/5 100+ 509.9 HW a a - Red,dry, hard,Soft Weathered Rock X.;`.4Jz 5— 507.4 ^ ML Brown,moist, hard,sandy SILT S-3 6.0 5 20-33-29 62 - 504.9 - HW ?'" Brown,dry, hard,Soft Weathered Rock S-4 8.5 13 7-30-50/5 100+ �..4. - 503.5 10— BORING TERMINATED AT 9.9 FEET UPON AUGER REFUSAL 15— 20— 25 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY ^ ASSOCIATES, INC. FLOG OF BORING NO. B-9 — 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-10 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY Ar PROJECT NO.: 35200850 DATE: 6-17-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 12.1 DATE STARTED: 6-17-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-17-20 GROUND SURFACE ELEVATION: 515.52 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: D-50T DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. C L U e z e.... 0 J am ax aw Q.. 3 O i U am QD Qd Qp Q� a < w D cC> wZ (/) U)U toO Z w o (�(n W w W DESCRIPTION REMARKS 515.5 0 -\ TS " J \Topsoil(3") S-1 0.3 18 6-9-11 20 515.2 - ML Brown, moist,very stiff,sandy SILT same, hard - S-2 3.5 16 16-27-26 53 5- - same S-3 6.0 18 12-21-29 50 _ same S-4 8.5 17 18-22-30 52 10— S-5 13.5 4 50/6 100+ 501.5 H Brown,dry, hard,Soft Weathered Rock BORING TERMINATED AT 14.0 FEET UPON AUGER 15— REFUSAL 20— 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-10 a^ .7' 7 ASSOCIATES, INC. 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte,NC 28273 LOG OF BORING NO. B-11 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY s PROJECT NO.: 35200850 DATE: 6-17-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 6.8 DATE STARTED: 6-17-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-17-20 GROUND SURFACE ELEVATION: 517.28 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: D-50T DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. C L wix W J } z Jn mam a2 a <- < <1- < 0 <m a aco ¢ >-D . .n .0 .0 Z CD J �m m "' DESCRIPTION REMARKS 517.3 0A TS Topsoil(3") S-1 0.3 16 8-11-23 34 517.0 - ML Brown, moist, hard,sandy SILT same S-2 3.5 16 16-23-36 59 5 same S-3 6.0 18 32-31-39 70 _ 508.8 _ HW �` Brown,dry, hard,Soft Weathered Rock S-4 8.5 13 18-34-50/4 100+ a,4 507.5 10_ \A� BORING TERMINATED AT 9.8 FEET UPON AUGER REFUSAL 15— 20— 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY Gam;w ASSOCIATES, INC. LOG OF BORING NO. B-11 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-12 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY v PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 5.6 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 518.649 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER. Zack Kiker EQUIPMENT: CME550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. C L U O J am aI -- at 3 —0 x 0 n_ 22 2 ,1- 2> 20 0 H a m <� �z co �o �O z w p Ocn CO W DESCRIPTION REMARKS 518.E 0 TS >)" Topsoil(7") 518.0 ML Brown,moist, stiff,sandy SILT S-1 0.6 10 4-4-5 9 same S-2 3.5 10 4-6-9 15 5— 512.6 S 3 6.0 6 45 50/3 100+ 511.9 HW A/ Brown,dry, hard,Soft Weathered Rock BORING TERMINATED AT 6.7 FEET UPON AUGER REFUSAL 10- 15— 20— 25— 30— NOTES. GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGYtar LOG OF BORING NO. B-12 ^ • 7- ASSOCIATES, INC. 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-13 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 4.8 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 515.414 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. C N L J W J J } J C z 5 U J am a x a a,o m = D Q a Q 0 Q N 0 < a coa D V)Z (n 0 0 tQ 0 Z > OW 111 CC m W DESCRIPTION REMARKS 515.4 0 T Topsoil(5") 514.9 ML Brown, moist, hard,sandySILT S-1 0.5 16 11-14-28 42 511.9 - HW ].!',C Brown,dry, hard,Soft Weathered Rock S-2 3.5 14 13-45-50/3100+ d'�? Q c 5— same S-3 6.0 8 50/4 100+ 508.6 BORING TERMINATED AT 6.8 FEET UPON AUGER REFUSAL 10- 15— 20— 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY LOG OF BORING NO. B-13 12 ASSOCIATES, INC. / 710 Peninsula Lane.Suite B Sheet 1 of 1 Charlotte.NC 28273 LOG OF BORING NO. B-14 Sheet 1 of 1 PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 7.8 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 513.968 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER Zack Kiker EQUIPMENT CME550X DRILLING METHOD Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. C N J W J v 2 U J a m a = a m a m 3 O I 0 a m 2 2 2 r j 2 0 F= F- w aiz ail go cQn� > w (D� ❑ w O Z J ❑ r m W DESCRIPTION REMARKS 514.0 0 TS ,Topsoil(5") 513.5 S-1 0.5 18 7-11-19 30 - ML Brown,moist,very stiff,sandy SILT S-2 3.5 15 18-34-50/6 100+ 510.5 HW "!Paz' Brown,dry, hard,Soft Weathered Rock La.;G 5— s.o;r 508.0 ^" ML Brown, moist, hard,sandy SILT S-3 6.0 17 28-45 45 505.5 _ HW .z Brown,dry, hard,Soft Weathered Rock S-4 8.5 12 14-20-50/4100+ q..4. 504.2 10— 'Vt. BORING TERMINATED AT 9.8 FEET UPON AUGER REFUSAL 15— 20 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT 11111 GEO-TECHNOLOGY LOG OF BORING NO. B-14 11^ ASSOCIATES, INC. 710 Peninsula Lane,Suite B Sheet 1 of 1 Charlotte,NC 28273 LOG OF BORING NO. B-15 Sheet 1 of 1 AC PROJECT: City of Monroe WWTP WATER LEVEL(ft): DRY PROJECT NO.: 35200850 DATE: 6-18-20 PROJECT LOCATION: Industrial Drive, Monroe, N.C. CAVED(ft): 4.6 DATE STARTED: 6-18-20 WATER ENCOUNTERED DURING DRILLING(ft) DRY DATE COMPLETED: 6-18-20 GROUND SURFACE ELEVATION: 515.185 DRILLING CONTRACTOR: HPC DATUM: AMSL DRILLER: Zack Kiker EQUIPMENT: CME550X DRILLING METHOD: Hollow Stem Auger LOGGED BY: A.B. SAMPLING METHOD: Standard Penetration Testing CHECKED BY: J.P.W. C L u= w �_ L } u c z U J O. a = Q i10 3 — I o am aD <- ap ¢3 o > w co cc>- v)z ()� rnw �� Z J (.ov) cc 00 L DESCRIPTION REMARKS 515.2 0 A TS '' \Topsoil(4") S-1 0.3 4 2-3-4 7 514.9 - ML Brown, moist, medium stiff,sandy SILT 511.7 S-2 3.5 16 15-42-50/6 100+ - HW 4;o Brown,dry, hard,Soft Weathered Rock a.4.z 5— ?�Q- •A4 oo. same 0'E S-3 6.0 10 34-50/5 100+ 508.2 - .n .� BORING TERMINATED AT 7.0 FEET UPON AUGER REFUSAL 10- 15— 20— 25— 30— NOTES: GROUND SURFACE ELEVATIONS WERE SURVEYED AND PROVIDED BY CLIENT GEO-TECHNOLOGY W Ann_JLA alb IN.^ T�7- ASSOCIATES, INC. LOG OF BORING NO. B-15 a 710 Peninsula Lane,Suite B Charlotte,NC 28273 Sheet 1 of 1 Summary of Test Pits-City of Monroe WWTP Depth Below Location Ground Soil Description Surface(ft) 0-0.3' TOPSOIL (4") TP-1 0.3 -4.0' RESIDUAL: Light brown to light red silty GRAVEL 11-18-20 (GM)with sand 4.0- 10.0' Tan brown silty GRAVEL (GM)with rock fragments Test pit was excavated to a depth of 10.0 feet. 0-0.2' TOPSOIL (3") TP-2 0.2- 11.0' RESIDUAL: Tan brown silty GRAVEL (GM) with rock fragments 1 1-18-20 Test pit was excavated to a depth of 11.0 feet. 0-0.3' TOPSOIL (4") TP-3 0.3 -4.0' RESIDUAL: Light brown silty GRAVEL (GM), with 11 18-20 sand 4.0-8.0' Tan brown silty GRAVEL (GM)with rock fragments Test pit was excavated on WEATHERED ROCK at a depth of 8.0 feet. 0-0.4' TOPSOIL (5") TP-4 0.4-4.0' RESIDUAL: Tan brown sandy SILT(ML) 4. 0- 10' Tan brown sandy SILT(ML),with rock fragments 1 1-18-20 Test pit was excavated to a depth of 10.0 feet. 0-0.2' TOPSOIL (3") P-5 0.2-5.0' RESIDUAL: Light red SILT(ML)with sand 1 1 18-20 5.0- 12' Red brown sandy SILT(ML)with rock fragments Test pit was terminated at a depth of 12.0 feet. 0-0.2' TOPSOIL (3") TP-6 0.2- 12.0' RESIDAUL: Tan brown sandy SILT(ML) 11-18-20 Test pit was excavated to a depth of 12.0 feet. 0-0.3' TOPSOIL (4") TP-7 0.3 - 5.0' RESIDUAL: Tan Brown sandy SILT(ML) 1 1-18-20 5.0 - 12' Tan brown sandy SILT(ML), with rock fragments Test pit was excavated to a depth of 12.0 feet. Page 1 APPENDIX C PHOTOGRAPHS City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 1 4' 4_ �,� v- a':�*c' ,,. irk . Y Photograph 1: Picture of the location of Test Pit TP-7. . r"' yy ._, •`i. ` r�• 1. ...f 1. , l-\. `.y' I. /--Notif , ,, 1► x v� ' � 1 „a t+ �, .p i. �1 ., / ,.. 'RjR, , f Photograph 2: Test Pit TP-7. 1 City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 2 • ... �z�, ems-- ,salt • �4' 4-% v _ f 2'n .•fir - c' l" Ptitillitit, - "mo. 'i t-•-*1'`F __- `4',--'-� �•..,A • • y a f _...mow. ii F _ .. 1 o -. -t\ Photograph 3: Test Pit TP-7. \ \ ' , .0 ' , --• t - ,7pyri. / ..,-. :, f..0 ,...gt je*, • �_-; �::_... 2, —� if . � ' ;.:.... Vim. a1t C � y � \ s6 --. '6s c 4i en _ .. Lys ` } '.."11.11. -7 ,-J _-fin` 3,�s-�►- �"� yam' _ Al-0 ' t. 44 M. Photograph 4: Test Pit TP-7. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of'Photographs:November 18, 2020 Page 3 ,y4 - _ '_ r- -_ '.ik. .jcAs-�;_ .mot ..�-.may • - � � ate- - • Photograph 5: Test Pit TP-6. 1 f t YF h Q.1 h ` $"-- ,t ! r pi, J .. 1.-�A +lL.ir a i t 'Ll.- S�! viz +r - i-3-,I. . - ''t-. ...,` ,ems:y .':, X , '‘'"7`_ .+ .. 'A,. illkto .,,c, fi • s < -. .,- _ - +... - .tc usna a zsy •>.- • Photograph 6: Test Pit IP-6. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 4 t ✓ . - C ! •.. 'fit - _._ , - ul P _ i - •`�-� j (,i Y .µ. aj .. .. 1... i - yet -- ..„..." / ' .... t _ i Photograph 7: Test Pit TP-5. . � t > .. .. .jam - 'M<rs- 3.YirR. ��. _ J r -. �: .....001% • 14 likit Photograph 8: Test Pit TP-5. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 5 - -� 's- .,a�.ri _ �- _ T —- 5 kilt,.:i'jF" ,. .. I - M1+; ` Ns T 411.41. - , .'P•if, -',r.fi '''''..-V.• -..s...--..:',N. .- -'411'se'''. , rlts:j1;et• •sl,• il Photograph 9: Test Pit TP-5. s. . •41.--...-..-- 1 11 fitlipilfi?-ti-'.1---1. - .• i ii _.t1F4-ate, -- y r _ s -- ='M "tea, 1 IF. yip Yam.15"�... _ .' F< r- „`.�•- Photograph 10: Test Pit TP-3. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 6 0 ix_ A7rft 1: a �_ s !� a,,. ....1° 3s y i S * r _ '. �A 610imr- e-- . . g- B c Ig IWO Photograph 11: Test Pit TP-3. -. _ - , t - r / a ,, .. i,, :,.., -;-_,•- - rofr tr _ „_1 - , * r / / , - f rPhotograph 12: Test Pit TP-4. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18,2020 Page 7,-• .Y 'til,,t-:11,„ ' '‘O'I, @A' t i , i , , ,. i -,\ 118,t, ` + , . -'1 ' "_ ..3 ., .. i y "i4 t) .1, !t'' if 1 i . . P .m, , -�, ♦ .✓ i0 " —R »» SJ� ,ta r. .r+• - 3 4 tf ,�m f Y _ 4„ r f^� 144k .,� _h r ' re !p K. - .\ :s °•• ma's , Photograph 13: Test Pit TP-4. ." 4 _"`• ' _+. vim, _ � :� - - .. IM - — _ -..r_ -_\ A ;, .�' „� - a ' .`'`t.� fix. om. Photograph 14: Test Pit TP-3. i City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 8 _ t- _ -*'-- "a► "'"" 144 �. y� ' -ip y 3+. lacy.'!"._._ , _ Photograph 15: Test Pit TP-3. x ' ! i "+ e` 11,it`, g ` 1 t -' I ' .er -, _tl. 1,.... 1 1 7"...IP' f 1 i "lc %, i A 1•,;-‘ tti 1 ' i i t , -. f 4 0''' _ I.rf o , .sic # ' �• - •,S � � ___ rya _ y1+�a-3- �_�t.�'- r � .•�'-.: 1..'� �-a..s-_ �,ge�lar-'` �� + b.�r Via'-.:,,,;WT.- .,,,.---ygib. -^�1 "-a =s4. 'v� A, ''..' f... "•�'4"'.; r•tr.-. ) _t.. 'A.. _ icy .F ' - �� y. .�� ,�9,� • -�a J 1+^ �`+� _,Y• 4 y ,;: I 49 • -� r • ems-- _ O.� ` --44. N , , ms z axue.- M. s , -- Photograph 16: Location of Test Pit TP-2. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs: November 18,2020 Page 9 . , . ,b ."; ' i ii„,, T , soif , . 'tit.- , ./4. (,„4 0 ,.:. 1 v, - -.. ' i . f ;,p i • I •ill 1 1 ,.1 A , • It 4 1 flil, II!! 1,i t 4 , 1 I IL, \ i. ,t t._ , • ! ..ig, it-k J 1 ' if 4 i 4 ti,..1 , 1 4' 1 r f_i ie' i,. . ti 1 1 i ‘i 3.-10 i' ''• s . 10.,, r V :1E 1 ' 4 4 • l' ... r ,7• 1 4 '1 ' i 1 r • i ,i'4 ' :-Z %, Ii A ..• . t - • , , .-- - ,- - . , --,-;::- •''. **- - -., --,- ...,...-.-.....,„,..1",-,:,.. - z...--.w•-" • •... 1.' -.:21.,.- - "`z- • -, ..". - - t-. - iv,- , •-, ''.- ,Or• a' -'',1'-. gJ,. 1.:',..fo•_:::a4 NI.-.- ' .:',„-''_.. '''-''r:,-*, -1'4---1;i'm'''''' -, ,, 1 t- ' ... =', ----..;„,- ; ,-n, ' „:11-fi&lic ; n,----'; • , L...,...;.;....,_ ....,,.,_ • ,i'''',e-7 f'''.. 1.-"''' - ''''' -- .A.' ? 411j"..: 7,,,,,T"'-1,11„. . -,..,,,.4'. , f•--,!,, 1,,,,.afr . „,,,47,,r7'-%'' ..ti ._ 40.1.0PWA'S.r'..4-itt7-..e. .',.*:...41kkt.,-e,- .;--4..-_,.7-1,..i.--•-,A , -41f . ,.v., ,-•-'''''-,-1- .., -'-';`' als"..-,''';' -• ''.:-Z.7,,...'-';',- J --'s''''-'- -*,..-' -4- .- 'ili; 4 "go'' " 4.4-'' ...- ,.741131.4k, 44**,4 -clar '''•'' •-. , ,r- ...„--,,.:r 7,- „„*„.,',e-' ,14, 4, __. . ;‘*;44IFIrb.7'4?-1:7--•-• .7- --", *-- -.. - ' -'- .-=` -it"' '. ' ' . r. .. ' ,,, ,, . .,,..,b '.--"--.-_,,,..-„a 4 ,, '' ,,- - • ''-'''''-',-._ ."4-,..-4.4*',". Photograph 17: Test Pit TP-2. ' r , - #k .7 7, 7.24 3 , .1 's , _ • • ' f` "4 '',..4,' t i ii,t 1 ,, , 1 r . , , ., _ 4 4:4-, k%., A ilk Li ' ' - t A lit "- . F- it ti i if; ., .4 ,•,_ t . : A -, , -, 41, , ; ..,._ ._.. , ... _, - 3,•:-? .,_, .1 tr, --,4111.0/7.--10 .......z w2 „.. ..,,o, cp. ii.5,F ,,,.. „Li tx .,,,••_:., kt,. - -- :•,, — 4 ,..• .p,.. .A.41, ,°' '',, i ' - 4' - C4 ,.. ./' ,, - i 41`;'1 41- I At- ._ . -• . -----z • 4 t,1; . ' — ' -4 t • '' ,,'et i ,•411• t - -•• ' '''. '"` . ..-... ......r .- pi,lp .... , -- -1.....f" . .... , ..... ' 161 '-'%. V; ; -7., a 4 71 I.-1 - - - -4-""`-'- •• , --...."2"...- .,,,glik ........? - • •* --. .....-- -„:,.... '' -t-'.7-..,-,..'-, _,.., oti ... .--.•_„:* 4,_„,.„. ....-- .2..‘.-_, .-'.7 ,- 74 '' —' - - N.Z. •-_ ,, - -'' . 4, :4 • ,. 4 .14-1. -: ;,* ' .13 A - , . . ' • '''' , 44.4'r''.,f•---a, ' : .--X'•-- ' 44•41,,,.. ,Z,4:iirr-7.-V.7 la--4 ri-,-4. ,., •'",. ,' 'V, ,.--T , _. Alp -,.. ,...„ . , ....- Jr..-- v.„, -- Photograph 18: Test Pit TP-2. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 10 =.i? '4,. x ti .? t'=�~�aa�,� a is - � � ��'��__ ,�,;.... ,,,• - ,.,..,""` "' r as -rt' Photograph 19: Location of Test Pit TP-1. 4 • T!'�1, a . i qr ,i�r '. r', 3 4 tf r *• 7 r' 4 eft .44 i �{3 .i�.. , `t.: t 1 - +.. 24 4 VK 1. 4 .,d a ',tq,"^e. C a�1 W t" , • ' �'" - -C h'r-�_""'_moo s ...' , : .r� u :a :4 Photograph 20: Test Pit TP-1. City of Monroe Re: WWTP EQ Basin Test Pits-Monroe, Union County,N.C. Date of Photographs:November 18, 2020 Page 11 t ! \,,,,., 4-, ''' ' ' , 1 t i 1�= Nit , . 1 Tom- t- , - � y �, 't . L Y 4 t! N.***40,4V -iiia„, . -* • r �, tie; ' =.f.,.�-.. x Mks. 4 'a' '"„-x..x=- +„ Photograph 21: Test Pit TP-1. ,. :m r. • -,. s .4 ar 'Sea .'°" k. - ' :^ '' -, -�' ` Cl t{ .. `- #h - -YS'. ''JET J - - y — 16'e:xs? S .,:.t't' ,ac: s - "t '.i•-.:.Y'•'.y 4� - ♦- �� Photograph 22: Test Pit TP-1. APPENDIX D LABORATORY RESULTS LIQUID AND PLASTIC LIMITS TEST REPORT - ASTM D4318 60 Dashed line indicates the approximate upper limit boundary for natural soils 50 40 w 0 z >- H 30 U g o_ � O 20 -- - o� G\' 0 -o 10 a3 A N __ _ • JL 1 MH or OH N • 0 co- 0 0 10 20 30 40 50 60 70 80 90 100 110 N N LIQUID LIMIT 0 N J MATERIAL DESCRIPTION 1 LL PL PI %<#40 %<#200 USCS o• (GM)Light Brown SILTY GRAVEL with SAND. 40 31 1 9 36.8 31.6 GM v■ (ML)Light Red SILT with Sand. 31 28 3 77.9 70.8 ML 0 (GM)Light Brown to Light Red SILTY GRAVEL with -a• SAND. 36 29 7 50.8 47.6 GM ♦ (ML)Light Brown Sandy SILT. 40 35 5 57.8 52.2 ML C (U E 7 Project No. Client: Hazen and Sawyer Remarks: E Project: WWTP Eq.Basin a a•Location:TP-3 Depth:S-3 Sample Number: 2 o ■Location:TP-5 Depth:S-1 Sample Number: - ♦Location:TP-1 Depth:S-1 Sample Number: I t •Location:TP-7 Depth:S-2 Sample Number:4 a o. cn __ _ GEO-TECHNOLOGY i; ASSOCIATES,INC. (n 11280 Perk Center Dnve.Suite A Q Laurel.MC 20707 Figure Tested By: SC _ Checked By: Particle Size Distribution Report � m o 0 0 p 0p o�pp S a 8 ,; i-t N w .. i+I it V it ik # it # 100 1 1 I I 90 i r 80 70 -I ' ... . . . C W 60 . ' Z W i i i W 0 CC I I W 40 a + i i . I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I 30 I 1 I I 1 1 I I 20 - - .- 10 ao I M V 0 O 100 10 1 0.1 0.01 0 001 0 m GRAIN SIZE-mm. r` %+3„ %Gravel %Sand %Fines N Coarse Fine Coarse' Medium Fine Silt I Clay 0 8.5 4.3 3.2 47.6 c SIEVE PERCENT SPEC.* PASS? N Soil Description SIZE FINER PERCENT (X=NO) (GM)Light Brown to Light Red SILTY GRAVEL with N 3/8 82.6 SAND. cN #4 63.6 -i- 0 #10 55.1 Atterberg Limits #40 50.8 PL= 29 LL= 36 Pl= 7 NM= iCi #40 50.8 25' v o #80 49.5 Coefficients ai #100 49.0 D90= D85= 060= 3.8148 #200 47.6 D50= 0.2434 030= D15= Ti D10= Cu— Cc- c > Classification E USCS= GM AASHTO= A-4(1) ERemarks `C 1 a) n w (no specification provided) c 0 Location:TP-1 as ,0 Sample Number: 1 Depth:S-1 Date: 12/9/20 n GEO-TECHNOLOGY Client: Hazen and Sawyer w r _11 ASSOCIATES, INC. Project: WWTP Eq.Basin 14280 Park Center Drive,Suite A Q Laurel,MD 20707 Project No: Figure Tested By: SC - Checked By: MOISTURE DENSITY RELATIONSHIP TEST REPORT 115 110 I I I- I I I I I 1 i 105 - I 1 1 I IFF I i 17.4% 101.3 pcf -0 P 100 \` L ao M 0 95 c N - ZAV for O Sp.G.= co 2.50 N• 90 4 9 14 19 24 29 34 0 ci Water content, % N 0 Test specification: ASTM D 698-12 Method B Standard N • Elev/ Classification Nat. %> %Sp.G. LL PI 13 Depth USCS AASHTO Moist. P 3/8 in. No.200 U .E S-1 GM A-4(1) 25.3 2.50 36 7 17.4 47.6 a m TEST RESULTS MATERIAL DESCRIPTION E Maximum dry density= 101.3 pcf (GM)Light Brown to Light Red SILTY GRAVEL with SAND. n Optimum moisture= 17.4% oProject No. Client: Hazen and Sawyer Remarks: Project: WWTP Eq.Basin Representative sample from Test Pit 1. Date: 12/10/20 n Location:TP-1 Sample Number: 1 ASSOCIATES, S TECHNOLOGY ASSS OCIATES,INC01 " . l 14280 Park Canter Drive.Suite A Laurel.MD 20707 Figure Tested By: SC _ _ Checked By: Particle Size Distribution Report o yy 0 8 :18 [p c'l N C n .. 4 # # # # # # # :u 100 1 I I 90 , I I , I I I 80 , , 70 ._j_.. CC W 60 — , — Z , z UJ CC w 40 1 . + - - + , , I I I I I , , \ I I , I , I — 30 -- , 1 i 20 . , , , , 10 , I ri v 0 0 100 10 1 0.1 0.01 0.001 -c c GRAIN SIZE-mm. %+s„ %Gravel i %Sand %Fines N Coarse Fine Coarse1 Medium Fine Silt 1 Clay 0 9.5 j 10.8 5.2 31.6 N SIEVE PERCENT SPEC.* PASS? Soil Description 0 SIZE FINER PERCENT (X=NO) (GM)Light Brown SILTY GRAVEL with SAND. N 3/8 68.2 N #4 57.1 O #10 j 47.6 #20 41.7 Atterberg Limits N #40 36.8 PL= 31 LL= 40 PI= 9 NM= 20 I O #80 33.4 Coefficients di #100 32.8 D90= D85= D60= 5.7895 -o #200 31.6 D50= 2.6278 Dgp= D15= o 5 D10= Cu C-= Classification EI USCS= GM AASHTO= A-2-4(0) a Remarks E `g I a) a (I)r (no specification provided) c 0 '� Location:TP-3 Sample Number:2 Depth:S-3 Date: 12/3/20 °' GEO-TECHNOLOGY Client: Hazen and Sawyer to � .J — ASSOCIATES, INC. Project: WWTP Eq.Basin I- 14280 Park Center Drive,Suite A cn Q Laurel,MD 20707 Project No: Figure Tested By: SC Checked By: MOISTURE DENSITY RELATIONSHIP TEST REPORT 105 I 100 20.1_A.99.3 pci I i 95 • - O it 90 cci I � -0 85 c� \ ZAV for N Sp.G.= 2.50 rD c.71 80 5 10 15 20 25 30 35 c5i Water content. N 0 Test specification: ASTM D 698-12 Method B Standard 0 Elev/ Classification Nat. Sp.G. LL PI %> %< p. -o Depth USCS AASHTO Moist. 3/8 in. No.200 U S-3 GM A-2-4(0) 20.I 2.50 40 9 31.8 31.6 TEST RESULTS MATERIAL DESCRIPTION E Maximum dry density=99.3 pcf (GM)Light Brown SILTY GRAVEL with SAND. a Optimum moisture=20.1 % oProject No. Client: Hazen and Sawyer Remarks: it Project: WWTP Eq.Basin Representative sample from Test Pit 3. Date: 12/11/20 U a Location:TP-3 Sample Number:2 _ GEO-TECHNOLOGY '1 ASSOCIATES,INC. Q~ 1 4280 Park Center Drove.Suite A Laurel,MD 20707 Figure Tested By: SC Checked By: Particle Size Distribution Report a C S S s 0 0 0 R 0 (Op 0 O 0 0 CJ 0, \ M # it # A h i! if it K 100 90 I I I I I I I I I I I I I I I I I I I I I I I T, I I I i I 1 1 I I ,L. 70 ► .r I I I I 1 I I I 1 1 I I I I I I 1 1 I CC I 1 I i I I W 60 i r . Z I Z 50 -. W U CC W 40 1 1 I I a- I I I I I I I I i I I I I 30 1 1 20 , 10 I I CM V 0 a 100 10 1 0.1 0.01 0.001 -0 c GRAIN SIZE-mm. ca r %Gravel %Sand %Fines +3" Coarse Fine Coarse Medium Fine Silt I Clay c\I0 3.4 8.6 7.1 70.8 m SIEVE PERCENT SPEC.' PASS? N Soil Description Ni SIZE FINER PERCENT (X=NO) (ML)Light Red SILT with Sand. 0 N 3/8 95.3 N #4 89.9 `r 0 #10 86.5 _- #20 83.4 Atterberg Limits N #40 77.9 PL= 28 LL= 31 PI= 3 NM= 17.2 o #80 I 72.0 I Coefficients ai #100 1 70.8 D90= 4.8063 D85= 1.1677 D60= -o #200 I 70.8 I D50= D30= D15= D10= Cu= Cc— > Classification E USCS= ML AASHTO= A-4(2) a)a) • Remarks E 0 a8 n i 0 * (no specification provided) c 0 m Location:TP-5 Sample Number:3 Depth:S-I Date: 12/3/20 U -- S.) �� GEO-TECHNOLOGY Client: Hazen and Sawyer (n : �•7 LJ — ASSOCIATES, INC. Project: WWTP Eq.Basin I— Foomoo 14280 Park Center Drive,Suite A Q Laurel,MD 20707 Project No: Figure Tested By: SC Checked By: MOISTURE DENSITY RELATIONSHIP TEST REPORT 116 111 \ . Q 106 115.1'., 04 950 Cl) H c a) 0 \ 101 T� ao ch v 0 v 96 c m r` C.-1 N ZAV for 0 Sp.G.= co 1\ 2.60 cNv 914 9 14 19 24 29 34 0 ci Water content, % N NI- Test specification: ASTM D 698-12 Method B Standard N Tr O Elev/ Classification Nat. %> %< g Depth USCS AASHTO Moist. Sp.G. LL PI 3/8 in. No.200 U .S S-I ML A-4(2) 17.2 2.60 31 3 4.7 70.8 > m E TEST RESULTS MATERIAL DESCRIPTION a) EMaximum dry density= 104.9 pcf (ML)Light Red SILT with Sand. a Optimum moisture= 16.1 % oProject No. Client: Hazen and Sawyer Remarks: t3 Project: WWTP Eq.Basin Representative sample from Test Pit 5. 0 w Date: 12/11/20 U a Location:TP-5 Sample Number:3 ci) GEO-TECHNOLOGY I r=7.: 7 ASSOCIATES,INC. H 14280 Park Center Drive.Suite A Q Laurel,MD 20707 Figure Tested By: SC Checked By: Particle Size Distribution Report C $ ae u V 4 8 Fi . a a it 100 90 80 70 _ . 1 Z 60 Z 50 W U CC W 40 a 30 20 10 c6 M V 0 a 100 10 1 0.1 0.01 0.001 co c GRAIN SIZE-mm. R. %+3„ %Gravel i %Sand %Fines N _ I Coarse _ Fine Coarse Medium Fine Silt Clay c 11.4 16.6 5.6 52.2 SIEVE PERCENT SPEC.' PASS? N Soil Description cy SIZE FINER PERCENT (X=NO) (ML)Light Brown Sandy SILT. 3/8 96.7 N #4 85.8 c▪ #10 74.4 Atterberg Limits #20 63.6 PL= 35 LL= 40 PI= 5 NM= 23.3 N #40 57.8 O #80 54.7 Coefficients ai #100 54.0 D90= 6.2885 D85= 4.4969 D60= 0.5813 o #200 52.2 D50= D30= D15= o D10= Cu= Cc= > Classification co USCS= ML AASHTO= A-4(2) cu Remarks E `o 0) a 0 x (no specification provided) c 0 .' Location:TP-7 O Sample Number:4 Depth:S-2 Date: 12/3/20 U o GEO-TECHNOLOGY Client: Hazen and Sawyer � � •J — ASSOCIATES, INC. Project: WWTP Eq.Basin I— v 14280 Park Center Drive,Suite A Q Laurel,MD 20707 _ Project No: Figure Tested By: SC Checked By: __ _ MOISTURE DENSITY RELATIONSHIP TEST REPORT 109 I i 104 _— 22 2%,99.0 phi 99 U C1 ,\ . T C \0) • a 94 \ OD \ Co -4- 0 -a 89 C N ZAV for O Sp.G.= co \ 2.60 N 84 9 14 19 24 29 34 39 0 t„ Water content. % N -4- 0 Test specification: ASTM D 698-12 Method B Standard N -4- O Elev/ Classification Nat. %> %< g Depth USCS__ AASHTO Moist. Sp.G. LL PI 3/8 in. No.200 - E• S-2 ML A-4(2) 23.3 2.60 40 5 3.3 52.2 >, no E D TEST RESULTS MATERIAL DESCRIPTION a) o Maximum dry density=99.0 pcf (ML)Light Brown Sandy SILT. Q Optimum moisture=22.2% oProject No. Client: Hazen and Sawyer Remarks: 2 Project: WWTP Eq.Basin Representative sample from Test Pit 7. w Date: 12/11/20 U ao. Location:TP-7 Sample Number:4 co GEO-TECHNOLOGY ! ASSOCIATES,INC. Q~ 14280 Park Center Dnve.Suite A Laurel,MD 20707 Figure Tested By: SC Checked By: MEASUREMENT OF HYDRAULIC CONDUCTIVITY OF SATURATED POROUS MATERIALS USING A FLEXIBLE WALL PERMEAMETER ASTM D 5084-90 METHOD C TEST WITH INCREASING TAILWATER LEVEL PROJECT: WWTP Eq.Basin TERRACON JOB#: 71201218 SAMPLE 73191000.0003 DATE: 12/21/2020 ID: TP-01 5.0-7.0' DESCR.: Light Brown to Light Red Silty GRAVEL with SAND(GM) BURETTE Area 0.985 cm^2 INITIAL MOISTURE% DENSITY W&T,g 129.74 WET WT,g 766.1 SPEC GRAV: 2.650 REMOLD(Y/N): YES D&T,g 111.69 DIA,in 2.86 7.26 cm POROSITY,%: 41.6 PROCTOR: 101.3 T,g 9.10 HT,in 4.00 10.16 cm SATURATION,%: 65.4 OPTIMUM: 17.4 AREA 41.45 cm^2 VOID RATIO: 0.71 COMPACTION,%: 95.3 MOIST- DENSITY: 113.6 PCF WET OVER OPTIMUM,%: 0.2 URE,% 17.6 DENSITY: 96.6 PCF DRY SATURATION: CHAMBER PRESS.: 73.0 psi BACK PRESSURE(=UPPER=LOWER): 70.0 psi TEST: CHAMBER PRESS.: 80.0 psi UPPER: 70.0 psi LOWER: 70.0 psi EFFECT.CONSOL.STRESS: 10.0 psi BIAS PRESSURE(=LOWER-UPPER) 0.0 psi Burette Reading ELAPSED DELTA OUT IN Upper Lower TIME. H Ln HYD CON FLOW FLOW OUT/IN HYD %FROM TEMP.: TEMP. cm cm min cm H1/H2 k,cm/sec cm^3 cm^3 RATIO GRAD MEAN k C CORR.: 0.0 25.9 0.00 25.9 0.6 25.3 8.00 24.8 0.044452 1.10E-05 0.6 0.6 1.00 2.4 1 21 0.980 2.3 23.6 35.00 21.4 0.146603 1.07E-05 1.7 1.7 1.00 2.1 3 21 0.980 5.1 21.9 74.00 16.9 0.236389 1.20E-05 2.8 1.7 1.67 1.7 8 21 0.980 5.6 21.4 87.00 15.8 0.068993 1.05E-05 0.6 0.6 1.00 1.6 5 21 0.980 HYDRAULIC CONDUCTIVITY(k)= AVERAGE 1.1E-05 cm/sec MAXIMUM 1.0E-03 TO 1.0E-04 2 0.75< %<25 AT HYDRAULIC 1.0E-04 TO 1.0E-05 5 RATIO > 1.0E-8 GRADIENT 1.0E-05 TO 1.0E-06 10 <1.25 OR 1.0E-06 TO 1.0E-07 20 %<50 AT 1.0E-07 TO 1.0E-10 30 <1.0E-8 NUMBER OF PORE VOLUMES PASSED= 0.0316 C 1.0E-02 N - .. D 1.0E-03 U H C Y T 1.0E-04 D V R I - A T 1.0E-05 -, U Y L I ' C 1.0E-06 c m / 1.0E-07 - s e c 1.0E-08 0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 TIME,minutes lierracon NAProjects\2020\71201218\Working Files\Laboratory-Field Data-Bobng Logs\[71201218(TP-1).xlsx]REPORT