Loading...
HomeMy WebLinkAbout2906_DavidsonCoCDLF_ClosureApp_Final_DIN26957_20161017 October 17, 2016 Mr. Ming-Tai Chao, P.E. Environmental Engineer NC DEQ Division of Waste Management 217 W. Jones Street Raleigh, NC 27603 RE: Davidson County C&D Landfill (Permit No. 29-06) Final Application for Closure Dear Ming: On behalf of Davidson County and per your request, Smith Gardner, Inc. (S+G) is providing this final application for the closure of the County’s construction and demolition debris (C&D) landfill. Included in this application are the following (attached): 1. Original Submittal: Letter to Ed Mussler, P.E. dated September 29, 2016 which included:  Notification of Intent to Close  Request for Alternative Final Cover System  Request for Extension of Period for Closure. 2. Response to Comments: Letter to Ming-Tai Chao, P.E. dated October 13, 2016 which included a response to review comments from October 3rd and October 6th, 2016. Please contact me at your earliest convenience should you have any questions or comments or if you require additional information related to this submittal. Sincerely, SMITH GARDNER, INC. Pieter K. Scheer, P.E. Vice President, Senior Engineer pieter@smithgardnerinc.com Attachments: Attachment 1: Original Submittal dated September 29, 2016 Attachment 2: Response to Comments dated October 13, 2016 cc: Rex Buck, Davidson County Steven Sink, Davidson County John Murray, P.E., NC DEQ - DWM Susan Heim, NC DEQ - DWM This page intentionally left blank. October 13, 2016 Mr. Ming-Tai Chao, P.E. Environmental Engineer NC DEQ Division of Waste Management 217 W. Jones Street Raleigh, NC 27603 RE: Davidson County C&D Landfill (Permit No. 29-06) Alternative Final Cover System Response to Review Comments Dear Ming: On behalf of Davidson County, Smith Gardner, Inc. (S+G) would like to respond to the comments in your emails dated and received by S+G via email on October 3rd and October 6th, 2016 (see attached). These comments are repeated below in italics followed by our response in bold. October 6th Email: Address Comments Nos. 1, 2, and 4 from October 3rd email. Comment No. 3 was addressed by provided CQA Manual (dated October 2016). See the responses below. If the leachate generation from the closed CDLF is expected to last for a long period time, rather than a temporary removal action; the activities and costs associated inspection, O&M, and leachate removal and leachate pipe final closure/cap should be added to the Post- Closure Plan & post-closure estimates. See the response to Comment 4 below. October 3rd Email: 1. What is the size (acreage) of the closed area? The permitted disposed area of the CDLF is 7.6 acres but the drawings show the “Contract Limits” is 9.1 acres. Please clarify. The acreage will be used as the basis for calculating post-closure care costs. The waste footprint (area to be closed) of the C&D landfill is 7.6 acres. The area shown for the contract limits is the area anticipated to be impacted by contractor activities during the closure work. Mr. Ming-Tai Chao, P.E. October 13, 2016 Page 2 of 3 The approved maximum side slope of the final cap of the CDLF is 4 (horizontal) to 1 (vertical) as shown on the Section 3.1 of the Facility and Engineering Plan dated March 2009 and revised April 2011 (DIN 13912). The proposed closure side slope is 3 to 1 or 4 to 1 as stated in the September 29, 2016 letter (DIN 26790). The section(s) of the closed cap has 3 to 1 side slope requires to be illustrated/noted on the closure plan drawing(s), and the slope stability analysis of the 3 to 1 side slope must be submitted for a review and approval. The closure drawings do indicate the steeper side slope on the details. In general, however, the slope of the closure from bottom to top of slope is generally flatter than 3H:1V. S+G performed a slope stability evaluation of one selected cross section than had overall a longer/steeper slope than other areas. The results of this evaluation (attached) show that the steeper slopes are anticipated to be adequately stable. 2. Comment addressed in CQA Manual. 3. A side riser pipe located in the Phase 1 area as shown on Sheet No. 3/Drawing No. S2 will be used for leachate removal. Is there any special requirement(s) for protecting the pipe? How is the pipe incorporating to the final closure cover? Please clarify. The side riser pipe was part of a leachate monitoring/removal system installed during Cell 1 construction to address the potential for leachate buildup in Cell 1. In addition to the side riser, a nearby 18-inch diameter CPE (Type S) (monitoring) pipe and a precast concrete vault were installed as a monitoring system. Any liquid in the monitoring pipe drains to the concrete vault. Since filling Cell 1, no leachate flow has been observed in the vault and, thus, no leachate has been removed using the side riser. For the closure, the soil cover will be placed around the side riser, allowing future access if needed. The monitoring vault will also remain accessible. The County will continue to periodically monitor for leachate in the vault. However, given the lack of flow to date, it is not anticipated that there will be future buildup of leachate within Cell 1 to cause flow into the vault. Please contact us at your earliest convenience should you have any questions or comments or if you require additional information related to this submittal. Mr. Ming-Tai Chao, P.E. October 13, 2016 Page 3 of 3 Sincerely, SMITH GARDNER, INC. Gregory G. Mills, P.E. Pieter K. Scheer, P.E. Senior Project Engineer Vice President, Senior Engineer gregm@smithgardnerinc.com pieter@smithgardnerinc.com Attachments: DEQ Email with Comments (October 3rd and 6th, 2016) Supplementary Slope Stability Evaluation cc: Rex Buck, Davidson County Steven Sink, Davidson County John Murray, P.E., NC DEQ - DWM Susan Heim, NC DEQ - DWM This page intentionally left blank. 1 Pieter Scheer From:Chao, Ming-tai Sent:Monday, October 3, 2016 11:33 AM To:Pieter Scheer Cc:Murray, John E Subject:RE: Davidson County C&D Landfill (Permit No. 29-06) Follow Up Flag:Follow up Flag Status:Flagged Hi Pieter: Please send me the electronic file of the approved Closure and Post-closure plan and CQA plan of the Davidson County CDLF; it is evident that the requested plans are not available in the file or document tracking system. I conducted a review of the documents that attached to the September 29, 2016 e-mail, few comments state below: 1. What is the size (acreage) of the closed area? The permitted disposed area of the CDLF is 7.6 acres but the drawings show the “Contract Limits” is 9.1 acres. Please clarify. The acreage will be used as the basis for calculating post-closure care costs. 2. The approved maximum side slope of the final cap of the CDLF is 4 (horizontal) to 1 (vertical) as shown on the Section 3.1 of the Facility and Engineering Plan dated March 2009 and revised April 2011 (DIN 13912). The proposed closure side slope is 3 to 1 or 4 to 1 as stated in the September 29, 2016 letter (DIN 26790). The section(s) of the closed cap has 3 to 1 side slope requires to be illustrated/noted on the closure plan drawing(s), and the slope stability analysis of the 3 to 1 side slope must be submitted for a review and approval. 3. The LLDPE is directly placed over the intermediate soil cover; therefore, the top 6-inch (at a minimum) of this soil cover must be specified for the maximum soil grain size (including testing method and frequency) and the final preparation (including the subgrade acceptance & the base-line survey) for receiving the overlying LLDPE. The Specification Section 02223 – Embankment Table 1 Note 5 may be amended to incorporate the revision or cross-referenced of Part D. 3 of Section 02778 - LLDPE. 4. A side riser pipe located in the Phase 1 area as shown on Sheet No. 3/Drawing No. S2 will be used for leachate removal. Is there any special requirement(s) for protecting the pipe? How is the pipe incorporating to the final closure cover? Please clarify. Please contact me if you have any questions of the comments. Ming Chao Ming-Tai Chao, P.E. Environmental Engineer Permitting Branch, Solid Waste Section NCDEQ, Division of Waste Management (Mailing Address) 1646 Mail Service Center Raleigh, NC 27699-1646 (Street Address) Green Square, 217 West Jones Street 1 Pieter Scheer From:Chao, Ming-tai Sent:Thursday, October 6, 2016 10:19 AM To:Pieter Scheer (pieter@smithgardnerinc.com) Cc:Murray, John E Subject:Comments on the Closure Plan, Davidson County C&D Landfill (Permit No. 29-06) Follow Up Flag:Follow up Flag Status:Flagged Hi Pieter: I completed a review of the revised CQA Plan dated October 2016 and have no comment on it. The Comment No. 3 in the 10/03/2016 e-mail is properly addressed. The Closure Plan and Post-Closure Plan dated May 2012 (portion of the application [DIN 16964]) indicated the side slope is 4 to 1 (Section 1.3 of the Closure Plan, page 1.0-2) but the Closure Plan Drawing NO. D3 - 1/D3 & 2/D3 show the side slope either varies or 3 to 1. So you still have to address the Comment No. 2 in the 10/03/2016 e-mail. Also clarifications/responses to Comment Nos 1 & 4 are also required. Additionally, if the leachate generation from the closed CDLF is expected to last for a long period time, rather than a temporary removal action; the activities and costs associated inspection, O&M, and leachate removal and leachate pipe final closure/cap should be added to the Post-Closure Plan & post-closure estimates. Please contact me if you have any questions of the comments. Thanks and have a wonderful day. Ming Chao Ming-Tai Chao, P.E. Environmental Engineer Permitting Branch, Solid Waste Section NCDEQ, Division of Waste Management (Mailing Address) 1646 Mail Service Center Raleigh, NC 27699-1646 (Street Address) Green Square, 217 West Jones Street Raleigh, NC 27603 Tel. 919-707-8251 ming.chao@ncdenr.gov http://portal.ncdenr.org/web/wm/sw E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.   Attachment 1 Original Submittal (Letter to Ed Mussler, P.E. dated September 29, 2016) Final Application for Closure Davidson County C&D Landfill Davidson County, North Carolina This page intentionally left blank. September 29, 2016 Mr. Edward F. Mussler, III, P.E. Permitting Branch Head NC DEQ Division of Waste Management 217 W. Jones Street Raleigh, NC 27603 RE: Davidson County C&D Landfill (Permit No. 29-06) Notification of Intent to Close Request for Alternative Final Cover System Request for Extension of Period for Closure Dear Ed: On behalf of Davidson County, Smith Gardner, Inc. (S+G) is submitting this letter to: 1) Notify the NC Department of Environmental Quality Division of Waste Management (DWM) that the County intends to close their construction and demolition debris (C&D) landfill; 2) Request approval of an alternative final cover system for the C&D landfill; and 3) Provide an anticipated schedule for completion of the work. Based on the work involved and allowance for some weather delays, the County requests extension of the period for closure until May 15, 2017 following 15A NCAC 13B.0543 (c) (6). Notification of Intent to Close The County ceased disposal of waste in the C&D landfill unit on June 15, 2016, which was before the permit to operate expired on July 18, 2016. Since then, the County has performed additional grading and cover activities, preparing the landfill for closure and addressing comments based on recent inspections by DWM. Note that these activities are anticipated to prevent threats to human health and the environment until all closure activities can be completed (see schedule for completion below). Additionally, S+G has been preparing plans and specifications for the bidding and construction of the closure, which will be performed by a qualified contractor. This letter serves as formal notification of the intent to close (.0543 (c) (4)) and a copy will be placed in the operating record. Mr. Edward F. Mussler, III, P.E. September 29, 2016 Page 2 of 4 Alternative Final Cover System As part of the preparation for the closure of the C&D landfill, S+G reviewed options for closure to both optimize the use of available soil resources in the vicinity of the C&D landfill (portion of facility south of railroad tracks)and which would result in an equal or improved performance. Based on this, the following final cover system is proposed as an alternative to the previously approved regulatory final cover system (.0543 (c) (1)) for the C&D landfill (components listed top-down): Alternative Final Cover System (.0543 (c)(3)): Top Slopes (Typically 5 to 8%):  a 24-inch thick vegetative soil layer;  a drainage geocomposite;  a 30-mil textured LLDPE geomembrane or geosynthetic clay liner (GCL); and  a 12-inch thick intermediate cover layer. Side Slopes (Typically 3 or 4H:1V):  a 24-inch thick vegetative soil layer. Surface water control devices and landfill gas (LFG) wells/vents will also be incorporated into the final cover system very much the same as the previously approved design1. The final cover surface will be vegetated upon completion of the final cover installation according to the project seeding specifications. The following calculations are provided in Attachment A relative to the proposed alternative final cover system: 1. Final Cover Infiltration Analysis: This analysis was performed to demonstrate that the proposed alternative final cover system allows no more infiltration than the previously approved regulatory final cover system. The results of the calculations show that the proposed alternative final cover system will actually allow less infiltration and, thus, is expected to provide improved performance over the regulatory final cover system. 2. Final Cover Drainage Layer Analysis: This analysis focused on determining the required transmissivity to maintain the peak head within the drainage geocomposite. 3. Filter Geotextile Analysis: This analysis shows that the upper geotextile of the drainage geocomposite is expected to perform acceptably as a filter when covered with typical site soils. 1 Richardson Smith Gardner & Assocs., Inc. (2011), Permit Amendment Application - Davidson County C&D Landfill - Phases 3 & 4, April 2009, Revised April 2011. Mr. Edward F. Mussler, III, P.E. September 29, 2016 Page 3 of 4 4. Veneer Stability Analysis: This analysis shows that the final cover system utilizing geosynthetics (top slopes) will be stable under anticipated loading conditions. Note that the proposed alternative final cover system is very similar to alternative final cover systems approved for other C&D landfills in North Carolina. Technical specifications, a construction quality assurance (CQA) manual, and drawings for the closure project are provided in Attachments B, C, and D, respectively. These documents include information related to both the previously approved and proposed alternative final cover systems. It is currently anticipated that the County will bid the regulatory and alternative final cover systems as alternates during the upcoming bid process. In order to proceed with the bidding of the project without potential significant changes, S+G would like to discuss the proposed alternative final cover system with you at your earliest convenience. Schedule for Completion The currently anticipated schedule for completion of the closure work is as follows: Finalize Bid Documents and Issue for Bids: October 2016 Receive Bids: November 2016 Award Project: December 13th BOC Mtg. Start Construction: January 2017 Completion of Construction: April 2017 (Assumes 100 Day Schedule) To allow for potential weather delays during construction of the final cover system, the County requests extension of the period for closure until May 15, 2017. Please contact us at your earliest convenience should you have any questions or comments or if you require additional information related to this submittal. Sincerely, SMITH GARDNER, INC. Gregory G. Mills, P.E. Pieter K. Scheer, P.E. Senior Project Engineer Vice President, Senior Engineer gregm@smithgardnerinc.com pieter@smithgardnerinc.com Attachments: Attachment A: Calculations Attachment B: Technical Specifications Attachment C: CQA Manual Attachment D: Closure Drawings Mr. Edward F. Mussler, III, P.E. September 29, 2016 Page 4 of 4 cc: Rex Buck, Davidson County Steven Sink, Davidson County Susan Heim, NC DEQ - DWM Attachment A Calculations Alternative Final Cover System Request Davidson County C&D Landfill Davidson County, North Carolina This page intentionally left blank. Davidson County C&D Landfill Alternative Final Cover System Request September 2016 Attachment A: Table of Contents Page A1 Alternative Final Cover System Request Attachment A: Calculations Table of Contents 1.0 Final Cover Infiltration Analysis 2.0 Final Cover Drainage Layer Analysis 3.0 Filter Geotextile Analysis – Final Cover System 4.0 Veneer Stability Evaluation Davidson County C&D Landfill Alternative Final Cover System Request September 2016 Attachment A: Table of Contents Page A2 This page intentionally left blank. ADDRESS TEL WEB PROJECT SHEET 1 OF 22 DATECOMPUTED BY SUBJECT JOB # CHECKED BY OBJECTIVE: REFERENCES: ANALYSIS: Final Cover Systems Analyzed: 1A. Proposed Final Cover System (Top Slopes - 5 to 10%): (Top Down) A. 24 inches Vegetative Soil Layer B. Drainage Geocomposite C. 30 mil Textured LLDPE Geomembrane or Geosynthetic Clay Liner (GCL) D. 12 inches Intermediate Cover 1B. Proposed Final Cover System (Side Slopes - 3 or 4H:1V): A. 24 inches Vegetative Soil Layer 2. Regulatory Final Cover System: (Top Down) A. 18 inches Vegetative Soil Layer B.18 inches Compacted Soil Barrier (k = 1 x 10-5 cm/sec)C. 12 inches Intermediate Cover RESULTS: Case 1A-1 (GM) 1A-2 (GCL)1B (Soil) 2A (RMC)2B (RMC) 9/6/2016 0.03 DAVDCO-16-12 0.002 PKS Berger, Klaus (2012), “Engineering Documentation for HELP 3.95D - Enhancements Beyond HELP 3.07," Institute of Soil Science, University of Hamburg, Hamburg, Germany. 14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com Davidson County C&DLF Final Cover Infiltration Analysis 525 GGM To determine the expected average annual infiltration into the landfill through the proposed final cover system. In that the proposed final cover system is an alternate system to the regulatory final cover, the infiltration through the proposed system is compared to the infiltration through the regulatory system. Use the EPA HELP Model in the analysis. Schroeder, P.R., Lloyd, C.M., et. al, (1994), “The Hydrologic Evaluation of Landfill Performance (HELP) Model - User’s Guide for Version 3,” EPA/600/9-94/168a, USEPA Risk Reduction Laboratory, Cincinnati, Ohio. Schroeder, P.R., Lloyd, C.M., et. al, (1994), “The Hydrologic Evaluation of Landfill Performance (HELP) Model - Engineering Documentation for Version 3,” EPA/600/9-94/168b, USEPA Risk Reduction Laboratory, Cincinnati, Ohio. Average Annual Infiltration (inches) 10.7 11.111.1 The results show that the proposed final cover system allows less infiltration than the regulatory final cover system. HELP Model results are attached. Slope of Final Cover System (%) 5525 SMITH GARDNER, INC.DC FCS HELP.xls This page intentionally left blank. * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * H Y D R O L O G I C E V A L U A T I O N O F L A N D F I L L P E R F O R M A N C E * * * * * * * * H E L P V e r s i o n 3 . 9 5 D ( 1 0 A u g u s t 2 0 1 2 ) * * * * d e v e l o p e d a t * * * * I n s t i t u t e o f S o i l S c i e n c e , U n i v e r s i t y o f H a m b u r g , G e r m a n y * * * * b a s e d o n * * * * U S H E L P M O D E L V E R S I O N 3 . 0 7 ( 1 N O V E M B E R 1 9 9 7 ) * * * * D E V E L O P E D B Y E N V I R O N M E N T A L L A B O R A T O R Y * * * * U S A E W A T E R W A Y S E X P E R I M E N T S T A T I O N * * * * F O R U S E P A R I S K R E D U C T I O N E N G I N E E R I N G L A B O R A T O R Y * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I M E : 9 . 2 6 D A T E : 6 . 0 9 . 2 0 1 6 P R E C I P I T A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 4 T E M P E R A T U R E D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 7 S O L A R R A D I A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 3 E V A P O T R A N S P I R A T I O N D A T A F . 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 1 S O I L A N D D E S I G N D A T A F I L E 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 1 A 1 . d 1 0 O U T P U T D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 1 A 1 . o u t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I T L E : D a v i d s o n C o u n t y C & D L F - C a s e 1 A - 1 ( G M - T o p S l o p e s ) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * W E A T H E R D A T A S O U R C E S - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N O T E : P R E C I P I T A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y P R E C I P I T A T I O N ( M M ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 9 . 2 8 5 . 6 9 8 . 6 8 0 . 3 8 5 . 6 9 9 . 8 1 0 8 . 5 1 0 6 . 4 9 2 . 5 8 0 . 8 6 5 . 8 8 5 . 9 N O T E : T E M P E R A T U R E D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y T E M P E R A T U R E ( D E G R E E S C E L S I U S ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 . 1 4 . 4 8 . 9 1 4 . 6 1 9 . 2 2 3 . 1 2 5 . 1 2 4 . 6 2 1 . 1 1 4 . 7 9 . 2 4 . 6 N O T E : S O L A R R A D I A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A A N D S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * L A Y E R D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : I N I T I A L M O I S T U R E C O N T E N T O F T H E L A Y E R S A N D S N O W W A T E R W E R E C O M P U T E D A S N E A R L Y S T E A D Y - S T A T E V A L U E S B Y T H E P R O G R A M . L A Y E R 1 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 2 4 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 8 7 2 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C N O T E : S A T U R A T E D H Y D R A U L I C C O N D U C T I V I T Y I S M U L T I P L I E D B Y 3 . 0 0 F O R R O O T C H A N N E L S I N T O P H A L F O F E V A P O R A T I V E Z O N E . L A Y E R 2 - - - - - - - - T Y P E 2 - L A T E R A L D R A I N A G E L A Y E R M A T E R I A L T E X T U R E N U M B E R 2 0 T H I C K N E S S = 0 . 2 5 I N C H E S P O R O S I T Y = 0 . 8 5 0 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 0 1 0 0 V O L / V O L W I L T I N G P O I N T = 0 . 0 0 5 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 0 1 6 7 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 1 0 . 0 0 C M / S E C S L O P E = 5 . 0 0 P E R C E N T D R A I N A G E L E N G T H = 1 0 0 . 0 F E E T Page 3 of 22 L A Y E R 3 - - - - - - - - T Y P E 4 - F L E X I B L E M E M B R A N E L I N E R M A T E R I A L T E X T U R E N U M B E R 3 6 T H I C K N E S S = 0 . 0 3 I N C H E S E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 4 0 0 0 E - 1 2 C M / S E C F M L P I N H O L E D E N S I T Y = 1 . 0 0 H O L E S / A C R E F M L I N S T A L L A T I O N D E F E C T S = 8 . 0 0 H O L E S / A C R E F M L P L A C E M E N T Q U A L I T Y = 3 - G O O D L A Y E R 4 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 1 2 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 4 4 0 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * G E N E R A L D E S I G N A N D E V A P O R A T I V E Z O N E D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : S C S R U N O F F C U R V E N U M B E R W A S C O M P U T E D F R O M D E F A U L T S O I L D A T A B A S E U S I N G S O I L T E X T U R E # 7 W I T H A F A I R S T A N D O F G R A S S , A S U R F A C E S L O P E O F 5 . % A N D A S L O P E L E N G T H O F 1 0 0 . F E E T . S C S R U N O F F C U R V E N U M B E R = 7 6 . 7 2 F R A C T I O N O F A R E A A L L O W I N G R U N O F F = 1 0 0 . 0 P E R C E N T A R E A P R O J E C T E D O N H O R I Z O N T A L P L A N E = 1 . 0 0 0 A C R E S E V A P O R A T I V E Z O N E D E P T H = 2 1 . 0 I N C H E S I N I T I A L W A T E R I N E V A P O R A T I V E Z O N E = 6 . 0 0 1 I N C H E S U P P E R L I M I T O F E V A P O R A T I V E S T O R A G E = 8 . 3 5 8 I N C H E S F I E L D C A P A C I T Y O F E V A P O R A T I V E Z O N E = 5 . 1 2 4 I N C H E S L O W E R L I M I T O F E V A P O R A T I V E S T O R A G E = 2 . 8 5 6 I N C H E S S O I L E V A P O R A T I O N Z O N E D E P T H = 2 1 . 0 0 0 I N C H E S I N I T I A L S N O W W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L I N T E R C E P T I O N W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L W A T E R I N L A Y E R M A T E R I A L S = 9 . 8 2 6 I N C H E S T O T A L I N I T I A L W A T E R = 9 . 8 2 6 I N C H E S T O T A L S U B S U R F A C E I N F L O W = 0 . 0 0 I N C H E S / Y E A R * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * E V A P O T R A N S P I R A T I O N D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : E V A P O T R A N S P I R A T I O N D A T A W A S O B T A I N E D F R O M G R E E N S B O R O N O R T H C A R O L I N A S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S M A X I M U M L E A F A R E A I N D E X = 2 . 0 0 S T A R T O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 9 0 E N D O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 3 0 5 E V A P O R A T I V E Z O N E D E P T H = 2 1 . 0 I N C H E S A V E R A G E A N N U A L W I N D S P E E D = 1 2 . 2 3 M P H A V E R A G E 1 S T Q U A R T E R R E L A T I V E H U M I D I T Y = 6 6 . 0 % A V E R A G E 2 N D Q U A R T E R R E L A T I V E H U M I D I T Y = 6 8 . 0 % A V E R A G E 3 R D Q U A R T E R R E L A T I V E H U M I D I T Y = 7 4 . 0 % A V E R A G E 4 T H Q U A R T E R R E L A T I V E H U M I D I T Y = 7 0 . 0 % * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * F I N A L W A T E R S T O R A G E A T E N D O F Y E A R 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L A Y E R ( I N C H E S ) ( V O L / V O L ) - - - - - - - - - - - - - - - - - - - - - - 1 6 . 9 9 7 7 0 . 2 9 1 6 2 0 . 0 0 9 6 0 . 0 3 8 4 3 0 . 0 0 0 0 0 . 0 0 0 0 4 2 . 9 2 8 0 0 . 2 4 4 0 T O T A L W A T E R I N L A Y E R S 9 . 9 3 5 S N O W W A T E R 0 . 0 0 0 I N T E R C E P T I O N W A T E R 0 . 0 0 0 T O T A L F I N A L W A T E R 9 . 9 3 5 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 4 of 22 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * P E A K D A I L Y V A L U E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ( I N C H E S ) ( C U . F T . ) - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 . 0 9 1 4 8 3 4 . 4 0 9 R U N O F F 1 . 0 4 5 3 7 9 1 . 7 0 3 9 D R A I N A G E C O L L E C T E D F R O M L A Y E R 2 1 . 1 9 8 5 0 4 3 5 0 . 5 6 4 9 4 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 0 . 0 0 0 1 7 4 0 . 6 3 2 3 5 A V E R A G E H E A D O N T O P O F L A Y E R 3 0 . 1 7 1 M A X I M U M H E A D O N T O P O F L A Y E R 3 0 . 0 8 5 L O C A T I O N O F M A X I M U M H E A D I N L A Y E R 2 ( D I S T A N C E F R O M D R A I N ) 0 . 0 F E E T P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 4 0 . 0 0 0 1 7 4 0 . 6 3 2 3 5 S N O W W A T E R 2 . 4 4 8 8 6 8 . 2 0 8 0 M A X I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 3 5 8 7 M I N I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 1 3 6 0 * * * M a x i m u m h e a d s a r e c o m p u t e d u s i n g M c E n r o e ' s e q u a t i o n s . * * * R e f e r e n c e : M a x i m u m S a t u r a t e d D e p t h o v e r L a n d f i l l L i n e r b y B r u c e M . M c E n r o e , U n i v e r s i t y o f K a n s a s A S C E J o u r n a l o f E n v i r o n m e n t a l E n g i n e e r i n g V o l . 1 1 9 , N o . 2 , M a r c h 1 9 9 3 , p p . 2 6 2 - 2 7 0 . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E M O N T H L Y V A L U E S I N I N C H E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N - - - - - - - - - - - - - T O T A L S 2 . 6 5 3 . 2 0 4 . 0 3 2 . 7 5 3 . 1 6 3 . 9 5 4 . 7 6 5 . 0 8 4 . 0 2 2 . 4 9 2 . 5 9 3 . 8 6 S T D . D E V I A T I O N S 1 . 6 6 1 . 3 6 1 . 9 2 1 . 3 6 1 . 2 6 2 . 4 8 2 . 0 0 2 . 4 5 2 . 4 7 1 . 6 7 1 . 9 4 1 . 8 7 R U N O F F - - - - - - T O T A L S 0 . 0 2 0 0 . 0 2 8 0 . 0 5 4 0 . 0 1 9 0 . 0 0 6 0 . 0 6 5 0 . 0 5 6 0 . 0 7 9 0 . 1 6 7 0 . 0 8 3 0 . 0 4 1 0 . 0 7 4 S T D . D E V I A T I O N S 0 . 0 4 4 0 . 0 7 6 0 . 1 0 7 0 . 0 5 6 0 . 0 2 4 0 . 2 3 3 0 . 1 4 3 0 . 1 7 1 0 . 2 8 2 0 . 1 6 6 0 . 1 7 0 0 . 1 7 2 P O T E N T I A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 2 . 3 3 2 2 . 5 1 7 4 . 1 5 2 5 . 6 1 0 7 . 1 6 9 7 . 9 2 6 7 . 8 6 3 6 . 9 9 7 5 . 3 8 1 4 . 0 6 9 2 . 8 2 6 2 . 0 5 9 S T D . D E V I A T I O N S 0 . 2 1 5 0 . 3 1 2 0 . 2 9 9 0 . 3 1 8 0 . 3 2 1 0 . 3 4 8 0 . 2 8 6 0 . 2 6 9 0 . 3 0 1 0 . 2 5 5 0 . 2 3 0 0 . 1 7 7 A C T U A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 5 4 3 1 . 6 8 3 2 . 6 2 5 2 . 6 0 6 4 . 3 0 1 3 . 8 1 1 4 . 4 9 6 3 . 9 6 1 2 . 3 1 1 1 . 4 0 1 1 . 3 7 2 1 . 2 6 5 S T D . D E V I A T I O N S 0 . 2 5 7 0 . 3 1 4 0 . 4 7 7 0 . 5 4 4 0 . 7 6 6 1 . 8 0 9 1 . 5 7 2 1 . 2 6 7 0 . 7 8 8 0 . 5 1 4 0 . 3 4 5 0 . 2 5 5 L A T E R A L D R A I N A G E C O L L E C T E D F R O M L A Y E R 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 7 2 3 8 1 . 0 3 4 6 1 . 7 6 0 4 0 . 6 2 6 1 0 . 2 7 7 7 0 . 1 3 4 5 0 . 2 2 7 2 0 . 3 3 4 2 0 . 9 2 7 9 1 . 0 6 2 2 0 . 7 5 7 4 1 . 5 9 2 3 S T D . D E V I A T I O N S 1 . 8 3 3 7 0 . 8 9 7 5 1 . 0 7 4 4 0 . 7 3 0 7 0 . 6 0 0 7 0 . 3 5 6 3 0 . 5 8 3 8 0 . 6 5 0 5 1 . 1 9 9 6 1 . 0 6 9 2 1 . 1 8 2 3 1 . 2 0 1 4 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 0 . 0 0 0 3 0 . 0 0 0 2 0 . 0 0 0 3 0 . 0 0 0 1 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 2 0 . 0 0 0 1 0 . 0 0 0 2 S T D . D E V I A T I O N S 0 . 0 0 0 2 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 2 0 . 0 0 0 2 0 . 0 0 0 2 0 . 0 0 0 2 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 0 . 0 0 0 3 0 . 0 0 0 2 0 . 0 0 0 3 0 . 0 0 0 1 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 0 0 0 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 2 0 . 0 0 0 1 0 . 0 0 0 2 S T D . D E V I A T I O N S 0 . 0 0 0 2 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 1 0 . 0 0 0 2 0 . 0 0 0 2 0 . 0 0 0 2 0 . 0 0 0 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S O F M O N T H L Y A V E R A G E D D A I L Y H E A D S ( I N C H E S ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D A I L Y A V E R A G E H E A D O N T O P O F L A Y E R 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S 0 . 0 0 2 0 0 . 0 0 1 3 0 . 0 0 2 0 0 . 0 0 0 7 0 . 0 0 0 3 0 . 0 0 0 2 0 . 0 0 0 3 0 . 0 0 0 4 0 . 0 0 1 3 0 . 0 0 1 2 0 . 0 0 0 9 0 . 0 0 1 8 S T D . D E V I A T I O N S 0 . 0 0 2 1 0 . 0 0 1 1 0 . 0 0 1 2 0 . 0 0 0 9 0 . 0 0 0 7 0 . 0 0 0 4 0 . 0 0 0 7 0 . 0 0 0 7 0 . 0 0 2 1 0 . 0 0 1 2 0 . 0 0 1 4 0 . 0 0 1 4 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 5 of 22 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E A N N U A L T O T A L S & ( S T D . D E V I A T I O N S ) F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I N C H E S C U . F E E T P E R C E N T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 2 . 5 3 ( 6 . 8 3 3 ) 1 5 4 3 9 1 . 5 1 0 0 . 0 0 R U N O F F 0 . 6 9 0 ( 0 . 4 5 6 3 ) 2 5 0 6 . 4 3 1 . 6 2 3 P O T E N T I A L E V A P O T R A N S P I R A T I O N 5 8 . 9 0 2 ( 0 . 8 2 3 7 ) 2 1 3 8 1 3 . 4 8 A C T U A L E V A P O T R A N S P I R A T I O N 3 1 . 3 7 6 ( 3 . 1 9 8 3 ) 1 1 3 8 9 5 . 2 3 7 3 . 7 7 0 L A T E R A L D R A I N A G E C O L L E C T E D 1 0 . 4 5 8 3 3 ( 3 . 9 2 4 5 4 ) 3 7 9 6 3 . 7 5 4 2 4 . 5 8 9 2 8 F R O M L A Y E R 2 P E R C O L A T I O N / L E A K A G E T H R O U G H 0 . 0 0 1 7 0 ( 0 . 0 0 0 5 7 ) 6 . 1 6 7 0 . 0 0 3 9 9 L A Y E R 3 A V E R A G E H E A D O N T O P 0 . 0 0 1 ( 0 . 0 0 0 ) O F L A Y E R 3 P E R C O L A T I O N / L E A K A G E T H R O U G H 0 . 0 0 1 7 0 ( 0 . 0 0 0 5 7 ) 6 . 1 6 7 0 . 0 0 3 9 9 L A Y E R 4 C H A N G E I N W A T E R S T O R A G E 0 . 0 0 5 ( 1 . 1 9 5 7 ) 1 9 . 8 8 0 . 0 1 3 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 6 of 22 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * H Y D R O L O G I C E V A L U A T I O N O F L A N D F I L L P E R F O R M A N C E * * * * * * * * H E L P V e r s i o n 3 . 9 5 D ( 1 0 A u g u s t 2 0 1 2 ) * * * * d e v e l o p e d a t * * * * I n s t i t u t e o f S o i l S c i e n c e , U n i v e r s i t y o f H a m b u r g , G e r m a n y * * * * b a s e d o n * * * * U S H E L P M O D E L V E R S I O N 3 . 0 7 ( 1 N O V E M B E R 1 9 9 7 ) * * * * D E V E L O P E D B Y E N V I R O N M E N T A L L A B O R A T O R Y * * * * U S A E W A T E R W A Y S E X P E R I M E N T S T A T I O N * * * * F O R U S E P A R I S K R E D U C T I O N E N G I N E E R I N G L A B O R A T O R Y * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I M E : 9 . 2 7 D A T E : 6 . 0 9 . 2 0 1 6 P R E C I P I T A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 4 T E M P E R A T U R E D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 7 S O L A R R A D I A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 3 E V A P O T R A N S P I R A T I O N D A T A F . 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 1 S O I L A N D D E S I G N D A T A F I L E 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 1 A 2 . d 1 0 O U T P U T D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 1 A 2 . o u t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I T L E : D a v i d s o n C o u n t y C & D L F - C a s e 1 A - 2 ( G C L - T o p S l o p e s ) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * W E A T H E R D A T A S O U R C E S - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N O T E : P R E C I P I T A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y P R E C I P I T A T I O N ( M M ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 9 . 2 8 5 . 6 9 8 . 6 8 0 . 3 8 5 . 6 9 9 . 8 1 0 8 . 5 1 0 6 . 4 9 2 . 5 8 0 . 8 6 5 . 8 8 5 . 9 N O T E : T E M P E R A T U R E D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y T E M P E R A T U R E ( D E G R E E S C E L S I U S ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 . 1 4 . 4 8 . 9 1 4 . 6 1 9 . 2 2 3 . 1 2 5 . 1 2 4 . 6 2 1 . 1 1 4 . 7 9 . 2 4 . 6 N O T E : S O L A R R A D I A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A A N D S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * L A Y E R D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : I N I T I A L M O I S T U R E C O N T E N T O F T H E L A Y E R S A N D S N O W W A T E R W E R E C O M P U T E D A S N E A R L Y S T E A D Y - S T A T E V A L U E S B Y T H E P R O G R A M . L A Y E R 1 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 2 4 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 8 7 2 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C N O T E : S A T U R A T E D H Y D R A U L I C C O N D U C T I V I T Y I S M U L T I P L I E D B Y 3 . 0 0 F O R R O O T C H A N N E L S I N T O P H A L F O F E V A P O R A T I V E Z O N E . L A Y E R 2 - - - - - - - - T Y P E 2 - L A T E R A L D R A I N A G E L A Y E R M A T E R I A L T E X T U R E N U M B E R 2 0 T H I C K N E S S = 0 . 2 5 I N C H E S P O R O S I T Y = 0 . 8 5 0 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 0 1 0 0 V O L / V O L W I L T I N G P O I N T = 0 . 0 0 5 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 0 1 6 7 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 1 0 . 0 0 C M / S E C S L O P E = 5 . 0 0 P E R C E N T D R A I N A G E L E N G T H = 1 0 0 . 0 F E E T Page 7 of 22 L A Y E R 3 - - - - - - - - T Y P E 3 - B A R R I E R S O I L L I N E R M A T E R I A L T E X T U R E N U M B E R 0 T H I C K N E S S = 0 . 2 5 I N C H E S P O R O S I T Y = 0 . 7 5 0 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 7 4 7 0 V O L / V O L W I L T I N G P O I N T = 0 . 4 0 0 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 7 5 0 0 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 5 0 0 0 E - 0 8 C M / S E C L A Y E R 4 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 1 2 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 4 4 0 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * G E N E R A L D E S I G N A N D E V A P O R A T I V E Z O N E D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : S C S R U N O F F C U R V E N U M B E R W A S C O M P U T E D F R O M D E F A U L T S O I L D A T A B A S E U S I N G S O I L T E X T U R E # 7 W I T H A F A I R S T A N D O F G R A S S , A S U R F A C E S L O P E O F 5 . % A N D A S L O P E L E N G T H O F 1 0 0 . F E E T . S C S R U N O F F C U R V E N U M B E R = 7 6 . 7 2 F R A C T I O N O F A R E A A L L O W I N G R U N O F F = 1 0 0 . 0 P E R C E N T A R E A P R O J E C T E D O N H O R I Z O N T A L P L A N E = 1 . 0 0 0 A C R E S E V A P O R A T I V E Z O N E D E P T H = 2 1 . 0 I N C H E S I N I T I A L W A T E R I N E V A P O R A T I V E Z O N E = 6 . 0 0 1 I N C H E S U P P E R L I M I T O F E V A P O R A T I V E S T O R A G E = 8 . 3 5 8 I N C H E S F I E L D C A P A C I T Y O F E V A P O R A T I V E Z O N E = 5 . 1 2 4 I N C H E S L O W E R L I M I T O F E V A P O R A T I V E S T O R A G E = 2 . 8 5 6 I N C H E S S O I L E V A P O R A T I O N Z O N E D E P T H = 2 1 . 0 0 0 I N C H E S I N I T I A L S N O W W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L I N T E R C E P T I O N W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L W A T E R I N L A Y E R M A T E R I A L S = 1 0 . 0 1 3 I N C H E S T O T A L I N I T I A L W A T E R = 1 0 . 0 1 3 I N C H E S T O T A L S U B S U R F A C E I N F L O W = 0 . 0 0 I N C H E S / Y E A R * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * E V A P O T R A N S P I R A T I O N D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : E V A P O T R A N S P I R A T I O N D A T A W A S O B T A I N E D F R O M G R E E N S B O R O N O R T H C A R O L I N A S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S M A X I M U M L E A F A R E A I N D E X = 2 . 0 0 S T A R T O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 9 0 E N D O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 3 0 5 E V A P O R A T I V E Z O N E D E P T H = 2 1 . 0 I N C H E S A V E R A G E A N N U A L W I N D S P E E D = 1 2 . 2 3 M P H A V E R A G E 1 S T Q U A R T E R R E L A T I V E H U M I D I T Y = 6 6 . 0 % A V E R A G E 2 N D Q U A R T E R R E L A T I V E H U M I D I T Y = 6 8 . 0 % A V E R A G E 3 R D Q U A R T E R R E L A T I V E H U M I D I T Y = 7 4 . 0 % A V E R A G E 4 T H Q U A R T E R R E L A T I V E H U M I D I T Y = 7 0 . 0 % * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * F I N A L W A T E R S T O R A G E A T E N D O F Y E A R 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L A Y E R ( I N C H E S ) ( V O L / V O L ) - - - - - - - - - - - - - - - - - - - - - - 1 6 . 9 9 7 7 0 . 2 9 1 6 2 0 . 0 0 9 6 0 . 0 3 8 4 3 0 . 1 8 7 5 0 . 7 5 0 0 4 2 . 9 2 8 0 0 . 2 4 4 0 T O T A L W A T E R I N L A Y E R S 1 0 . 1 2 3 S N O W W A T E R 0 . 0 0 0 I N T E R C E P T I O N W A T E R 0 . 0 0 0 T O T A L F I N A L W A T E R 1 0 . 1 2 3 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 8 of 22 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * P E A K D A I L Y V A L U E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ( I N C H E S ) ( C U . F T . ) - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 . 0 9 1 4 8 3 4 . 4 0 9 R U N O F F 1 . 0 4 5 3 7 9 1 . 7 0 3 9 D R A I N A G E C O L L E C T E D F R O M L A Y E R 2 1 . 1 9 8 4 2 4 3 5 0 . 2 5 7 3 2 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 0 . 0 0 0 2 4 9 0 . 9 0 4 8 8 A V E R A G E H E A D O N T O P O F L A Y E R 3 0 . 1 7 1 M A X I M U M H E A D O N T O P O F L A Y E R 3 0 . 0 8 4 L O C A T I O N O F M A X I M U M H E A D I N L A Y E R 2 ( D I S T A N C E F R O M D R A I N ) 0 . 7 F E E T P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 4 0 . 0 0 0 2 4 9 0 . 9 0 4 8 8 S N O W W A T E R 2 . 4 4 8 8 6 8 . 2 0 8 0 M A X I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 3 5 8 7 M I N I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 1 3 6 0 * * * M a x i m u m h e a d s a r e c o m p u t e d u s i n g M c E n r o e ' s e q u a t i o n s . * * * R e f e r e n c e : M a x i m u m S a t u r a t e d D e p t h o v e r L a n d f i l l L i n e r b y B r u c e M . M c E n r o e , U n i v e r s i t y o f K a n s a s A S C E J o u r n a l o f E n v i r o n m e n t a l E n g i n e e r i n g V o l . 1 1 9 , N o . 2 , M a r c h 1 9 9 3 , p p . 2 6 2 - 2 7 0 . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E M O N T H L Y V A L U E S I N I N C H E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N - - - - - - - - - - - - - T O T A L S 2 . 6 5 3 . 2 0 4 . 0 3 2 . 7 5 3 . 1 6 3 . 9 5 4 . 7 6 5 . 0 8 4 . 0 2 2 . 4 9 2 . 5 9 3 . 8 6 S T D . D E V I A T I O N S 1 . 6 6 1 . 3 6 1 . 9 2 1 . 3 6 1 . 2 6 2 . 4 8 2 . 0 0 2 . 4 5 2 . 4 7 1 . 6 7 1 . 9 4 1 . 8 7 R U N O F F - - - - - - T O T A L S 0 . 0 2 0 0 . 0 2 8 0 . 0 5 4 0 . 0 1 9 0 . 0 0 6 0 . 0 6 5 0 . 0 5 6 0 . 0 7 9 0 . 1 6 7 0 . 0 8 3 0 . 0 4 1 0 . 0 7 4 S T D . D E V I A T I O N S 0 . 0 4 4 0 . 0 7 6 0 . 1 0 7 0 . 0 5 6 0 . 0 2 4 0 . 2 3 3 0 . 1 4 3 0 . 1 7 1 0 . 2 8 2 0 . 1 6 6 0 . 1 7 0 0 . 1 7 2 P O T E N T I A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 2 . 3 3 2 2 . 5 1 7 4 . 1 5 2 5 . 6 1 0 7 . 1 6 9 7 . 9 2 6 7 . 8 6 3 6 . 9 9 7 5 . 3 8 1 4 . 0 6 9 2 . 8 2 6 2 . 0 5 9 S T D . D E V I A T I O N S 0 . 2 1 5 0 . 3 1 2 0 . 2 9 9 0 . 3 1 8 0 . 3 2 1 0 . 3 4 8 0 . 2 8 6 0 . 2 6 9 0 . 3 0 1 0 . 2 5 5 0 . 2 3 0 0 . 1 7 7 A C T U A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 5 4 3 1 . 6 8 3 2 . 6 2 5 2 . 6 0 6 4 . 3 0 1 3 . 8 1 1 4 . 4 9 6 3 . 9 6 1 2 . 3 1 1 1 . 4 0 1 1 . 3 7 2 1 . 2 6 5 S T D . D E V I A T I O N S 0 . 2 5 7 0 . 3 1 4 0 . 4 7 7 0 . 5 4 4 0 . 7 6 6 1 . 8 0 9 1 . 5 7 2 1 . 2 6 7 0 . 7 8 8 0 . 5 1 4 0 . 3 4 5 0 . 2 5 5 L A T E R A L D R A I N A G E C O L L E C T E D F R O M L A Y E R 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 7 2 0 1 1 . 0 3 1 7 1 . 7 5 6 5 0 . 6 2 3 4 0 . 2 7 6 7 0 . 1 3 4 1 0 . 2 2 6 6 0 . 3 3 3 3 0 . 9 2 6 0 1 . 0 5 9 4 0 . 7 5 5 2 1 . 5 8 9 4 S T D . D E V I A T I O N S 1 . 8 3 3 1 0 . 8 9 6 4 1 . 0 7 3 7 0 . 7 3 0 0 0 . 5 9 9 8 0 . 3 5 5 9 0 . 5 8 2 8 0 . 6 4 9 7 1 . 1 9 8 1 1 . 0 6 7 6 1 . 1 8 1 6 1 . 2 0 0 6 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 0 . 0 0 4 0 0 . 0 0 3 1 0 . 0 0 4 2 0 . 0 0 2 8 0 . 0 0 1 0 0 . 0 0 0 4 0 . 0 0 0 7 0 . 0 0 0 9 0 . 0 0 2 0 0 . 0 0 3 0 0 . 0 0 2 3 0 . 0 0 3 1 S T D . D E V I A T I O N S 0 . 0 0 1 7 0 . 0 0 1 6 0 . 0 0 1 3 0 . 0 0 1 5 0 . 0 0 1 3 0 . 0 0 0 8 0 . 0 0 1 1 0 . 0 0 1 3 0 . 0 0 1 9 0 . 0 0 2 3 0 . 0 0 1 7 0 . 0 0 1 6 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 0 . 0 0 4 0 0 . 0 0 3 1 0 . 0 0 4 2 0 . 0 0 2 8 0 . 0 0 1 0 0 . 0 0 0 4 0 . 0 0 0 7 0 . 0 0 0 9 0 . 0 0 2 0 0 . 0 0 3 0 0 . 0 0 2 3 0 . 0 0 3 1 S T D . D E V I A T I O N S 0 . 0 0 1 7 0 . 0 0 1 6 0 . 0 0 1 3 0 . 0 0 1 5 0 . 0 0 1 3 0 . 0 0 0 8 0 . 0 0 1 1 0 . 0 0 1 3 0 . 0 0 1 9 0 . 0 0 2 3 0 . 0 0 1 7 0 . 0 0 1 6 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S O F M O N T H L Y A V E R A G E D D A I L Y H E A D S ( I N C H E S ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D A I L Y A V E R A G E H E A D O N T O P O F L A Y E R 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S 0 . 0 0 2 0 0 . 0 0 1 3 0 . 0 0 2 0 0 . 0 0 0 7 0 . 0 0 0 3 0 . 0 0 0 2 0 . 0 0 0 3 0 . 0 0 0 4 0 . 0 0 1 3 0 . 0 0 1 2 0 . 0 0 0 9 0 . 0 0 1 8 S T D . D E V I A T I O N S 0 . 0 0 2 1 0 . 0 0 1 1 0 . 0 0 1 2 0 . 0 0 0 9 0 . 0 0 0 7 0 . 0 0 0 4 0 . 0 0 0 7 0 . 0 0 0 7 0 . 0 0 2 1 0 . 0 0 1 2 0 . 0 0 1 4 0 . 0 0 1 4 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 9 of 22 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E A N N U A L T O T A L S & ( S T D . D E V I A T I O N S ) F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I N C H E S C U . F E E T P E R C E N T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 2 . 5 3 ( 6 . 8 3 3 ) 1 5 4 3 9 1 . 5 1 0 0 . 0 0 R U N O F F 0 . 6 9 0 ( 0 . 4 5 6 3 ) 2 5 0 6 . 4 3 1 . 6 2 3 P O T E N T I A L E V A P O T R A N S P I R A T I O N 5 8 . 9 0 2 ( 0 . 8 2 3 7 ) 2 1 3 8 1 3 . 4 8 A C T U A L E V A P O T R A N S P I R A T I O N 3 1 . 3 7 6 ( 3 . 1 9 8 3 ) 1 1 3 8 9 5 . 2 3 7 3 . 7 7 0 L A T E R A L D R A I N A G E C O L L E C T E D 1 0 . 4 3 2 4 7 ( 3 . 9 1 8 7 8 ) 3 7 8 6 9 . 8 6 3 2 4 . 5 2 8 4 7 F R O M L A Y E R 2 P E R C O L A T I O N / L E A K A G E T H R O U G H 0 . 0 2 7 5 6 ( 0 . 0 0 6 8 3 ) 1 0 0 . 0 5 9 0 . 0 6 4 8 1 L A Y E R 3 A V E R A G E H E A D O N T O P 0 . 0 0 1 ( 0 . 0 0 0 ) O F L A Y E R 3 P E R C O L A T I O N / L E A K A G E T H R O U G H 0 . 0 2 7 5 6 ( 0 . 0 0 6 8 3 ) 1 0 0 . 0 5 9 0 . 0 6 4 8 1 L A Y E R 4 C H A N G E I N W A T E R S T O R A G E 0 . 0 0 5 ( 1 . 1 9 5 7 ) 1 9 . 8 8 0 . 0 1 3 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 10 of 22 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * H Y D R O L O G I C E V A L U A T I O N O F L A N D F I L L P E R F O R M A N C E * * * * * * * * H E L P V e r s i o n 3 . 9 5 D ( 1 0 A u g u s t 2 0 1 2 ) * * * * d e v e l o p e d a t * * * * I n s t i t u t e o f S o i l S c i e n c e , U n i v e r s i t y o f H a m b u r g , G e r m a n y * * * * b a s e d o n * * * * U S H E L P M O D E L V E R S I O N 3 . 0 7 ( 1 N O V E M B E R 1 9 9 7 ) * * * * D E V E L O P E D B Y E N V I R O N M E N T A L L A B O R A T O R Y * * * * U S A E W A T E R W A Y S E X P E R I M E N T S T A T I O N * * * * F O R U S E P A R I S K R E D U C T I O N E N G I N E E R I N G L A B O R A T O R Y * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I M E : 9 . 2 9 D A T E : 6 . 0 9 . 2 0 1 6 P R E C I P I T A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 4 T E M P E R A T U R E D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 7 S O L A R R A D I A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 3 E V A P O T R A N S P I R A T I O N D A T A F . 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 1 S O I L A N D D E S I G N D A T A F I L E 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 1 B . d 1 0 O U T P U T D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 1 B . o u t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I T L E : D a v i d s o n C o u n t y C & D L F - C a s e 1 B ( S o i l - S i d e S l o p e s ) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * W E A T H E R D A T A S O U R C E S - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N O T E : P R E C I P I T A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y P R E C I P I T A T I O N ( M M ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 9 . 2 8 5 . 6 9 8 . 6 8 0 . 3 8 5 . 6 9 9 . 8 1 0 8 . 5 1 0 6 . 4 9 2 . 5 8 0 . 8 6 5 . 8 8 5 . 9 N O T E : T E M P E R A T U R E D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y T E M P E R A T U R E ( D E G R E E S C E L S I U S ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 . 1 4 . 4 8 . 9 1 4 . 6 1 9 . 2 2 3 . 1 2 5 . 1 2 4 . 6 2 1 . 1 1 4 . 7 9 . 2 4 . 6 N O T E : S O L A R R A D I A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A A N D S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * L A Y E R D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : I N I T I A L M O I S T U R E C O N T E N T O F T H E L A Y E R S A N D S N O W W A T E R W E R E C O M P U T E D A S N E A R L Y S T E A D Y - S T A T E V A L U E S B Y T H E P R O G R A M . L A Y E R 1 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 2 4 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 8 4 9 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C N O T E : S A T U R A T E D H Y D R A U L I C C O N D U C T I V I T Y I S M U L T I P L I E D B Y 3 . 0 0 F O R R O O T C H A N N E L S I N T O P H A L F O F E V A P O R A T I V E Z O N E . * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * G E N E R A L D E S I G N A N D E V A P O R A T I V E Z O N E D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : S C S R U N O F F C U R V E N U M B E R W A S C O M P U T E D F R O M D E F A U L T S O I L D A T A B A S E U S I N G S O I L T E X T U R E # 7 W I T H A F A I R S T A N D O F G R A S S , A S U R F A C E S L O P E O F 2 5 . % A N D A S L O P E L E N G T H O F 2 0 0 . F E E T . S C S R U N O F F C U R V E N U M B E R = 7 6 . 8 7 F R A C T I O N O F A R E A A L L O W I N G R U N O F F = 1 0 0 . 0 P E R C E N T A R E A P R O J E C T E D O N H O R I Z O N T A L P L A N E = 1 . 0 0 0 A C R E S E V A P O R A T I V E Z O N E D E P T H = 2 1 . 0 I N C H E S I N I T I A L W A T E R I N E V A P O R A T I V E Z O N E = 5 . 9 5 9 I N C H E S Page 11 of 22 U P P E R L I M I T O F E V A P O R A T I V E S T O R A G E = 8 . 3 5 8 I N C H E S F I E L D C A P A C I T Y O F E V A P O R A T I V E Z O N E = 5 . 1 2 4 I N C H E S L O W E R L I M I T O F E V A P O R A T I V E S T O R A G E = 2 . 8 5 6 I N C H E S S O I L E V A P O R A T I O N Z O N E D E P T H = 2 1 . 0 0 0 I N C H E S I N I T I A L S N O W W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L I N T E R C E P T I O N W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L W A T E R I N L A Y E R M A T E R I A L S = 6 . 8 3 7 I N C H E S T O T A L I N I T I A L W A T E R = 6 . 8 3 7 I N C H E S T O T A L S U B S U R F A C E I N F L O W = 0 . 0 0 I N C H E S / Y E A R * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * E V A P O T R A N S P I R A T I O N D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : E V A P O T R A N S P I R A T I O N D A T A W A S O B T A I N E D F R O M G R E E N S B O R O N O R T H C A R O L I N A S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S M A X I M U M L E A F A R E A I N D E X = 2 . 0 0 S T A R T O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 9 0 E N D O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 3 0 5 E V A P O R A T I V E Z O N E D E P T H = 2 1 . 0 I N C H E S A V E R A G E A N N U A L W I N D S P E E D = 1 2 . 2 3 M P H A V E R A G E 1 S T Q U A R T E R R E L A T I V E H U M I D I T Y = 6 6 . 0 % A V E R A G E 2 N D Q U A R T E R R E L A T I V E H U M I D I T Y = 6 8 . 0 % A V E R A G E 3 R D Q U A R T E R R E L A T I V E H U M I D I T Y = 7 4 . 0 % A V E R A G E 4 T H Q U A R T E R R E L A T I V E H U M I D I T Y = 7 0 . 0 % * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * F I N A L W A T E R S T O R A G E A T E N D O F Y E A R 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L A Y E R ( I N C H E S ) ( V O L / V O L ) - - - - - - - - - - - - - - - - - - - - - - 1 6 . 4 3 1 6 0 . 2 6 8 0 T O T A L W A T E R I N L A Y E R S 6 . 4 3 2 S N O W W A T E R 0 . 0 0 0 I N T E R C E P T I O N W A T E R 0 . 0 0 0 T O T A L F I N A L W A T E R 6 . 4 3 2 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * P E A K D A I L Y V A L U E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ( I N C H E S ) ( C U . F T . ) - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 . 0 9 1 4 8 3 4 . 4 0 9 R U N O F F 0 . 9 4 9 3 4 4 4 . 4 1 9 9 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 1 2 . 4 4 9 5 2 6 8 8 9 1 . 7 7 8 3 2 S N O W W A T E R 2 . 4 4 8 8 6 8 . 2 0 8 0 M A X I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 3 2 9 7 M I N I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 1 3 6 0 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E M O N T H L Y V A L U E S I N I N C H E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N - - - - - - - - - - - - - T O T A L S 2 . 6 5 3 . 2 0 4 . 0 3 2 . 7 5 3 . 1 6 3 . 9 5 4 . 7 6 5 . 0 8 4 . 0 2 2 . 4 9 2 . 5 9 3 . 8 6 S T D . D E V I A T I O N S 1 . 6 6 1 . 3 6 1 . 9 2 1 . 3 6 1 . 2 6 2 . 4 8 2 . 0 0 2 . 4 5 2 . 4 7 1 . 6 7 1 . 9 4 1 . 8 7 R U N O F F - - - - - - T O T A L S 0 . 0 1 3 0 . 0 2 3 0 . 0 4 6 0 . 0 1 5 0 . 0 0 4 0 . 0 5 3 0 . 0 5 2 0 . 0 7 3 0 . 1 4 5 0 . 0 7 3 0 . 0 3 6 0 . 0 6 0 S T D . D E V I A T I O N S 0 . 0 2 7 0 . 0 6 4 0 . 0 9 5 0 . 0 4 3 0 . 0 1 6 0 . 1 8 9 0 . 1 3 9 0 . 1 6 1 0 . 2 4 7 0 . 1 4 4 0 . 1 4 9 0 . 1 3 3 P O T E N T I A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 2 . 3 3 2 2 . 5 1 7 4 . 1 5 2 5 . 6 1 0 7 . 1 6 9 7 . 9 2 6 7 . 8 6 3 6 . 9 9 7 5 . 3 8 1 4 . 0 6 9 2 . 8 2 6 2 . 0 5 9 S T D . D E V I A T I O N S 0 . 2 1 5 0 . 3 1 2 0 . 2 9 9 0 . 3 1 8 0 . 3 2 1 0 . 3 4 8 0 . 2 8 6 0 . 2 6 9 0 . 3 0 1 0 . 2 5 5 0 . 2 3 0 0 . 1 7 7 A C T U A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 5 4 4 1 . 6 8 3 2 . 6 3 3 2 . 6 0 5 4 . 2 3 0 3 . 8 0 8 4 . 4 9 0 3 . 9 2 2 2 . 2 7 1 1 . 3 9 4 1 . 3 7 1 1 . 2 6 3 Page 12 of 22 S T D . D E V I A T I O N S 0 . 2 5 9 0 . 3 1 5 0 . 4 7 6 0 . 5 4 4 0 . 7 6 7 1 . 8 1 8 1 . 5 7 5 1 . 2 7 0 0 . 8 1 2 0 . 4 9 9 0 . 3 4 3 0 . 2 6 0 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 6 7 5 2 1 . 0 7 2 1 1 . 7 7 5 8 0 . 6 2 5 7 0 . 2 6 9 2 0 . 1 7 1 8 0 . 2 3 7 4 0 . 4 6 4 7 0 . 9 7 1 5 1 . 0 5 1 1 0 . 7 5 6 1 1 . 6 7 6 3 S T D . D E V I A T I O N S 1 . 8 0 9 8 0 . 9 2 4 6 1 . 1 2 7 5 0 . 8 0 4 4 0 . 6 2 7 7 0 . 4 3 2 4 0 . 5 3 6 9 0 . 8 9 6 6 1 . 1 6 0 6 1 . 1 2 5 6 1 . 2 2 8 9 1 . 2 5 8 8 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E A N N U A L T O T A L S & ( S T D . D E V I A T I O N S ) F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I N C H E S C U . F E E T P E R C E N T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 2 . 5 3 ( 6 . 8 3 3 ) 1 5 4 3 9 1 . 5 1 0 0 . 0 0 R U N O F F 0 . 5 9 2 ( 0 . 3 9 7 9 ) 2 1 4 8 . 7 1 1 . 3 9 2 P O T E N T I A L E V A P O T R A N S P I R A T I O N 5 8 . 9 0 2 ( 0 . 8 2 3 7 ) 2 1 3 8 1 3 . 4 8 A C T U A L E V A P O T R A N S P I R A T I O N 3 1 . 2 1 3 ( 3 . 2 6 9 2 ) 1 1 3 3 0 4 . 9 0 7 3 . 3 8 8 P E R C O L A T I O N / L E A K A G E T H R O U G H 1 0 . 7 4 6 9 4 ( 3 . 9 6 5 5 6 ) 3 9 0 1 1 . 3 9 5 2 5 . 2 6 7 8 5 L A Y E R 1 C H A N G E I N W A T E R S T O R A G E - 0 . 0 2 0 ( 1 . 1 5 7 5 ) - 7 3 . 5 3 - 0 . 0 4 8 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 13 of 22 Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Page 14 of 22 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * H Y D R O L O G I C E V A L U A T I O N O F L A N D F I L L P E R F O R M A N C E * * * * * * * * H E L P V e r s i o n 3 . 9 5 D ( 1 0 A u g u s t 2 0 1 2 ) * * * * d e v e l o p e d a t * * * * I n s t i t u t e o f S o i l S c i e n c e , U n i v e r s i t y o f H a m b u r g , G e r m a n y * * * * b a s e d o n * * * * U S H E L P M O D E L V E R S I O N 3 . 0 7 ( 1 N O V E M B E R 1 9 9 7 ) * * * * D E V E L O P E D B Y E N V I R O N M E N T A L L A B O R A T O R Y * * * * U S A E W A T E R W A Y S E X P E R I M E N T S T A T I O N * * * * F O R U S E P A R I S K R E D U C T I O N E N G I N E E R I N G L A B O R A T O R Y * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I M E : 9 . 3 2 D A T E : 6 . 0 9 . 2 0 1 6 P R E C I P I T A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 4 T E M P E R A T U R E D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 7 S O L A R R A D I A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 3 E V A P O T R A N S P I R A T I O N D A T A F . 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 1 S O I L A N D D E S I G N D A T A F I L E 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 2 A . d 1 0 O U T P U T D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 2 A . o u t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I T L E : D a v i d s o n C o u n t y C & D L F - C a s e 2 A ( R M C - T o p S l o p e s ) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * W E A T H E R D A T A S O U R C E S - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N O T E : P R E C I P I T A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y P R E C I P I T A T I O N ( M M ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 9 . 2 8 5 . 6 9 8 . 6 8 0 . 3 8 5 . 6 9 9 . 8 1 0 8 . 5 1 0 6 . 4 9 2 . 5 8 0 . 8 6 5 . 8 8 5 . 9 N O T E : T E M P E R A T U R E D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y T E M P E R A T U R E ( D E G R E E S C E L S I U S ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 . 1 4 . 4 8 . 9 1 4 . 6 1 9 . 2 2 3 . 1 2 5 . 1 2 4 . 6 2 1 . 1 1 4 . 7 9 . 2 4 . 6 N O T E : S O L A R R A D I A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A A N D S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * L A Y E R D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : I N I T I A L M O I S T U R E C O N T E N T O F T H E L A Y E R S A N D S N O W W A T E R W E R E C O M P U T E D A S N E A R L Y S T E A D Y - S T A T E V A L U E S B Y T H E P R O G R A M . L A Y E R 1 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 1 8 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 7 7 3 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C N O T E : S A T U R A T E D H Y D R A U L I C C O N D U C T I V I T Y I S M U L T I P L I E D B Y 3 . 0 0 F O R R O O T C H A N N E L S I N T O P H A L F O F E V A P O R A T I V E Z O N E . L A Y E R 2 - - - - - - - - T Y P E 3 - B A R R I E R S O I L L I N E R M A T E R I A L T E X T U R E N U M B E R 1 5 T H I C K N E S S = 1 8 . 0 0 I N C H E S P O R O S I T Y = 0 . 4 7 5 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 3 7 8 0 V O L / V O L W I L T I N G P O I N T = 0 . 2 6 5 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 4 7 5 0 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 0 0 0 E - 0 4 C M / S E C Page 15 of 22 L A Y E R 3 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 1 2 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 8 7 2 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * G E N E R A L D E S I G N A N D E V A P O R A T I V E Z O N E D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : S C S R U N O F F C U R V E N U M B E R W A S C O M P U T E D F R O M D E F A U L T S O I L D A T A B A S E U S I N G S O I L T E X T U R E # 7 W I T H A F A I R S T A N D O F G R A S S , A S U R F A C E S L O P E O F 5 . % A N D A S L O P E L E N G T H O F 1 0 0 . F E E T . S C S R U N O F F C U R V E N U M B E R = 7 6 . 7 2 F R A C T I O N O F A R E A A L L O W I N G R U N O F F = 1 0 0 . 0 P E R C E N T A R E A P R O J E C T E D O N H O R I Z O N T A L P L A N E = 1 . 0 0 0 A C R E S E V A P O R A T I V E Z O N E D E P T H = 1 8 . 0 I N C H E S I N I T I A L W A T E R I N E V A P O R A T I V E Z O N E = 4 . 9 9 1 I N C H E S U P P E R L I M I T O F E V A P O R A T I V E S T O R A G E = 7 . 1 6 4 I N C H E S F I E L D C A P A C I T Y O F E V A P O R A T I V E Z O N E = 4 . 3 9 2 I N C H E S L O W E R L I M I T O F E V A P O R A T I V E S T O R A G E = 2 . 4 4 8 I N C H E S S O I L E V A P O R A T I O N Z O N E D E P T H = 1 8 . 0 0 0 I N C H E S I N I T I A L S N O W W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L I N T E R C E P T I O N W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L W A T E R I N L A Y E R M A T E R I A L S = 1 6 . 9 8 8 I N C H E S T O T A L I N I T I A L W A T E R = 1 6 . 9 8 8 I N C H E S T O T A L S U B S U R F A C E I N F L O W = 0 . 0 0 I N C H E S / Y E A R * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * E V A P O T R A N S P I R A T I O N D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : E V A P O T R A N S P I R A T I O N D A T A W A S O B T A I N E D F R O M G R E E N S B O R O N O R T H C A R O L I N A S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S M A X I M U M L E A F A R E A I N D E X = 2 . 0 0 S T A R T O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 9 0 E N D O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 3 0 5 E V A P O R A T I V E Z O N E D E P T H = 1 8 . 0 I N C H E S A V E R A G E A N N U A L W I N D S P E E D = 1 2 . 2 3 M P H A V E R A G E 1 S T Q U A R T E R R E L A T I V E H U M I D I T Y = 6 6 . 0 % A V E R A G E 2 N D Q U A R T E R R E L A T I V E H U M I D I T Y = 6 8 . 0 % A V E R A G E 3 R D Q U A R T E R R E L A T I V E H U M I D I T Y = 7 4 . 0 % A V E R A G E 4 T H Q U A R T E R R E L A T I V E H U M I D I T Y = 7 0 . 0 % * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * F I N A L W A T E R S T O R A G E A T E N D O F Y E A R 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L A Y E R ( I N C H E S ) ( V O L / V O L ) - - - - - - - - - - - - - - - - - - - - - - 1 5 . 0 5 3 4 0 . 2 8 0 7 2 8 . 5 5 0 0 0 . 4 7 5 0 3 4 . 0 4 5 3 0 . 3 3 7 1 T O T A L W A T E R I N L A Y E R S 1 7 . 6 4 9 S N O W W A T E R 0 . 0 0 0 I N T E R C E P T I O N W A T E R 0 . 0 0 0 T O T A L F I N A L W A T E R 1 7 . 6 4 9 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * P E A K D A I L Y V A L U E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ( I N C H E S ) ( C U . F T . ) - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 . 0 9 1 4 8 3 4 . 4 0 9 R U N O F F 0 . 9 2 1 3 3 4 2 . 5 2 9 1 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 2 0 . 6 4 5 8 4 8 2 3 4 4 . 4 2 8 4 7 A V E R A G E H E A D O N T O P O F L A Y E R 2 1 6 . 1 7 6 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 0 . 6 3 2 5 5 4 2 2 9 6 . 1 7 1 1 4 S N O W W A T E R 2 . 4 4 8 8 6 8 . 2 0 8 0 M A X I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 3 9 8 0 M I N I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 1 3 6 0 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 16 of 22 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E M O N T H L Y V A L U E S I N I N C H E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N - - - - - - - - - - - - - T O T A L S 2 . 6 5 3 . 2 0 4 . 0 3 2 . 7 5 3 . 1 6 3 . 9 5 4 . 7 6 5 . 0 8 4 . 0 2 2 . 4 9 2 . 5 9 3 . 8 6 S T D . D E V I A T I O N S 1 . 6 6 1 . 3 6 1 . 9 2 1 . 3 6 1 . 2 6 2 . 4 8 2 . 0 0 2 . 4 5 2 . 4 7 1 . 6 7 1 . 9 4 1 . 8 7 R U N O F F - - - - - - T O T A L S 0 . 0 1 2 0 . 0 2 3 0 . 0 4 2 0 . 0 1 2 0 . 0 0 4 0 . 0 5 8 0 . 0 5 0 0 . 0 7 2 0 . 1 4 5 0 . 0 6 8 0 . 0 3 3 0 . 0 7 1 S T D . D E V I A T I O N S 0 . 0 2 6 0 . 0 6 2 0 . 0 8 7 0 . 0 3 6 0 . 0 1 5 0 . 2 0 3 0 . 1 3 2 0 . 1 5 8 0 . 2 4 9 0 . 1 3 3 0 . 1 3 7 0 . 1 7 9 P O T E N T I A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 2 . 3 3 2 2 . 5 1 7 4 . 1 5 2 5 . 6 1 0 7 . 1 6 9 7 . 9 2 6 7 . 8 6 3 6 . 9 9 7 5 . 3 8 1 4 . 0 6 9 2 . 8 2 6 2 . 0 5 9 S T D . D E V I A T I O N S 0 . 2 1 5 0 . 3 1 2 0 . 2 9 9 0 . 3 1 8 0 . 3 2 1 0 . 3 4 8 0 . 2 8 6 0 . 2 6 9 0 . 3 0 1 0 . 2 5 5 0 . 2 3 0 0 . 1 7 7 A C T U A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 5 4 0 1 . 6 8 0 2 . 6 3 5 2 . 6 0 9 3 . 9 0 6 3 . 7 5 5 4 . 3 9 7 3 . 8 7 5 2 . 2 7 9 1 . 4 7 1 1 . 3 6 2 1 . 2 5 6 S T D . D E V I A T I O N S 0 . 2 5 1 0 . 3 1 3 0 . 4 7 5 0 . 5 4 0 0 . 8 4 5 1 . 8 2 4 1 . 5 6 3 1 . 2 8 8 0 . 8 5 4 0 . 5 2 9 0 . 3 4 7 0 . 2 7 3 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 5 9 5 9 1 . 1 5 3 8 1 . 7 0 9 1 0 . 5 1 3 6 0 . 2 4 2 1 0 . 2 7 1 6 0 . 3 2 5 8 0 . 5 1 5 7 1 . 1 8 6 5 1 . 0 5 7 6 0 . 7 7 0 5 1 . 8 3 1 4 S T D . D E V I A T I O N S 1 . 8 2 5 5 0 . 9 4 7 8 1 . 2 0 3 6 0 . 8 7 7 5 0 . 6 8 7 6 0 . 5 8 4 5 0 . 6 3 3 3 0 . 9 3 0 9 1 . 3 4 3 2 1 . 1 2 5 7 1 . 3 7 3 6 1 . 2 5 7 4 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 7 7 1 3 1 . 0 2 7 1 1 . 7 9 4 1 0 . 7 4 1 7 0 . 3 2 3 0 0 . 2 3 0 7 0 . 3 3 0 3 0 . 4 5 3 0 1 . 0 7 8 6 1 . 0 9 4 7 0 . 7 8 4 0 1 . 5 1 5 1 S T D . D E V I A T I O N S 1 . 8 6 2 7 0 . 8 5 7 7 1 . 0 7 1 9 0 . 7 1 4 6 0 . 6 1 7 8 0 . 4 6 0 8 0 . 5 5 9 3 0 . 7 5 7 6 1 . 3 0 4 9 1 . 0 5 4 9 1 . 1 7 0 8 1 . 1 2 7 4 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S O F M O N T H L Y A V E R A G E D D A I L Y H E A D S ( I N C H E S ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D A I L Y A V E R A G E H E A D O N T O P O F L A Y E R 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S 0 . 2 4 8 6 0 . 1 9 1 2 0 . 2 8 3 1 0 . 1 0 2 6 0 . 0 4 2 3 0 . 0 6 0 0 0 . 0 6 3 9 0 . 0 9 9 1 0 . 3 1 2 8 0 . 2 0 6 1 0 . 1 4 6 2 0 . 3 5 8 1 S T D . D E V I A T I O N S 0 . 4 5 9 6 0 . 3 2 4 6 0 . 3 2 7 6 0 . 2 5 9 3 0 . 1 4 8 5 0 . 2 0 5 1 0 . 1 8 4 6 0 . 2 1 7 8 0 . 4 2 9 8 0 . 3 6 7 8 0 . 4 6 8 1 0 . 4 5 4 2 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E A N N U A L T O T A L S & ( S T D . D E V I A T I O N S ) F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I N C H E S C U . F E E T P E R C E N T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 2 . 5 3 ( 6 . 8 3 3 ) 1 5 4 3 9 1 . 5 1 0 0 . 0 0 R U N O F F 0 . 5 8 8 ( 0 . 4 1 3 4 ) 2 1 3 5 . 7 1 1 . 3 8 3 P O T E N T I A L E V A P O T R A N S P I R A T I O N 5 8 . 9 0 2 ( 0 . 8 2 3 7 ) 2 1 3 8 1 3 . 4 8 A C T U A L E V A P O T R A N S P I R A T I O N 3 0 . 7 6 7 ( 3 . 1 9 2 1 ) 1 1 1 6 8 4 . 2 3 7 2 . 3 3 8 P E R C O L A T I O N / L E A K A G E T H R O U G H 1 1 . 1 7 3 6 2 ( 3 . 9 7 2 1 9 ) 4 0 5 6 0 . 2 3 4 2 6 . 2 7 1 0 4 L A Y E R 2 A V E R A G E H E A D O N T O P 0 . 1 7 6 ( 0 . 0 9 3 ) O F L A Y E R 2 P E R C O L A T I O N / L E A K A G E T H R O U G H 1 1 . 1 4 3 6 9 ( 3 . 9 0 0 5 1 ) 4 0 4 5 1 . 5 9 8 2 6 . 2 0 0 6 7 L A Y E R 3 C H A N G E I N W A T E R S T O R A G E 0 . 0 3 3 ( 1 . 2 5 3 2 ) 1 1 9 . 9 3 0 . 0 7 8 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 17 of 22 Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Page 18 of 22 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * H Y D R O L O G I C E V A L U A T I O N O F L A N D F I L L P E R F O R M A N C E * * * * * * * * H E L P V e r s i o n 3 . 9 5 D ( 1 0 A u g u s t 2 0 1 2 ) * * * * d e v e l o p e d a t * * * * I n s t i t u t e o f S o i l S c i e n c e , U n i v e r s i t y o f H a m b u r g , G e r m a n y * * * * b a s e d o n * * * * U S H E L P M O D E L V E R S I O N 3 . 0 7 ( 1 N O V E M B E R 1 9 9 7 ) * * * * D E V E L O P E D B Y E N V I R O N M E N T A L L A B O R A T O R Y * * * * U S A E W A T E R W A Y S E X P E R I M E N T S T A T I O N * * * * F O R U S E P A R I S K R E D U C T I O N E N G I N E E R I N G L A B O R A T O R Y * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I M E : 9 . 3 3 D A T E : 6 . 0 9 . 2 0 1 6 P R E C I P I T A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 4 T E M P E R A T U R E D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 7 S O L A R R A D I A T I O N D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 3 E V A P O T R A N S P I R A T I O N D A T A F . 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 0 D \ P r o j e c t s \ G r e e n s b o r o N C . d 1 1 S O I L A N D D E S I G N D A T A F I L E 1 : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 2 B . d 1 0 O U T P U T D A T A F I L E : C: \ U s e r s \ P i e t e r S c h e e r \ D o c u m e n t s \ H E L P M o d \ H E L P 3 9 5 D \ P r o j e c t s \ D C L F C 2 B . o u t * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * T I T L E : D a v i d s o n C o u n t y C & D L F - C a s e 2 B ( R M C - S i d e S l o p e s ) * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * W E A T H E R D A T A S O U R C E S - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - N O T E : P R E C I P I T A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y P R E C I P I T A T I O N ( M M ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8 9 . 2 8 5 . 6 9 8 . 6 8 0 . 3 8 5 . 6 9 9 . 8 1 0 8 . 5 1 0 6 . 4 9 2 . 5 8 0 . 8 6 5 . 8 8 5 . 9 N O T E : T E M P E R A T U R E D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A N O R M A L M E A N M O N T H L Y T E M P E R A T U R E ( D E G R E E S C E L S I U S ) J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3 . 1 4 . 4 8 . 9 1 4 . 6 1 9 . 2 2 3 . 1 2 5 . 1 2 4 . 6 2 1 . 1 1 4 . 7 9 . 2 4 . 6 N O T E : S O L A R R A D I A T I O N D A T A W A S S Y N T H E T I C A L L Y G E N E R A T E D U S I N G C O E F F I C I E N T S F O R G R E E N S B O R O N O R T H C A R O L I N A A N D S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * L A Y E R D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : I N I T I A L M O I S T U R E C O N T E N T O F T H E L A Y E R S A N D S N O W W A T E R W E R E C O M P U T E D A S N E A R L Y S T E A D Y - S T A T E V A L U E S B Y T H E P R O G R A M . L A Y E R 1 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 1 8 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 7 7 3 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C N O T E : S A T U R A T E D H Y D R A U L I C C O N D U C T I V I T Y I S M U L T I P L I E D B Y 3 . 0 0 F O R R O O T C H A N N E L S I N T O P H A L F O F E V A P O R A T I V E Z O N E . L A Y E R 2 - - - - - - - - T Y P E 3 - B A R R I E R S O I L L I N E R M A T E R I A L T E X T U R E N U M B E R 1 5 T H I C K N E S S = 1 8 . 0 0 I N C H E S P O R O S I T Y = 0 . 4 7 5 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 3 7 8 0 V O L / V O L W I L T I N G P O I N T = 0 . 2 6 5 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 4 7 5 0 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 0 0 0 E - 0 4 C M / S E C Page 19 of 22 L A Y E R 3 - - - - - - - - T Y P E 1 - V E R T I C A L P E R C O L A T I O N L A Y E R M A T E R I A L T E X T U R E N U M B E R 1 0 T H I C K N E S S = 1 2 . 0 0 I N C H E S P O R O S I T Y = 0 . 3 9 8 0 V O L / V O L F I E L D C A P A C I T Y = 0 . 2 4 4 0 V O L / V O L W I L T I N G P O I N T = 0 . 1 3 6 0 V O L / V O L I N I T I A L S O I L W A T E R C O N T E N T = 0 . 2 8 7 2 V O L / V O L E F F E C T I V E S A T . H Y D . C O N D U C T . = 0 . 1 2 0 0 E - 0 3 C M / S E C * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * G E N E R A L D E S I G N A N D E V A P O R A T I V E Z O N E D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : S C S R U N O F F C U R V E N U M B E R W A S C O M P U T E D F R O M D E F A U L T S O I L D A T A B A S E U S I N G S O I L T E X T U R E # 7 W I T H A F A I R S T A N D O F G R A S S , A S U R F A C E S L O P E O F 2 5 . % A N D A S L O P E L E N G T H O F 2 0 0 . F E E T . S C S R U N O F F C U R V E N U M B E R = 7 6 . 8 7 F R A C T I O N O F A R E A A L L O W I N G R U N O F F = 1 0 0 . 0 P E R C E N T A R E A P R O J E C T E D O N H O R I Z O N T A L P L A N E = 1 . 0 0 0 A C R E S E V A P O R A T I V E Z O N E D E P T H = 1 8 . 0 I N C H E S I N I T I A L W A T E R I N E V A P O R A T I V E Z O N E = 4 . 9 9 1 I N C H E S U P P E R L I M I T O F E V A P O R A T I V E S T O R A G E = 7 . 1 6 4 I N C H E S F I E L D C A P A C I T Y O F E V A P O R A T I V E Z O N E = 4 . 3 9 2 I N C H E S L O W E R L I M I T O F E V A P O R A T I V E S T O R A G E = 2 . 4 4 8 I N C H E S S O I L E V A P O R A T I O N Z O N E D E P T H = 1 8 . 0 0 0 I N C H E S I N I T I A L S N O W W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L I N T E R C E P T I O N W A T E R = 0 . 0 0 0 I N C H E S I N I T I A L W A T E R I N L A Y E R M A T E R I A L S = 1 6 . 9 8 8 I N C H E S T O T A L I N I T I A L W A T E R = 1 6 . 9 8 8 I N C H E S T O T A L S U B S U R F A C E I N F L O W = 0 . 0 0 I N C H E S / Y E A R * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * E V A P O T R A N S P I R A T I O N D A T A 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - V A L I D F O R 2 0 Y E A R S N O T E : E V A P O T R A N S P I R A T I O N D A T A W A S O B T A I N E D F R O M G R E E N S B O R O N O R T H C A R O L I N A S T A T I O N L A T I T U D E = 3 5 . 1 3 D E G R E E S M A X I M U M L E A F A R E A I N D E X = 2 . 0 0 S T A R T O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 9 0 E N D O F G R O W I N G S E A S O N ( J U L I A N D A T E ) = 3 0 5 E V A P O R A T I V E Z O N E D E P T H = 1 8 . 0 I N C H E S A V E R A G E A N N U A L W I N D S P E E D = 1 2 . 2 3 M P H A V E R A G E 1 S T Q U A R T E R R E L A T I V E H U M I D I T Y = 6 6 . 0 % A V E R A G E 2 N D Q U A R T E R R E L A T I V E H U M I D I T Y = 6 8 . 0 % A V E R A G E 3 R D Q U A R T E R R E L A T I V E H U M I D I T Y = 7 4 . 0 % A V E R A G E 4 T H Q U A R T E R R E L A T I V E H U M I D I T Y = 7 0 . 0 % * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * F I N A L W A T E R S T O R A G E A T E N D O F Y E A R 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L A Y E R ( I N C H E S ) ( V O L / V O L ) - - - - - - - - - - - - - - - - - - - - - - 1 5 . 0 5 1 6 0 . 2 8 0 6 2 8 . 5 5 0 0 0 . 4 7 5 0 3 4 . 0 4 5 3 0 . 3 3 7 1 T O T A L W A T E R I N L A Y E R S 1 7 . 6 4 7 S N O W W A T E R 0 . 0 0 0 I N T E R C E P T I O N W A T E R 0 . 0 0 0 T O T A L F I N A L W A T E R 1 7 . 6 4 7 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * P E A K D A I L Y V A L U E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ( I N C H E S ) ( C U . F T . ) - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 . 0 9 1 4 8 3 4 . 4 0 9 R U N O F F 0 . 9 3 2 3 3 8 3 . 2 4 6 1 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 2 0 . 6 4 5 8 4 8 2 3 4 4 . 4 2 8 2 2 A V E R A G E H E A D O N T O P O F L A Y E R 2 1 6 . 1 7 6 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 0 . 6 3 2 3 3 3 2 2 9 5 . 3 6 7 4 3 S N O W W A T E R 2 . 4 4 8 8 6 8 . 2 0 8 0 M A X I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 3 9 8 0 M I N I M U M V E G . S O I L W A T E R ( V O L / V O L ) 0 . 1 3 6 0 * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 20 of 22 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E M O N T H L Y V A L U E S I N I N C H E S F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - J A N / J U L F E B / A U G M A R / S E P A P R / O C T M A Y / N O V J U N / D E C - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N - - - - - - - - - - - - - T O T A L S 2 . 6 5 3 . 2 0 4 . 0 3 2 . 7 5 3 . 1 6 3 . 9 5 4 . 7 6 5 . 0 8 4 . 0 2 2 . 4 9 2 . 5 9 3 . 8 6 S T D . D E V I A T I O N S 1 . 6 6 1 . 3 6 1 . 9 2 1 . 3 6 1 . 2 6 2 . 4 8 2 . 0 0 2 . 4 5 2 . 4 7 1 . 6 7 1 . 9 4 1 . 8 7 R U N O F F - - - - - - T O T A L S 0 . 0 1 2 0 . 0 2 3 0 . 0 4 3 0 . 0 1 3 0 . 0 0 4 0 . 0 5 9 0 . 0 5 2 0 . 0 7 3 0 . 1 4 8 0 . 0 6 9 0 . 0 3 4 0 . 0 7 2 S T D . D E V I A T I O N S 0 . 0 2 7 0 . 0 6 3 0 . 0 8 8 0 . 0 3 8 0 . 0 1 6 0 . 2 0 6 0 . 1 3 5 0 . 1 6 1 0 . 2 5 3 0 . 1 3 5 0 . 1 3 9 0 . 1 7 9 P O T E N T I A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 2 . 3 3 2 2 . 5 1 7 4 . 1 5 2 5 . 6 1 0 7 . 1 6 9 7 . 9 2 6 7 . 8 6 3 6 . 9 9 7 5 . 3 8 1 4 . 0 6 9 2 . 8 2 6 2 . 0 5 9 S T D . D E V I A T I O N S 0 . 2 1 5 0 . 3 1 2 0 . 2 9 9 0 . 3 1 8 0 . 3 2 1 0 . 3 4 8 0 . 2 8 6 0 . 2 6 9 0 . 3 0 1 0 . 2 5 5 0 . 2 3 0 0 . 1 7 7 A C T U A L E V A P O T R A N S P I R A T I O N - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 5 4 0 1 . 6 8 0 2 . 6 3 5 2 . 6 0 9 3 . 9 0 6 3 . 7 5 5 4 . 3 9 7 3 . 8 7 5 2 . 2 7 8 1 . 4 7 1 1 . 3 6 2 1 . 2 5 6 S T D . D E V I A T I O N S 0 . 2 5 1 0 . 3 1 3 0 . 4 7 5 0 . 5 4 0 0 . 8 4 5 1 . 8 2 4 1 . 5 6 4 1 . 2 8 8 0 . 8 5 4 0 . 5 2 9 0 . 3 4 7 0 . 2 7 3 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 5 9 5 2 1 . 1 5 3 5 1 . 7 0 8 1 0 . 5 1 3 2 0 . 2 4 1 8 0 . 2 7 0 6 0 . 3 2 4 7 0 . 5 1 4 5 1 . 1 8 3 9 1 . 0 5 6 2 0 . 7 6 9 9 1 . 8 3 1 0 S T D . D E V I A T I O N S 1 . 8 2 4 6 0 . 9 4 7 1 1 . 2 0 2 4 0 . 8 7 6 4 0 . 6 8 6 6 0 . 5 8 2 2 0 . 6 3 1 0 0 . 9 2 9 0 1 . 3 3 9 6 1 . 1 2 3 8 1 . 3 7 1 6 1 . 2 5 7 0 P E R C O L A T I O N / L E A K A G E T H R O U G H L A Y E R 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - T O T A L S 1 . 7 7 0 7 1 . 0 2 6 5 1 . 7 9 3 1 0 . 7 4 1 3 0 . 3 2 2 7 0 . 2 3 0 2 0 . 3 2 8 3 0 . 4 5 2 5 1 . 0 7 6 1 1 . 0 9 3 1 0 . 7 8 3 3 1 . 5 1 4 9 S T D . D E V I A T I O N S 1 . 8 6 3 3 0 . 8 5 7 2 1 . 0 7 0 8 0 . 7 1 3 7 0 . 6 1 6 8 0 . 4 5 9 5 0 . 5 5 5 5 0 . 7 5 7 0 1 . 3 0 1 8 1 . 0 5 3 1 1 . 1 6 8 5 1 . 1 2 7 3 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S O F M O N T H L Y A V E R A G E D D A I L Y H E A D S ( I N C H E S ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - D A I L Y A V E R A G E H E A D O N T O P O F L A Y E R 2 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - A V E R A G E S 0 . 2 4 8 3 0 . 1 9 0 8 0 . 2 8 3 1 0 . 1 0 2 4 0 . 0 4 2 1 0 . 0 5 9 5 0 . 0 6 3 5 0 . 0 9 8 2 0 . 3 1 0 7 0 . 2 0 4 6 0 . 1 4 5 5 0 . 3 5 8 0 S T D . D E V I A T I O N S 0 . 4 5 8 8 0 . 3 2 3 7 0 . 3 2 8 1 0 . 2 5 8 4 0 . 1 4 8 0 0 . 2 0 3 3 0 . 1 8 3 2 0 . 2 1 6 0 0 . 4 2 5 2 0 . 3 6 6 3 0 . 4 6 5 4 0 . 4 5 4 2 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * A V E R A G E A N N U A L T O T A L S & ( S T D . D E V I A T I O N S ) F O R Y E A R S 1 T H R O U G H 2 0 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I N C H E S C U . F E E T P E R C E N T - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - P R E C I P I T A T I O N 4 2 . 5 3 ( 6 . 8 3 3 ) 1 5 4 3 9 1 . 5 1 0 0 . 0 0 R U N O F F 0 . 6 0 2 ( 0 . 4 1 9 9 ) 2 1 8 3 . 4 6 1 . 4 1 4 P O T E N T I A L E V A P O T R A N S P I R A T I O N 5 8 . 9 0 2 ( 0 . 8 2 3 7 ) 2 1 3 8 1 3 . 4 8 A C T U A L E V A P O T R A N S P I R A T I O N 3 0 . 7 6 5 ( 3 . 1 9 3 1 ) 1 1 1 6 7 6 . 8 2 7 2 . 3 3 4 P E R C O L A T I O N / L E A K A G E T H R O U G H 1 1 . 1 6 2 5 9 ( 3 . 9 6 6 5 3 ) 4 0 5 2 0 . 2 0 7 2 6 . 2 4 5 1 1 L A Y E R 2 A V E R A G E H E A D O N T O P 0 . 1 7 6 ( 0 . 0 9 3 ) O F L A Y E R 2 P E R C O L A T I O N / L E A K A G E T H R O U G H 1 1 . 1 3 2 6 7 ( 3 . 8 9 5 7 4 ) 4 0 4 1 1 . 5 7 4 2 6 . 1 7 4 7 5 L A Y E R 3 C H A N G E I N W A T E R S T O R A G E 0 . 0 3 3 ( 1 . 2 5 4 9 ) 1 1 9 . 6 0 0 . 0 7 7 ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Page 21 of 22 Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Page 22 of 22 ADDRESS TEL WEB PROJECT SHEET 1 OF 2 DATECOMPUTED BY SUBJECT JOB # CHECKED BY OBJECTIVE: REFERENCE: ANALYSIS: where:θ reqd =required transmissivity (m3/m/sec)RF dc = drainage geocomposite reduction factor (See Note 1)q n = fluid input rate (or impingement rate) (m/s) (See Note 2) L = flow length (or drain spacing) (horizontally projected) (m) β = slope angle of final cover (degrees) 1. 2.a. b. - Normal Stress (cover thickness x unit weight of cover soil) and - Hydraulic Gradient (approximately equal to slope of cover system for most slopes). where:Q = flow capacity (cfs)q n = impingement (ft/s) A =total area served by the drain (= L x DL ) (ft2)DL = length of drain between outlet locations (ft). Step 4: (Richardson et. al. Eq. 4-6 Mod.) Notes: Step 3: Calculate the required total flow capactiy (Q) of the drain basin on the following equation: After finding Q for each drain, the designer shall select the appropriate type and size of drain. Based on the recommendations of Richardson, Giroud, & Zhao, use RFdc = 6. This accounts for an overall factor of safety of 2, plus a combined reduction factor of 3 for long-term intrusion, creep, and clogging concerns. A lower reduction factor may be used where veneer stability is not a significant concern. Permeability of the overlying vegetative soil layer (k veg) or Design rainfall. Step 2: Determine the required transmissivity test parameters: Typically the impingement into the drainage geocomposite is determined by the lessor of: Per Richardson, Giroud, & Zhao, use qn = k veg except in arid/semi-arid areas. Step 1: Determine the required transmissivity (θreqd) of the drainage geocomposite based on the following equation: PKS Final Cover Drainage Layer Analysis DAVDCO-16-12 GGM To evaluate the required transmissivity for the drainage geocomposite placed in the final cover system. Richardson, G.N., Giroud, J-P., and Zhao, A. (2000), Design of Lateral Drainage Systems for Landfills, Tenax Corp., Baltimore. 14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com Davidson County C&DLF 9/20/2016   reqd dc n dc n dc n RF q Li RF q L RF q L sin cos sin tan QqAn SMITH GARDNER, INC.DC FCS DRAIN LAYER.xls PROJECT SHEET JOB # SUBJECT DATE COMPUTED BY CHECKED BY Input Parameters: Side Slope Angle (): 4.8 degrees (12.0H:1V Slope)8% Slope Impingement (qn ): 0.0001 cm/sec (= Permeability of Vegetative Soil Layer) Drain Spacing (L): 100 ft (= Horizontally Projected Distance Up & Down Slope) (> Max.) (Based on Limited Concern with Veneer Stability) RF intrusion:1.1 RFcreep:1.1 RFchemical clogging:1.1 RFbiological clogging:1.1 Overall Factor of Safety (FS): 1.9 2.8 Drain Length (DL): 225 ft (> Max. Flow Length to Down Pipes) Final Cover: Thickness: 2.0 ft Unit Weight: 110 pcf Note:Spreadsheet Converts Units as Required. Transmissivity Requirements: Determine Minimum Transmissivity: min =1.0E-03m3/m/sec =4.9gpm/ft Determine Transmissivity Test Parameters: Min. Normal Stress = 220.0 psf Hydraulic Gradient = 0.08 Determine Required Drain Capacity: Calculate Required Total Flow Capacity: Q = 0.07 cfs *Based on 225 foot spacing between outlets. 6" CPE (Type SP) pipe embedded in No. 57 stone will have more than sufficient flow capacity. Reduction Factors for Drainage Geocomposite: GGM Reduction Factor for Drainage Geocomposite in Final Cover (RFdc): 2/2DAVDCO-15-129/20/2016 PKS Davidson County C&DLF Final Cover Drainage Layer Analysis SMITH GARDNER, INC.DC FCS DRAIN LAYER.xls ADDRESS TEL WEB PROJECT SHEET 1 OF 12 DATECOMPUTED BY SUBJECT JOB # CHECKED BY OBJECTIVE: REFERENCES: ASSUMPTIONS: BACKGROUND: ANALYSIS: where:C u =coefficient of uniformity (quantifies the distribution of particle sizes)Cc =coefficient of curvature (identifies internal soil stability)dx =the diameter at which x percent of the soil is finer Bhatia, S.K. and Huang, Q. (1995), “Geotextile Filters for Internally Stable/Unstable Soils”, Geosynthetics International, Vol. 2, No. 3, pp. 537-565. Koerner, Robert M. (1999), Designing with Geosynthetics, 4th Ed., Prentice-Hall Inc., Englewood Cliffs, NJ, pp. 84-91. Mirafi - Geotextile Filter Design, Application, and Product Selection Guide, Ten Cate Nicolon Corp. (www.mirafi.com). Richardson, G.N., Giroud, J-P., and Zhao, A. (2000), Design of Lateral Drainage Systems for Landfills, Tenax Corp., Baltimore. The design criteria given assume that the soil is “set” in intimate contact with the geotextile. From Richardson et. al.: 1. Define Application and Function of Geotextile: For representative soils, evaluate grain size and plasticity information. From the grain size curves determine the coefficients of uniformity and curvature as follows: PKS Filter Geotextile Analysis DAVDCO-16-12 GGM To determine the maximum geotextile apparent opening size (AOS) to provide proper retention to protect drainage media from piping and clogging from adjacent soil. Additionally, to determine the minimum required geotextile permittivity to provide proper drainage from the adjacent soil. Geotextile filtration properties must be selected based on the up-gradient soil gradation and plasticity and site specific hydraulic conditions. 2. Evaluate Soils Information Define the application and function of the geotextile (i.e. where the geotextile is to be used and whether retention or permeability is the key function of the material) and also the confining stress (i.e. high - leachate collection system; low - final cover system) and flow conditions (i.e. steady-state - landfill drains; dynamic - shoreline protection). For the purposes of filtration design, soils can be characterized as stable or unstable. Stable soils perform an internal filtration process that limits migration of fines within the soil. Typically, these soil types include well-graded soils. Unstable soils are those which cannot perform self-filtration (i.e. they have the potential to pipe internally). They may include gap-graded, broad-graded, and other highly erodible soils. In gap-graded soils, there exists a coarse and fine fraction, but very little medium fraction. If there is an insufficient quantity of soil particles in the medium fraction, fine soil particles pipe through the coarse fraction. In broad-graded soils, the gradation is distributed over a very wide range of particle sizes such that fine soil tends to pipe through coarser particles. 14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com Davidson County C&D Landfill 9/20/2016 C d du60 10 C d ddc 30 2 10 60 SMITH GARDNER, INC.DC GT FILTER FCS.xls PROJECT SHEET 2 OF 12 DATE COMPUTED BYSUBJECTJOB # CHECKED BY U.S. Sieve100 (most 10 to 16 oz/SY non-woven geotextiles) 80 (most 8 oz/SY non-woven geotextiles) 70 (most 4 to 6 oz/SY non-woven geotextiles)60 50 40 30 Cc ≤ 7 For n < 60% O95 < d85(0.65 - 0.05Cc)Cc> 7 where:O95 = n = where:ψ =k g = k g > t g = i S =k S = geotextile porosity (%) (for non-woven geotextiles this value is typically 70 to 90%) 4. Determine Geotextile Permittivity Requirements: Determine the geotextile permittivity requirements: (sec-1) mimimum required geotextile permittivity (sec-1) For steady-state conditions, use the chart below. - Bhatia and Huang Method: Bhatia and Huang developed the following retention criteria: For n ≥ 60%O95 < d85(2.71 - 0.36Cc) apparent opening size 0.250 0.300 0.425 Additionally, in general, particles do not move within soils having a plasticity index (PI) greater than 15% so there is no clogging potential (Richardson et. al.). 0.600 - Luettich Method: geotextile thickness under design load (cm) hydraulic gradient (use 1.5 for landfills) 0.150 For Cu ≤ 4, the soil is uniformly-graded; for 4 < Cu ≤ 20, the soil is well-graded; and for Cu > 20, the soil is broad-graded. Uniformly-graded and broad-graded soils require careful analysis. Gap-graded soils which have a coarse and fine fraction, but limited medium fraction are of particular concern and should be avoided. Gap-graded soils are readily identified by the appearance of the grain size curve. For 1 ≤ Cc ≤ 3, the soil should be internally stable (Bhatia and Huang state that soils having Cc ≤ 7 are internally stable.). 3. Selection of Soil Retention Requirements (Maximum AOS): mimimum allowable geotextile permeability (cm/sec)isks 0.180 0.212 permeability of retained soil (cm/sec) PKSFilter Geotextile Analysis DAVDCO-16-12 GGM To determine the maximum AOS, use the method given in Koerner/Mirafi (after Luettich) and the method given in Bhatia and Huang. For the AOS determined by either method, the following shows the relationship between opening size and the corresponding U.S. sieve number (with typical non-woven geotextile information as shown). Opening Size (mm) Davidson County C&D Landfill 9/20/2016 k t g g SMITH GARDNER, INC.DC GT FILTER FCS.xls PROJECT SHEET 3 OF 12 DATE COMPUTED BYSUBJECTJOB # CHECKED BY 5. Other Considerations PKSFilter Geotextile Analysis DAVDCO-16-12 GGM Other things to consider in the design of a filter geotextile include anti-clogging requirements and survivability/durability requirements. For anti-clogging, it is generally best to use the largest AOS that satisfies the retention criteria. For non-woven geotextiles used in landfill applications, an AOS of 0.21 mm (No. 70 sieve) is typically the largest AOS that is available. For survivability/durability concerns, generally an adequately UV stabilized geotextile made from polypropylene or polyester with an AASHTO M288 Strength Class of 2 is suitable for use in subsurface drainage applications. Ref: Mirafi (After Luettich) Davidson County C&D Landfill 9/20/2016 SMITH GARDNER, INC.DC GT FILTER FCS.xls PROJECT SHEET 4/12 JOB # DAVDCO-16-12SUBJECTDATE 9/20/2016COMPUTED BY PKSCHECKED BY GGM Application: Primary Function:Retention/Permeability Relative Confining Stress:Low Flow Conditions:Steady-State Typ. SC (Sample 01-01) Typ. SM (Sample 04-01) Brown Clayey Sand Reddish Brown Silty Sand Soil Type: SC SM d85: 3.400 2.500 d60: 0.700 0.210 d50: 0.250 0.090 d30: 0.030 0.021 d20:0.010 0.010 d10:0.003 0.005 PI: 13 8 Cu :233.33 42.00 Use Caution - Soil is Broad Graded!Use Caution - Soil is Broad Graded! Cc :0.43 0.42 ----- ----- Is Soil Dispersive? (Y/N) Is Soil Dispersive? (Y/N) NN 0.210 0.210 No. 70 Sieve No. 70 Sieve NA NA d'100: d'50: d'0: C'u (When Applicable): ----- ----- Soil is Stable. Soil is Stable. Geotextile Porosity (%): 80 80 8.689 6.397 No. 30 Sieve No. 30 Sieve Required Geotextile Properties: ----- ----- Hydraulic Gradient (is):1.5 1.5 1.0E-04 1.0E-04 1.5E-04 1.5E-04 Geotextile Thickness (tg) (cm):0.25 0.25 0.0006 0.0006 *Note: Spreadsheet assumes retention application in using the Luettich Method. Min. Required Geotextile Permittivity (Y) (sec-1): Recommended Maximum AOS (mm) (When Applicable): Bhatia & Huang Method: Internal Soil Stability: Recommended Max. AOS (mm): Estimated Soil Permeability (ks) (cm/sec): Min. Allowable Geotextile Permeability (kg) (cm/sec): Luettich Method:* Soil Dispersion (When Applicable): Recommended Maximum AOS (mm) (When Applicable): Internal Soil Stability (When Applicable): Pa r t i c l e S i z e (m m ) f o r De t e r m i n i n g C' u Soil Relative Density (ID) (Loose (L), Medium (M), Dense (D) (When Applicable): Davidson County C&D Landfill Filter Geotextile Analysis (Final Cover System) Final Cover System Drainage Geocomposite Soil Evaluated Soil Description: Pa r t i c l e S i z e ( m m ) SMITH GARDNER, INC.FCS DGC DC GT FILTER FCS.xls 5 of 12 ATIERBERG LIMITS ASTM D 4318-10 I AASHTO T89-10 (SOP -S4A) Client R.S .G. & ASSOCIATES Boring No. NA Client Reference DAVIDSON CO. LF C & 0 Depth (ttl NA Project No. 2012-686-01 Sample No. 1 Lab 10 2012-686-01-01 Soil Description BROWN LEAN CLAY Note: The uses symbol used with this test refers only to the minus No. 40 ( Minus No. 40 sieve material, Airdried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description Liquid Limit Test 1 2 3 38 60 ,- 0 IQ§ 50 -40 ~ x m ." .: 30 , / ,- , ,-, , V , CL / CH / ~ , / ,- , ,- 38 34 32 , z. ·u V ,-MH 24 22 20 Tested By page 1 of 1 10 Number of Blows CG Date DeN: CT-S4B ~ .. 20 c: 10 / // ~ V ,-, , 0 100 1// , M , 0/ 20 40 60 80 10 CL-ML Liquid Limit (%) 612012012 Checked By G<erY' Date b -2 H).. DATE: 12/20/2006 REVISION: 3 o Z:\2012 PROJECTSI2012-686 RSG -DAVIDSON CO\['2012-688-C1.()1 Jptlimit with heacler.JC/sjSheel1 2200 Westinghouse Blvd. -Suite 103 -Raleigh, NC 27604 -Phone (919) 876-0405 -Fax (919) 876-0460 -www.geotechnics.net This page intentionally left blank. 6 of 12 7 of 12 Client Client Reference Project No. Lab ID SIEVE ANALYSIS ASTM D 422-63 (SOP-S3) R.S.G. & ASSOCIATES DAVIDSON CO . LF C & D 2012-686-01 2012-686-01-01 SIEVE ANAL YS/S gravel sand Boring No. Depth (It) Sample No. Soil Color 12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #140 #200 :<: '" 'ij; s: >-'" ~ ~ u:: " ~ e ~ 0.. 100 90 80 70 60 50 40 30 20 10 o 1000 USCS Symbol "' 100 10 SC, TESTED USCS Classification CLA YEY SAND Tested By JBD Date 1\ \ r\ \ r... "-" 0.1 Particle Diameter (mm) 6/20/2012 Checked By NA NA 1 BROWN HYDROMETER silt and clay 0.01 0.001 Date b-2Hl.. page 1 of 2 DeN: CT -53C DATE 6·25·98 REVISION:Z2I2012 PROJECTSI2012·686 RSG -DAVIDSON CO\f2D12-686-01·01 SIEVON REV 4 wHeacter.xJsjSheel1 2200 Westinghouse Blvd. -Suite 103 - Raleigh, NC 27604 -Phone (919) 876-0405 -Fax (919) 876-0460 -www.geolechnics.nel 8 of 12 WASH SIEVE ANALYSIS ASTM D 422-63 (SOP-S3) Client Client Reference Project No. LablD R.S.G. & ASSOCIATES DAVIDSON CO. LF C & D 2012-686-01 2012 -686-0 1-0 1 Moisture Content of Passing 3/4" Material Tare No. 200 Wgt.Tare + Wet Specimen (gm) 791 .11 Wgt.Tare + Dry Specimen (gm) 721.84 Weight ofTare (gm) 171 .61 Weight of Water (gm) 69.27 Weight of Dry Soil (gm) 550.23 Moisture Content (%) 12.6 Wet Weight -3/4" Sample (gm) NA Dry Weight - 3/4" Sample (gm) 339.3 Wet Weight +3/4" Sample (gm) NA Dry Weight + 3/4" Sample (gm) 0.00 Total Dry Weight Sample (gm) NA Sieve Sieve Wgt.of Soil Size Opening Retained (mm) (Qm) 12" 300 0.00 6" 150 0.00 3" 75 0.00 2" 50 0.00 1 1/2" 37.5 0.00 1" 25.0 0.00 3/4" 19.0 0.00 1/2" 12.50 19.64 3/8" 9.50 7.00 #4 4.75 29.50 #10 2.00 79.26 #20 0.850 73.62 #40 0.425 42.04 #60 0.250 25.83 #140 0.106 41 .31 #200 0.075 21 .05 Pan -210.98 Boring No. Depth (tt) Sample No. Soil Color NA NA 1 BROWN Water Content of Retained 3/4" Material Tare No. Wgt.Tare + Wet Specimen (gm) Wgt.Tare + Dry Specimen (gm) Weight of Tare (gm) Weight of Water (gm) Weight of Dry Soil (gm) Moisture Content (%l Weight of the Dry Specimen (gm) Weight of minus #200 material (gm) Weight of plus #200 material (gm) Percent Accumulated Percent Retained Percent Finer Retained (%) (%) (%) 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 100.0 0.0 0.0 100.0 3.6 3.6 96.4 1.3 4.8 95.2 5.4 10.2 89.8 14.4 24.6 75.4 13.4 38.0 62.0 7.6 45.6 54.4 4.7 50.3 49.7 7.5 57.8 42.2 3.8 61 .7 38.3 38.3 100.0 - NA NA NA NA NA NA NA 550.23 210.98 339.25 Accumulated Percent F;~er %l 100.0 100.0 100.0 100.0 100.0 100.0 100.0 96.4 95.2 89.8 75.4 62.0 54.4 49.7 42.2 38.3 - Tested By JBD Date 6/20/2012 Checked By GefVI Date b 2.i-Q. page 2 of2 DeN: CT-S3C DATE 6-25-98 REVISION:2212012 PROJECTSI2012-6B6 RSG -DAVIDSON COI/2012-686-01-01 SIEVON REV 4 wHeader.xls}Sheet1 2200 Westinghouse Blvd. -Suite 103 -Raleigh, NC 27604 -Phone (919) 876-0405 -Fax (919) 876-0460 -www.geotechnics.net 9 of 12 ATIERBERG LIMITS ASTM D 4318-10 Client RSG & ASSOCIATES Boring No. NA Client Reference DAVIDSON CO. LF C & D Depth (It) NA Project No . 2012-686-04 Sample No. MSW BORROW Lab ID 2012-686-04-01 Soil Description REDDISH BROWN SILT Note: The uses symbol used with this test refers only to the minus No. 40 ( Minus No. 40 sieve material, Airdried) sieve material. See the "Sieve and Hydrometer Analysis" graph page for the complete material description. Liquid Limit Test 1 2 3 M Tare Number A-O W-5 Z-4 U Wt. of Tare & WS (gm) 30.38 30.21 31.94 L Wt. of Tare & DS (gm) 26.85 26.56 27.60 T Wt. of Tare (gm) 15.39 15.60 15.58 I Wt. of Water (gm) 3.5 3.7 4.3 P Wt. of DS (gm) 11.5 11 .0 12.0 0 I Moisture Content (%) 30.8 33.3 36.1 N Number of Blows 35 26 17 T Plastic Limit Test 1 2 Range Test Results Tare Number 17 V-2 Liquid Limit (%) 33 Wt. of Tare & WS (gm) 22.78 22.25 Wt. of Tare & DS (gm) 21 .30 20 .89 Plastic Limit (%) 25 Wt. of Tare (gm) 15.47 15.58 Wt. of Water (gm) 1.5 1.4 Plasticity Index (%) 8 Wt. of DS (gm) 5.8 5.3 USCS Symbol ML Moisture Content (%) 25.4 25.6 -0.2 Note: The acceptable range of the two Moisture contents is + 2.6 Flow Curve Plasticity Chart 38 60 , 50 -40 C " ~ 'C .E 30 / , / , / , , / / CL / CH / ./ , / , , , / n IQgJ 0 36 34 32 ~ .~ ~ 20 ~ Ii: 10 / , / MH , / , / / , / / / rill 24 22 , 0 // , ML , 20 10 Number of Blows 100 0/ 20 40 60 80 100 CL-ML LiqUid Limit (%) Tested By JBD Date 71612012 Checked By Q::fr. Date 7 .. '1 -\ L- page 1 of 1 DCN: CT-S4B DATE: 6/24/2010 REVISION: 4 Z;12012 PROJECTSI2012·686 RSG -DAVIDSON CO\f2012-686-04-G2 3ptlimlt with header.xJsjSheet1 2200 Westinghouse Blvd. -Suite 103 -Raleigh, NC 27604 -Phone (919) 876-0405 -Fax (919) 876-0460 -www.geotechnics.net This page intentionally left blank. 10 of 12 11 of 12 Client Client Reference Project No. LablD SIEVE ANALYStS ASTM D 422-63 (2007) RSG & ASSOCIATES DAVIDSON CO. LF C & 0 2012-686-04 2012-686-04-01 SIEVE ANAL YSIS gravel sand Boring No. Depth (It) Sample No. Soil Color 12" 6" 3" 3/4" 3/8" #4 #10 #20 #40 #140 #200 :E '" .~ ;: ,., '" ~ ., c u: c ., :e ., Q. 100 90 80 70 60 50 40 30 20 10 o 1000 USCSSymbol 100 SM, TESTED USCS Classification SIL TY SAND Tested By SFS 1\ r-. ...... r\. '\ i" ~ \ 10 0.1 Particle Diameter (mm) Date 7/3/2012 Checked By NA NA MSW BORROW REDDISH BROWN HYDROMETER silt and clay 0.01 0.001 Date l ·-q -12._ page 1 of 2 DeN; CT-S3e DATE 6·25·98 REVrSIQN:2'lI2012 PROJECTSI201Z-686 RSG -DAVIDSON CDl,f2012.686-04-01 SIEVON REV 4 wHeadeuds}Sheet1 2200 Westinghouse Blvd. -Suite 103 -Raleigh, NC 27604 -Phone (919) 876-0405 -Fax (919) 876-0460 -www.geotechnics.net 12 of 12 WASH SIEVE ANALYSIS ASTM D 422-63 (2007) Client Client Reference Project No. LablD RSG & ASSOCIATES DAVIDSON CO. LF C & D 2012-686-04 201 2-686-04-01 Moisture Content of Passing 3/4" Material Tare No. 835 Wgt.Tare + Wet Specimen (gm) 997.76 Wgt.Tare + Dry Specimen (gm) 922.09 Weight ofTare (gm) 254.98 Weight of Water (gm) 75.67 Weight of Dry Soil (gm) 667.11 Moisture Content (%) 11.3 Wet Weight -3/4" Sample (gm) NA Dry Weight -3/4" Sample (gm) 355.9 Wet Weight +3/4" Sample (gm) NA Dry Weight + 3/4" Sample (gm) 0.00 Total Dry Weight Sample (gm) NA Sieve Sieve Wgt.of Soil Size Opening Retained (mm) (gm) 12" 300 0.00 6" 150 0.00 3" 75 0.00 2" 50 0.00 1 1/2" 37.5 0.00 1" 25.0 0.00 3/4" 19.0 0.00 1/2" 12.50 49.72 3/8" 9.50 6.34 #4 4.75 19.05 #10 2.00 37.80 #20 0.850 58.37 #40 0.425 44.89 #60 0.250 36.70 #140 0.1 06 65.59 #200 0.D75 37.43 Pan -311 .22 NA Boring No. Depth (It) Sample No. Soil Color NA MSWBORROW REDDISH BROWN Water Content of Retained 3/4" Material Tare No. NA WgtTare + Wet Specimen (gm) NA Wgt.Tare + Dry Specimen (gm) NA Weight of Tare (gm) NA Weight of Water (gm) NA Weight of Dry Soil (gm) NA Moisture Content (%) NA Weight of the Dry Specimen (gm) 667.11 Weight of minus #200 material (gm) 311.22 Weight of plus #200 material (gm) 355.89 Percent Accumulated Percent Accumulated Retained Percent Finer Percent Retained Finer (%) (%) (%) (%) 0.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 0.0 0.0 100.0 100.0 7.5 7.5 92.5 92.5 1.0 8.4 91 .6 91 .6 2.9 11 .3 88.7 88.7 5.7 16.9 83.1 83.1 8.7 25.7 74.3 74.3 6.7 32.4 67.6 67.6 5.5 37.9 62.1 62.1 9.8 47.7 52.3 52.3 5.6 53.3 46.7 46.7 46.7 100.0 -- Tested By SFS Date 7/3/2012 Checked By Date '"\-'1 -i L page 2 of 2 DeN: CT·S3C DATE 6-25-98 REVrSION:ll12012 PROJECTSl2012·S86 RSG -DAVIDSON C0I[2012-68S-04-01 SIEVON REV 4 wHeader,xls}5heet1 2200 Westinghouse Blvd. -Suite 103 -Raleigh. NC 27604 -Phone (919) 876-0405 -Fax (919) 876-0460 -www.geotechnics.net ADDRESS TEL WEB PROJECT SHEET 1 OF 2 DATECOMPUTED BY SUBJECT JOB # CHECKED BY OBJECTIVE: REFERENCE: REQUIREMENTS: ANALYSIS:1.Treat the final cover as an infinite slope and use the following equation: ( Matasovic, 1991) where:FS = factor of safety against shallow veneer failureks= γ c = unit weight of final cover material(s) (pcf) γw = unit weight of water (62.4 pcf) (pcf) c = cohesion/adhesion along assumed failure surface (psf) = interface friction angle along assumed failure surface (degrees)Z c = depth of final cover (depth to failure surface) (ft)dw = β = slope angle of final cover (degrees) 2. Determine minimum interface shear strength as follows: where:= interface shear strength (lbs) = normal load (psf) = interface friction angle (min. value from analysis or greater)c = cohesion/adhesion (min. value from analysis or greater) FSmin(Seismic) = 1.0 (If Applicable) 9/20/2016 PKS Final Cover Veneer Stability Evaluation DAVDCO-16-12 Matasovic, N. (1991), “Selection of Method for Seismic Slope Stability Analysis,” Proc. 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, St. Louis, Vol. 2, pp.1057-1062. seismic coefficient (= 0 for static conditions) (= peak ground acceleration for seismic conditions) depth to seepage surface (assumed parallel to slope) (ft) *Note: Based on an allowable LFG pressure of 6 inch-w.c. (= 31.2 psf), the use of a depth to seepage of 1.5 feet or less (for evaluation of interfaces above the geomembrane) will satisfy the evaluation for LFG pressure against the bottom of the geomembrane as well. 14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com Davidson County - C&DLF To determine the interface shear strength requirements for the final cover system veneer to satisfy the required factor(s) of safety against sliding. FSmin(Static) = 1.5  FS sistingForce DrivingForce c z zd z k k cc wc w cc s s      Re cos tan tan tan tan    2 1 uzdwc w  tan c SMITH GARDNER, INC.DC STABILITY FCS.xls PROJECT SHEET JOB # SUBJECT DATECOMPUTED BYCHECKED BY Input Parameters: Side Slope Angle (): 9.5 degrees (6.0H:1V Slope)Much Steeper than Top Areas Final Cover: Thickness (z c): 2.0 ft Unit Weight (c): 110 pcf Cohesion/Adhesion (c): 0 psf Depth to Seepage (dw): 1.5 ft (= z if Slope is Dry)Assumes 6" Head Pressure on Top or 6" Gas Pressure on Bottom Seismic Coefficient (k s): 0 Static Conditions 0.10 Seismic Conditions (= Peak Ground Acceleration For The Site) (Conservative - per Lat/Long and 2014 USGS Information, actual value is 0.08)Required Factors of Safety:Static: 1.5 Dynamic: 1.0 Static Conditions: Resisting DrivingForce Force FS Comment 0.23 0.17 1.37 NO GOOD 0.25 0.17 1.47 NO GOOD0.26 0.17 1.57 OK0.27 0.17 1.64 OK 0.28 0.17 1.67 OK 0.30 0.17 1.77 OK Seismic Conditions: Resisting DrivingForce Force FS Comment 0.23 0.27 0.84 NO GOOD 0.24 0.27 0.90 NO GOOD0.26 0.27 0.96 NO GOOD0.27 0.27 1.00 OK 0.27 0.27 1.02 OK 0.29 0.27 1.08 OK Minimum Interface Shear Strength Requirements: Cohesion/Adhesion (c ) (From Above) =0 psfInterface Friction Angle () =17.7 degrees (Use Min. Value From Above or Greater) Interface Friction Angle ()(degrees) 15 161717.7 18 19 InterfaceFriction Angle ()(degrees) 151617 17.7 18 19 Normal Load () (psf) Strength () (psf) 100 32 200 64 500 160 Davidson County - C&DLF 2/2 DAVDCO-16-12Final Cover Veneer Stability Evaluation 9/20/2016PKSGGM Interface Shear SMITH GARDNER, INC.DC STABILITY FCS.xls Attachment B Technical Specifications Alternative Final Cover System Request Davidson County C&D Landfill Davidson County, North Carolina This page intentionally left blank. Technical Specifications Davidson County C&D Landfill Closure Davidson County, North Carolina Prepared for: Davidson County Integrated Solid Waste Management Department Lexington, North Carolina October 2016 © 2016 Smith Gardner, Inc. This document is intended for the sole use of the client for which it was prepared and for the purpose agreed upon by the client and Smith Gardner, Inc. This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Table of Contents Page i Davidson County C&D Landfill Closure Davidson County, North Carolina Technical Specifications Table of Contents Section Specification 02110 Site Preparation 02222 Excavation 02223 Embankment 02240 Geotextiles 02250 Soil Liner 02258 Vegetative Soil Layer 02270 Erosion and Sedimentation Control 02275 Rolled Erosion Control Products 02712 Drainage Geocomposite 02720 Stormwater Systems 02776 Geosynthetic Clay Liner 02778 LLDPE Geomembrane 02930 Revegetation 13253 Landfill Gas Vents Davidson County C&D Landfill Closure Technical Specifications October 2016 Table of Contents Page ii This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Site Preparation Page 02110-1 SECTION 02110 SITE PREPARATION A. Description 1. General: a. The Contractor shall furnish all labor, material, and equipment to complete Site Preparation in accordance with the Contract Drawings and these Specifications. b. Principal items of work include: 1. Notifying all authorities owning utility lines running to or on the property. Protect and maintain all utility lines to remain and cap 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 clearing limits, including removal of grass, brush, shrubs, trees, loose debris, and other encumbrances except for trees to remain. 3. Boxing and protecting all areas to be preserved. 4. Disposing from the site all debris resulting from work under this Section. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Excavation 02222 Embankment 02223 B. Materials Not Used. C. Submittals Not Used. Site Preparation: Site Preparation includes clearing, grubbing, and stripping operations which precede the proposed construction. Davidson County C&D Landfill Closure Technical Specifications October 2016 Site Preparation Page 02110-2 D. Construction 1. Clearing of the Site: a. Clearing limits, as shown on the Contract Drawings, shall be established by the Contractor’s Surveyor. Once established, the clearing limits shall be inspected and approved by the Engineer prior to clearing the affected areas. b. Before the start of excavation and grading operations, the areas within the clearing limits shown on the Contract Drawings shall be cleared and grubbed. c. Clearing shall consist of cutting, removal, and satisfactory disposal of all trees, fallen timber, brush, bushes, rubbish, fencing, and other perishable and objectionable material. Should it become necessary to remove a tree, bush, brush, or other plants outside the clearing limits, the Contractor shall do so only after permission has been granted by the Engineer. d. Excavation resulting from the removal of trees, roots, and the like shall be filled with suitable material, as approved by the Engineer, and thoroughly compacted per the requirements contained in Section 02223, Embankment, of these Specifications. 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, they are too close to the work to be maintained or have become damaged due to the Contractor's operations. 2. 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. b. Large stumps located in areas to be excavated may be removed during grading operations, subject to the approval of the Engineer. 3. Disposal of Cleared and Grubbed Material: No open burning of clearing debris will be allowed on this project. All trees, stumps, roots, bushes, etc. shall be removed from the site and disposed of by the Contractor. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Excavation Page 02222-1 SECTION 02222 EXCAVATION A. Description 1. General: The Contractor shall furnish all labor, material, and equipment required to complete Excavation of the project area in accordance with the Contract Drawings and these Specifications, except as noted below: a. Clearing and grubbing and removal of topsoil is addressed in Section 02110, Site Preparation, of these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Site Preparation 02110 Embankment 02223 Erosion and Sedimentation Control 02270 CQA Manual Attached 3. Quality Assurance: Quality Assurance during Excavation will be provided by the Owner as described in the accompanying Project CQA Manual. 4. Definitions: a. Excavation: shall consist of the removal and satisfactory disposal and/or stockpiling of all materials (borrow and/or unsuitable materials included) located with the limits of construction including widening cuts and shaping of slopes necessary for the preparation of roadbeds, slope areas, cutting of any ditches, channels, waterways, entrances, and other work incidental thereto. b. Borrow: shall consist of approved on-site material required for the construction of embankments/fills or for other portions of the work. c. Select Borrow (Where Applicable): shall consist of approved off-site material required for the construction of embankments/fills, roadway subgrade, Excavation: Excavation includes excavating, sealing, hauling, scraping, undercutting, removal of accumulated surface water or ground water, stockpiling, and all necessary and incidental items as required for bringing the landfill and related structures to the specified lines and grades. Davidson County C&D Landfill Closure Technical Specifications October 2016 Excavation Page 02222-2 backfilling, or for other portions of the work as shown on Contract Drawings or in these Specifications. The Contractor shall make his own arrangements for obtaining select borrow and pay all costs involved. d. Unsuitable Material: is any in-place or excavated material which contains undesirable materials or is in a state which is not appropriate, in the opinion of the CQA Engineer, for the intended use or support of planned structures, embankment, or excavation. This may include but not be limited to organic material, waste/refuse, soft, or wet material not meeting required specifications, etc. e. Unsuitable Material Overexcavation: shall consist of the removal and satisfactory disposal of all unsuitable material located within the limits of construction and below subgrade elevations shown or indicated on the Contract Drawings. Where excavation to the subgrade elevations results in a subgrade or slopes of unsuitable material, the Contractor shall overexcavate such material to below the grades shown or indicated on the Contract Drawings or as otherwise directed by the Engineer and CQA Engineer. B. Materials Excavation shall include the removal of all soil, weathered rock, boulders, conduits, pipe, unsuitable material, and all other obstacles encountered and shown or indicated on the Contract Drawings and/or specified herein. C. Submittals Not Used. D. Construction 1. The Contractor shall conduct Excavation activities in such a manner that erosion of disturbed areas and off site sedimentation is absolutely minimized as outlined in Section 02270, Erosion and Sedimentation Control, of these Specifications. 2. The Contractor shall excavate to the lines and grades shown on the Contract Drawings and stockpile all suitable excavated materials. As the excavation is made, the materials will be examined and identified to the CQA Engineer. The Contractor will perform all surveys necessary to establish and verify lines and grades for all Excavation, including pipe excavations, soil overexcavation, and anchor trenches. 3. Stockpiling: The Contractor shall stockpile the materials in appropriate stockpiles as approved by the CQA Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 Excavation Page 02222-3 Stockpiles shall be properly sloped and the surfaces sealed by the Contractor at the end of each working day, or during the day in the event of heavy rain, to the satisfaction of the Engineer. 4. The Contractor shall protect all existing facilities and structures including, but not limited to, existing utilities, monitoring wells, signs, grade stakes, etc. during the grading and stockpiling operations. 5. 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 sheeting, timbering, pumping, and drainage as may be required. 6. The Contractor shall be responsible for the control of surface and subsurface water when necessary. Except for certain erosion and sedimentation control measures and other areas designated to impound water, all areas shall be graded to drain. 7. Excavation slopes shall be flat enough to avoid sloughs and slides that will cause disturbance of the subgrade or damage of adjacent areas. 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 directed by the Engineer at no additional cost to the Owner. 8. The intersection of slopes with natural ground surfaces, including the beginning and ending of cut slopes, shall be uniformly rounded. All protruding roots and other vegetation shall be removed from slopes. 9. The bottom of all excavations for structures and pipes shall be examined by the CQA Engineer for bearing value and the presence of unsuitable material. If, in the opinion of the CQA Engineer, additional Excavation is required due to the low bearing value of the subgrade material, or if the in-place materials are soft, yielding, pumping and wet, the Contractor shall remove such material to the required width and depth and replace it with thoroughly compacted structural fill, or material directed by the CQA Engineer. No payment will be made for subgrade disturbance caused by inadequate Dewatering or improper construction methods. 10. Any areas excavated below design subgrade elevations by the Contractor, unless directed by the CQA Engineer, shall be brought back to design elevations at no cost to the Owner. The Contractor shall place and compact such material in accordance with Section 02223, Embankment, of these Specifications. 11. The Contractor shall dispose of excess or unsuitable excavation materials on-site at location(s) approved by the Owner. 12. The Contractor shall properly level-off bottoms of all excavations. Proof-rolling shall be conducted with appropriate equipment. 13. Upon reaching subgrade elevations shown in excavation areas, the Contractor shall scarify subgrade soils to a minimum depth of 6" and obtain the CQA Engineer’s approval Davidson County C&D Landfill Closure Technical Specifications October 2016 Excavation Page 02222-4 of quality. If unsuitable materials are encountered at the subgrade elevation, perform additional excavations as approved by the CQA Engineer to remove unsuitable materials. 14. Overexcavation and Backfill: a. Where subgrade materials are determined to be unsuitable, such materials shall be removed by the Contractor to the lengths, widths, and depths approved by the Engineer and CQA Engineer in advance and backfilled with compacted Embankment in accordance with Section 02223, Embankment, of these Specifications. b. No additional payment will be made for such overexcavation and backfill 1 foot or less than the finished subgrade as this is considered superficial. c. Where overexcavation of unsuitable material is greater than 1 foot beneath the finished subgrade, payment shall be made on a unit price basis for overexcavation and backfill and the measured quantity shall include the entire excavation quantity below the finished subgrade elevations. The unit price for overexcavation and backfill shall include disposal of unsuitable materials. 15. All cuts shall be brought to the grade and cross section shown or indicated on the Contract Drawings, or established by the Engineer, prior to final inspection. 16. The Contractor shall protect finished lines and grades of completed excavation against excessive erosion, damage from trafficking, or other causes and shall repair any damage at no additional cost to the Owner. 17. Trench Excavation: a. All pipe Excavation and trenching shall be done in strict accordance with these Specifications, all applicable parts of the OSHA Regulations, 29 CFR 1926, Subpart P, and other applicable regulations. In the event of any conflicts in this information, safe working conditions as established by the appropriate OSHA guidelines shall govern. b. The minimum trench widths shall be as indicated on the Contract Drawings. Enlargements of the trench shall be made as needed to give ample space for operations at pipe joints. The width of the trench shall be limited to the maximum dimensions shown on the Contract Drawings, except where a wider trench is needed for the installation of and work within sheeting and bracing. c. Except where otherwise specified, excavation slopes shall be flat enough to avoid slides which will cause disturbance of the subgrade, damage to adjacent areas, or endanger the lives or safety of persons in the vicinity. d. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is necessary for the protection of existing utilities, poles, trees, pavements, obstructions, or structures. Davidson County C&D Landfill Closure Technical Specifications October 2016 Excavation Page 02222-5 e. No greater length of trench in any location shall be left open, in advance of pipe laying, than shall be authorized or directed by the Engineer and, in general, such length shall be limited to approximately one hundred (100) feet. f. Pipe Bedding: All pipe bedding shall be as shown on the Contract Drawings, unless otherwise specified herein. 18. Sheeting and Bracing: a. The Contractor shall furnish, place, and maintain such sheeting and bracing which may be required to support sides of Excavation or to protect pipes and structures from possible damage and to provide safe working conditions in accordance with current OSHA requirements. 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 sole expense of the Contractor. The Contractor shall be responsible for the adequacy of all sheeting and bracing used and for all damage resulting from sheeting and bracing failure or from placing, maintaining, and removing it. b. The Contractor shall exercise caution in the installation and removal of sheeting to insure that excessive or unusual loadings are not 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 sheeting installation or removal. c. All sheeting and bracing shall be removed upon completion of the work. 19. 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 at the Contractor’s sole expense. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Excavation Page 02222-6 This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Embankment Page 02223-1 SECTION 02223 EMBANKMENT A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete Embankment including borrowing, hauling, screening, discing, drying, compaction, control of surface and subsurface water, final grading, sealing, and all necessary and incidental items as detailed or required to complete the Embankment, all in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Excavation 02222 Erosion and Sedimentation Control 02270 CQA Manual Attached 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) are hereby made a part of these Specifications. ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3). ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method. ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method. ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. ASTM D 2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System). Embankment: Embankment is the on-site compacted fill that provides berms and backfill around structures and piping. Intermediate cover is also covered under this section. Davidson County C&D Landfill Closure Technical Specifications October 2016 Embankment Page 02223-2 ASTM D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive Cylinder Method. ASTM D 4643 Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Method. ASTM D 4959 Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct Heating Method. ASTM D 6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). 4. Quality Assurance: Quality Assurance during placement of Embankment will be provided by the Owner as described in the accompanying Project CQA Manual. 5. Definitions: a Embankment: Shall include construction of all site earthwork including roadways, subgrade, perimeter berm embankments, including preparation of the areas upon which materials are to be placed. Embankment may also be referred to as structural and/or controlled fill. All Embankment materials may be either (off-site) Select Borrow or (on-site) Borrow unless otherwise noted on Contract Drawings or specified by the Engineer. b. Prepared Subgrade: The ground surface after clearing, grubbing, stripping, excavation, scarification, and/or compaction, and/or proof rolling to the satisfaction of the CQA Engineer. c. Well-Graded: A mixture of particle sizes that has no specific concentration or lack thereof of one or more sizes. Well-graded does not define any numerical value that must be placed on the coefficient of uniformity, coefficient of curvature, or other specific grain size distribution parameters. Well-graded is used to define a material type that, when compacted, produces a strong and relatively incompressible soil mass free from detrimental voids. d. Unclassified Fill: The nature of materials to be used is not identified or described herein but must be approved by the Engineer prior to use. B. Materials 1. Embankment materials shall consist of clean well-graded natural soil classified as SP, SW, SM, SC, ML, or CL (ASTM D 2487) containing no topsoil or other deleterious material. Other material classifications may be approved by the Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 Embankment Page 02223-3 2. Stones or rock fragments shall not exceed one half the maximum lift thickness as compacted in any dimension. Isolated rocks shall be a maximum of 24-inches in any dimension. C. Submittals Not Used. D. Construction 1. The Contractor shall conduct Embankment activities in such a manner that erosion of disturbed areas and off-site sedimentation is absolutely minimized as outlined in Section 02270, Erosion and Sedimentation Control, of these Specifications. 2. All placement and compaction of Embankment shall be performed only when the CQA Engineer is informed by the Contractor of intent to perform such work. 3. Embankment shall be placed and compacted to the lines and grades shown on the Contract Drawings. Placement of Embankment outside the construction limits shall occur only as directed and approved by the Engineer. The Contractor will perform all surveys necessary to establish and verify lines and grades for all Embankment. 4. The Contractor shall protect all existing facilities including, but not limited to, utilities and monitoring wells. 5. Subgrade Preparation: a. The CQA Engineer shall inspect the exposed subgrade prior to placement of Embankment to assure that all rocks, topsoil, vegetation, roots, debris, or other deleterious materials have been removed. b. Prior to placement of Embankment, the exposed subgrade shall be proofrolled using a static smooth-drum roller, loaded tandem axle dump truck, or other suitable equipment in the presence of the CQA Engineer. Any soft or unsuitable materials revealed before or during the in-place compaction shall be removed as directed by the CQA Engineer and replaced with suitable Embankment. 6. 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. 7. The Contractor shall be responsible for preparing the materials for the Embankment, including but not limited to, in-place drying or wetting of the soil necessary to achieve the compaction criteria of these Specifications. 8. The Contractor shall be responsible for the control of surface and subsurface water when necessary. Except for certain erosion and sedimentation control measures and other areas designated to impound water, all areas shall be graded to drain. Davidson County C&D Landfill Closure Technical Specifications October 2016 Embankment Page 02223-4 9. Embankment materials shall be placed in a manner permitting drainage and in continuous, approximately horizontal layers. 10. Compaction Requirements: a. The Contractor shall compact Embankment in accordance with the requirements shown in Table 1 of this section. If Embankment does not meet the specified requirements, the Contractor shall rework the material, as may be necessary and continue compaction to achieve these requirements, or remove and replace the material to achieve the specified requirements, at Contractor's expense. b. Each lift shall be compacted prior to placement of succeeding lifts. In confined areas, mechanical equipment, suitable for small areas and capable of achieving the density requirements, shall be required. c. Lift compaction shall be performed with an appropriately heavy, properly ballasted, penetrating-foot or smooth-drum vibratory compactor depending on soil type. Compaction equipment shall be subject to approval by the CQA Engineer. 11. Embankment that becomes excessively eroded, soft, or otherwise unsuitable shall be removed or repaired by the Contractor as directed by the CQA Engineer, at no cost to the Owner. 12. The exposed surface of Embankment shall be rolled with a smooth-drum roller at the end of each work day to protect from adverse weather conditions. 13. Where Embankment is to be placed and compacted on slopes that are steeper than 3H:1V, the subgrade shall be benched to a minimum depth of 6 inches and the Embankment shall be placed in horizontal lifts. 14. Backfilling for Structures and Piping: a. All structures, including manholes and pipes shall be backfilled with Embankment as shown in the Contract Drawings and as described in these Specifications. b. Where sheeting is used, the Contractor shall take all reasonable measures to prevent loss of support beneath and adjacent to pipes and existing structures when sheeting is removed. If significant volumes of soil cannot be prevented from clinging to the extracted sheets, the voids shall be continuously backfilled as rapidly as possible. The Contractor shall thereafter limit the depth below subgrade that sheeting will be driven in similar soil conditions or employ other appropriate means to prevent loss of support. c. When backfilling around structures, do not backfill until concrete has sufficiently cured (as determined by the CQA Engineer) and is properly supported. Place backfill in a manner to avoid displacement or damage of structures. Davidson County C&D Landfill Closure Technical Specifications October 2016 Embankment Page 02223-5 Table 1: Required Embankment Properties Item Required % Standard Proctor (ASTM D698)2 Required Moisture Content3 Maximum Lift Thickness (Compacted) (inches) Embankment Beneath Structures and Roads1 100 +/- 2% of Optimum (std. Proctor) 8 Embankment 95 As Required for Compaction 8 Backfill Around Structures 95 8 Backfill in Pipe Trenches 95 6 Unclassified Fill N/A N/A N/A Intermediate Cover See Note 5 N/A N/A Notes: 1. Embankment beneath structures shall be considered to include a zone 10 feet out from the foundation of the structure extending down to the natural ground on a 45 slope. Embankment beneath roads shall be considered to include all embankment placed within 2 vertical feet of the final wearing surface and shall also include shoulders. 2. Determine field density using ASTM D 6938, ASTM D 1556, ASTM D 2167, or ASTM D 2937. 3. Determine field moisture content using ASTM D 6938, ASTM D 2216, ASTM D 4643, or ASTM D 4959. 4. The Engineer may allow exceptions to the above criteria for areas outside of the containment area which are not subject to significant long-term loads. 5. Intermediate cover placed on the C&D landfill shall be compacted by tracking the final lift. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Embankment Page 02223-6 This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Geotextiles Page 02240-1 SECTION 02240 GEOTEXTILES A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of Geotextiles including all necessary and incidental items as detailed or required for the Contractor to complete the installation in accordance with the Contract Drawings and these Specifications, except as noted below: a. Geotextiles used as a Silt Fence is covered under Section 02270, Erosion and Sedimentation Control, of these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Erosion and Sedimentation Control 02270 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) and the American Association of State Highway and Transportation Officials (AASHTO) are hereby made a part of these specifications. ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture, and Heat in a Xenon-Arc Type Apparatus. ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity. ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextiles. ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. Geotextiles: For the proposed construction, a Type GT-S (Separator/Filter) Geotextile is specified. The Type GT-S Geotextile will be placed in some erosion control, drainage, and miscellaneous applications. Davidson County C&D Landfill Closure Technical Specifications October 2016 Geotextiles Page 02240-2 ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile. ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of Geotextiles. ASTM D 6241 Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile Related Products Using a 50 mm Probe. AASHTO M 288 Standard Specification for Geotextiles. B. Materials 1. General: The materials supplied under these Specifications shall consist of new, first-quality products designed and manufactured specifically for the purpose of this work, which shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for such purposes. Labels on each roll of Geotextile shall identify the length, width, lot and roll numbers, and name of Manufacturer. 2. The Type GT-S Geotextile shall be a nonwoven spunbonded or nonwoven needlepunched synthetic fabric consisting of polyester or polypropylene manufactured in a manner approved by the Engineer. Woven fabrics may be used in certain applications if approved in advance by the Engineer. 4. All Geotextiles shall conform to the properties listed in Table 1 of this section. C. Submittals Prior to the installation of Geotextiles, the Contractor shall submit the following to the CQA Engineer: 1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a mill certificate or affidavit signed by a legally authorized official of the Manufacturer for each type of Geotextile attesting that the Geotextiles meet the physical and manufacturing requirements stated in these Specifications. The Contractor shall also submit a sample of each Geotextile to be used. The samples shall be labeled with the product name and be accompanied by the Manufacturer's specifications. 2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping, handling, and storage shall be submitted for review. 3. Seaming Procedures: Submit proposed seaming procedures including proposed method and equipment. Davidson County C&D Landfill Closure Technical Specifications October 2016 Geotextiles Page 02240-3 4. Furnish copies of the delivery tickets or other approved receipts as evidence for materials received that will be incorporated into the construction. D. Construction 1. Shipping, Handling, and Storage: All Geotextiles shall be shipped, handled, and stored in strict accordance with the Manufacturer's recommendations. 2. Failing CQA Material Control Tests: Geotextiles that are rejected upon testing shall be removed from the project site and replaced at Contractor's cost. Sampling and CQA testing of Geotextiles supplied as replacement for rejected material shall be performed by the CQA Engineer at Contractor's cost. 3. Installation: a. The surface receiving the Geotextiles shall be prepared to a relatively smooth condition, free of obstructions, standing water, excessive depressions, debris, and very soft, excessively wet, and/or loose pockets of soil. This surface shall be approved by the CQA Engineer prior to Geotextile placement. b. Geotextiles shall be placed to the lines and grades shown on the Contract Drawings. At the time of installation, Geotextiles shall be rejected by the CQA Engineer if they have defects, rips, holes, flaws, evidence of deterioration, or other damage. c. The Geotextiles shall be placed smooth and free of excessive wrinkles. d. On slopes, Geotextiles shall be anchored at the top and unrolled down the slope. In the presence of wind, all Geotextiles shall be weighted with sandbags or other material as appropriate. Geotextiles uplifted by wind may be reused upon approval by the CQA Engineer. 4. Seams: a. All Geotextile seams shall be continuously sewn or heat bonded with methods approved by the Engineer. Overlapping of seams may also be allowed if approved in advance by the Engineer. All seams must be approved by the CQA Engineer. b. On slopes of 6H:1V or steeper, all seams shall be oriented parallel to (in the direction of) the slope unless otherwise approved by the Engineer. c. Seams to be sewn shall be sewn using a Type 401 stitch. One or two rows of stitching may be used. Each row of stitching shall consist of 4 to 7 stitches per inch. The minimum distance from the geotextile edge to the stitch line nearest to that edge (seam allowance) shall be 1.5 inches if a Type SSa (prayer or flat) seam Davidson County C&D Landfill Closure Technical Specifications October 2016 Geotextiles Page 02240-4 is used. The minimum seam allowance for all other seam types shall be 1.0 inches. d. Seams to be heat bonded shall be bonded using hot plate, hot knife, ultrasonic, or other approved devices. 5. Repair Procedures: a. Any Geotextile that is torn, punctured, or otherwise damaged shall be repaired or replaced, as directed by the CQA 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 18 inches from any point of the rupture. Patches shall be spot sewn or heat bonded so as not to shift during cover placement. b. Slopes Flatter Than 6H:1V: Damaged areas of a size exceeding 10 percent of the roll width shall be removed and replaced across the entire roll width with new material. Damaged areas of a size less than 10 percent of the roll width may be patched. c. Slopes of 6H:1V or Steeper: Geotextile panels which require repair shall be removed and replaced with new material. Replacement material shall be sewn as previously described in this specification. 6. Cover Placement: a. Except when designed to remain exposed, Geotextiles shall be covered in a timely manner to limit potential UV damage. Unless otherwise approved by the Engineer, covering shall occur within 30 days of installation. Extension of this time may be considered by the Engineer based on weather conditions (i.e. prolonged cloud cover during 30 day period) or technical information provided by the Manufacturer that would justify an extension. (1) The Engineer may conduct sampling and testing of any Geotextiles exposed for a period longer than allowed to verify the material properties. The cost associated with this testing and the subsequent repair(s) shall be bourne solely by the Contractor regardless of the test results. In no case will the maximum length of exposure be greater than 60 days without verification of material properties. b. Placement of cover over Geotextiles shall be performed in a manner as to ensure that the Geotextiles or underlying materials are not damaged. Cover material shall be placed such that excess tensile stress is not mobilized in the Geotextile. Davidson County C&D Landfill Closure Technical Specifications October 2016 Geotextiles Page 02240-5 Table 1: Required Geotextile Properties Property Test Method Units Value1 Type GT-S Geotextile Construction (NW = Nonwoven) (W = Woven) ----- ----- NW2 or W3 Mass per Unit Area (Unit Weight) ASTM D 5261 oz/yd2 N/A UV Resistance (500 hrs) ASTM D 4355 % 70 Strength Class4 AASHTO M 288 Class 2 Tensile Properties: ASTM D 4632 Grab Strength lbs 160 (NW) 250 (W) Grab Elongation % > 50 (NW) < 50 (W) Puncture Resistance ASTM D 6241 lbs 410 (NW) 950 (W) Trapezoidal Tear Strength ASTM D 4533 lbs 55 (NW) 90 (W) Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 70+ Permittivity ASTM D 4491 sec-1 1.0 Notes: 1. Minimum Average Roll Value (MARV). 2. Nonwoven geotextiles that have been heat calendered are not acceptable, unless approved by the Engineer in advance. 3. Woven geotextiles shall be approved in advance by the Engineer. Woven geotextiles formed exclusively with slit film fibers are not acceptable. 4. AASHTO M 288 criteria include the above listed requirements for: Tensile Properties, Puncture Resistance, Trapezoidal Tear Strength, and Burst Strength. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Geotextiles Page 02240-6 This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-1 SECTION 02250 SOIL LINER A. Description 1. General: a. The Contractor shall furnish all labor, material, and equipment to complete installation of the Soil Liner including borrowing, hauling, screening, mixing, stockpiling, discing, compacting, drying or wetting, removal of surface water, removal of all previously placed material affected by adverse weather conditions or construction disturbance, final grading and sealing, and all necessary and incidental items as detailed or required to complete the Soil Liner, all in accordance with the Contract Drawings and these Specifications. b. The Contractor shall provide suitable soil from an on-site or off-site borrow site that meets all requirements outlined in these Specifications for Soil Liner. Off-site borrow sources shall be approved in advance by the Engineer. The Contractor shall be responsible for all submittals required for Engineer approval of off-site borrow sources. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Excavation 02222 Embankment 02223 CQA Manual Attached 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) are hereby made a part of these Specifications. ASTM D 422 Standard Test Method for Particle Size Analysis of Soils. ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3). ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method. Soil Liner: The Soil Liner(s) serves as a hydraulic containment barrier in the final cover system. Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-2 ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method. ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. ASTM D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive Cylinder Method. ASTM D 4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. ASTM D 4643 Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Method. ASTM D 4959 Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct Heating Method. ASTM D 5084 Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter. ASTM D 6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). 4. Quality Assurance: Quality Assurance during placement of Soil Liner will be provided by the Owner as described in the accompanying Project CQA Manual. B. Materials All material for Soil Liner shall conform to the requirements shown in Table 1 of this section. C. Submittals The Contractor shall submit the following to the CQA Engineer: 1. Before approval is given to proceed with test fill construction, the Contractor shall submit descriptive information on compaction equipment to be used for construction of the Soil Liner. Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-3 2. Off-Site Borrow Sources (If Applicable): a. For each off-site borrow source for Soil Liner soils, the Contractor shall provide the following information at least four weeks prior to placement of the Soil Liner: (1) The name, location, and owner of proposed borrow site, including a topographic map and location map of the site. (2) A certification submitted by an independent Registered Professional Engineer that the proposed borrow site contains a minimum of double the in-place volume of Soil Liner required to complete the work. (3) A certification submitted by an independent Registered Professional Engineer that the proposed borrow soils meet the requirements for Soil Liner outlined in these Specifications. Certification shall include the following minimum testing and test frequency: Test (Test Method) Quantity (Min.) Atterberg Limits (ASTM D 4318) Grain Size (with Hydrometer) (ASTM D 422) Standard Proctor (ASTM D 698) Natural Moisture Content (ASTM D 2216) Hydraulic Conductivity (Lab Remolded) (ASTM D 5084) 10 10 5 10 5 Testing samples for certification shall be obtained from well distributed locations within the proposed borrow area. All test data shall be submitted with the soil certification. b. The Contractor shall be responsible for maintaining quality of the Soil Liner borrow source throughout construction and shall ensure that the borrow soil meets the project criteria outlined in these Specifications. The Contractor shall cooperate with the CQA Engineer so that the CQA Engineer has unlimited access to the borrow area during construction for the purposes of sampling and testing borrow soil. c. If the borrow source does not meet the requirements outlined in these Specifications, the Contractor shall be responsible for providing an alternative borrow source at no cost to the Owner. 3. Survey Results Survey results for Soil Liner subgrade shall be submitted for review prior to placement of Soil Liner. After completion of a segment of Soil Liner, survey results shall be submitted for review prior to placement of overlying layers. Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-4 D. Construction 1. General: a. All placement and compaction of Soil Liner shall be performed only when the CQA Engineer is informed by the Contractor of intent to perform such work. b. The Contractor shall place and compact the Soil Liner to the lines and grades shown on the Contract Drawings with the exception that a 0.15 foot overbuild at the Contractor’s expense is allowed. Thickness requirements are minimum values. The Contractor will perform all surveys necessary to establish and verify lines and grades for all Soil Liner. 2. Borrow Soils: a. The Contractor may haul borrow soil to an on-site stockpile area. Unless otherwise allowed by the Engineer, borrow soil cannot be hauled directly to the containment area for placement and compaction unless each load is monitored and approved by the CQA Engineer prior to loading at the borrow site. b. Any borrow soil not meeting the requirements for Soil Liner shall be rejected and removed from the project site by the Contractor at no cost to the Owner. 3. Test Fill Construction: The Contractor shall construct a test fill prior to construction of Soil Liner. The test fill shall be at least 20 feet wide by 50 feet long and shall be compacted in lifts to the full design thickness. The Contractor shall use materials and equipment for test fill construction that the Contractor intends to use during construction. No Soil Liner construction may be performed until the test fill construction is confirmed to be adequate in accordance with the Project CQA Manual. The Contractor shall amend construction techniques or equipment in order to meet all criteria outlined for Soil Liner in these Specifications at no cost to the Owner. 4. Subgrade Preparation: a. The CQA Engineer shall inspect the exposed subgrade prior to placement of Soil Liner to assure that all rocks, topsoil, vegetation, roots, debris, or other deleterious materials have been removed. b. Prior to placement of Soil Liner, the exposed subgrade shall be proofrolled using a static smooth-drum roller, loaded tandem axle dump truck, or other suitable equipment in the presence of the CQA Engineer. Any soft or unsuitable subgrade materials revealed before or during the in-place compaction shall be removed as directed by the CQA Engineer and replaced with suitable materials. Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-5 5. Placement and Compaction: a. All Soil Liner shall be placed in loose lifts no greater than the height of the feet on compaction equipment to be used. The loose Soil Liner shall be free from clods or rocks which exceed the sizes in Table 1. Where excessive sized clods do occur, the Contractor shall break up the clods using methods approved by the CQA Engineer. b. Lift compaction shall be performed with an appropriately heavy, properly ballasted, penetrating-foot compactor. Compaction equipment shall be the same as used in the test fill, unless otherwise approved by the Engineer. Each lift shall be compacted prior to placement of succeeding lifts. The maximum lift thickness shall be as shown in Table 2. In confined areas, mechanical equipment, suitable for small areas and capable of achieving the density requirements, shall be required. c. The exposed surface of Soil Liner shall be protected from adverse weather conditions or desiccation of the soil. This is commonly done by rolling the surface of the Soil Liner with a smooth-drum roller at the end of each work day. Alternative means of protecting the Soil Liner may be employed by the Contractor. d. The in-place Soil Liner shall conform to the requirements shown in Table 2 of this section. If Soil Liner does not meet the specified requirements, the Contractor shall rework the material, as may be necessary and continue compaction to achieve these requirements, or remove and replace the material to achieve the specified requirements, at Contractor's expense. e. Any Soil Liner surface which is smooth, has a moisture content outside of the specified moisture content range, as defined by ASTM D 698, or exhibits evidence of desiccation cracking ½ inch deep or greater, shall be scarified to a depth of 1 to 3 inches and brought to a proper moisture content prior to placement of a subsequent lift. This includes any Soil Liner surface that was previously seal rolled for protection. f. No Soil Liner shall be placed or compacted when soil temperatures are so low as to produce ice lenses in the Soil Liner borrow soil. g. Soil Liner placed on side slopes shall be placed and compacted in lifts which are parallel to the slope. Lift criteria shall be as described herein. h. Surfaces not properly maintained shall be repaired by the Contractor at no cost to the Owner. A suitable surface for geosynthetics construction shall be a surface maintained at the specified compaction and moisture content criteria provided in these Specifications. Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-6 i. Locations of control stakes, in-place density tests, or other samples in the Soil Liner shall be patched with compacted Soil Liner or sodium bentonite compacted and hydrated in the holes. 7. Surveying: a. Before placement of a segment of Soil Liner, the Soil Liner subgrade shall be surveyed on 100 foot centers and at slope breaks (including all tops and toes of slope, points of grade change, etc.) to ensure the top of the Soil Liner subgrade slopes at grades specified on the Contract Drawings. b. After completion of a segment of Soil Liner, but before installation of subsequent layers, the Soil Liner shall be surveyed on 100 foot centers and at slope breaks to ensure: (1) The specified thickness has been achieved. (2) The top of the Soil Liner slopes at grades specified on the Contract Drawings; and (3) Soil Liner placed more than 0.15 feet beyond the limits of the lines and grades as shown on the Contract Drawings will not be accepted and must be removed at the Contractor’s expense if required by the Engineer. This work shall be performed at the Contractor=s cost by a registered surveyor. Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-7 Table 1: Soil Liner Material Requirements Property Test Method Value Visual Classification ASTM D 2488 Clean natural fine-grained soil free from organics, debris, or other detrimental material. Soil type as required to achieve the hydraulic conductivity criteria. Clod Size ----- Maximum = ¾ inch (or less if required to achieve hydraulic conductivity criteria) Gradation ASTM D 422 Max. = 1½ inches Atterberg Limits ASTM D 4318 As required based on soil type. Hydraulic Conductivity (Lab Remolded) (Compacted Soil Barrier) ASTM D 50843 < 1 x 10-5 cm/s at a density of > 95% maximum standard dry density and a moisture content > optimum moisture content4 Davidson County C&D Landfill Closure Technical Specifications October 2016 Soil Liner Page 02250-8 Table 2: In-Place Soil Liner Requirements Property Test Method Value Density ASTM D 69381 > 95% maximum standard dry density4 Moisture Content ASTM D 69382 > optimum moisture content4 Maximum Lift Thickness (Compacted): (Compacted Soil Barrier) ----- 9 inches Hydraulic Conductivity (Shelby Tube): (Compacted Soil Barrier) ASTM D 50843 < 1 x 10-5 cm/s Completed Thickness: (Compacted Soil Barrier) Survey 18 inches minimum Notes: 1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. 2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. 3. Maximum effective confining pressure and maximum hydraulic gradient as follows. Backpressure as recommended by ASTM D 5084. Modifications of the maximum hydraulic gradient may be allowed by the Engineer depending on actual hydraulic conductivity values. 4. Or as otherwise determined by remolded samples to achieve hydraulic conductivity criteria. END OF SECTION Material Maximum Effective Confining Pressure (psi) Maximum Hydraulic Gradient Compacted Soil Barrier (k < 1 x 10-5 cm/s) 5 15 Davidson County C&D Landfill Closure Technical Specifications October 2016 Vegetative Soil Layer Page 02258-1 SECTION 02258 VEGETATIVE SOIL LAYER A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of the VSL (including topsoil) for the landfill cover, including borrowing, hauling, spreading, and final grading and all necessary and incidental items as detailed or required to complete the VSL, all in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Drainage Geocomposite 02712 Geosynthetic Clay Liner 02776 LLDPE Geomembrane 02778 Revegetation 02930 CQA Manual Attached 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) are hereby made a part of these Specifications. ASTM D 2487 Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System). 4. Quality Assurance: Quality Assurance during placement of Vegetative Soil Layer will be provided by the Owner as described in the accompanying Project CQA Manual. B. Materials Soil that meets all of the following requirements shall be classified as select soil fill for use in construction of the VSL. Vegetative Soil Layer (VSL): The Vegetative Soil Layer (VSL) is placed in the final cover system in order to support permanent vegetative cover. This section includes the topsoil to be placed as the upper 6 inches of the VSL. Davidson County C&D Landfill Closure Technical Specifications October 2016 Vegetative Soil Layer Page 02258-2 1. Soil shall be classified according to the Unified Soil Classification System (USCS) as SM, SC, ML, ML-CL, or CL (ASTM D 2487). Alternatives to these requirements must be approved in advance by the Engineer. The Engineer shall verify that the upper geotextile of the underlying Drainage Geocomposite is anticipated to perform acceptably as a filter in contact with the selected soil(s). 2. Select soil fill materials shall be reasonably free of gypsum, ferrous, and/or calcareous concretions and nodules, refuse, roots, or other deleterious substances. 3. Continuous and repeated visual inspection of the materials being used will be performed by the Contractor to ensure proper soils are being used. In addition, the CQA Engineer shall make frequent inspections of the placement operations and materials, and will consult with the Engineer. 4. The VSL shall be uniform, smooth, and free of debris, rock, plant materials, and other foreign material larger than 3 inches in diameter. The material should contain no sharp edges. This material must be capable of supporting growth of vegetative cover. 5. Topsoil: The upper 6 inches of VSL shall be natural or blended soil material capable of supporting the growth of vegetative cover. C. Submittals The Contractor shall submit the following to the CQA Engineer: 1. Before approval is given to proceed, the Contractor shall submit descriptive information on placement equipment to be used in construction of the VSL. 2. Survey Results: After completion of a segment of VSL, survey results shall be submitted for review prior to VSL acceptance. D. Construction 1. Where applicable, the VSL is placed directly over geosynthetics and/or piping; thus, extreme caution shall be exercised by the Contractor to prevent damage to these materials. 2. All placement and compaction of VSL shall be performed only when the CQA Engineer is informed by the Contractor of intent to perform such work. 3. Where applicable, VSL shall be placed over geosynthetics only after areas have been released by the Geosynthetics Installer and the CQA Engineer. VSL placed over geosynthetics shall be placed as specified below: a. The VSL, including topsoil, shall be placed and spread using low ground pressure (6 psi or less) tracked equipment. The CQA Engineer shall approve the equipment used to place the VSL. Davidson County C&D Landfill Closure Technical Specifications October 2016 Vegetative Soil Layer Page 02258-3 b. Tracked equipment used to place and spread VSL shall operate on at least 1 foot of material overlying geosynthetics and/or piping. Sharp turning of tracked equipment on the VSL will not be permitted. c. On slopes of 6H:1V or steeper, VSL shall be placed and spread from the bottom up unless otherwise approved by the Engineer. No material shall be dumped down a slope. d. VSL shall be placed and compacted to the lines and grades shown on the Contract Drawings with the exception that a 0.15 foot overbuild at Contractor’s expense is allowed. The Contractor will perform all surveys necessary to establish and verify lines and grades for all VSL. e. VSL shall be compacted by tracking the final lift with tracked equipment. 4. The VSL shall be spread in a manner that minimizes development of wrinkles or tension in the underlying geosynthetics. Any portion of the underlying geosynthetics that develops excessive wrinkles or crimp or is otherwise damaged shall be repaired by the Geosynthetics Installer at no expense to the Owner. a. VSL shall not be placed when conditions are warm enough to produce excessive wrinkles in the underlying geosynthetics. Likewise, VSL shall not be placed when conditions are cold enough to produce tension in the underlying geosynthetics. b. If during spreading, excessive wrinkles develop, the Contractor shall adjust placement and spreading methods, or cease until the underlying geosynthetics cool and wrinkles decrease in size. c. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated by amended placement and spreading methods or underlying geosynthetics that become crimped shall be cut and repaired by the Geosynthetics Installer in a method approved by the Engineer. 5. Stockpiling of VSL on the final cover shall be subject to advance approval by the Engineer. Any hauling equipment (dump trucks, etc.) operating over geosynthetics shall have a minimum of 3 feet of separation between the vehicle wheels and the Geomembrane. 6. The CQA Engineer may require removal of VSL and/or other underlying layers at the Contractor's sole expense to allow examination of the underlying geosynthetics and/or piping. Any damage to underlying layers or excessive wrinkling or crimping during placement of the VSL shall be repaired in accordance with the applicable section of these Specifications at the Contractor's sole expense. 7. After the specified thickness has been achieved and verified, the Contractor shall proceed immediately with seeding. Davidson County C&D Landfill Closure Technical Specifications October 2016 Vegetative Soil Layer Page 02258-4 8. Surveying: After completion of a segment of VSL, the VSL shall be surveyed on 100 foot centers and at slope breaks (including all tops and toes of slope, points of grade change, etc.) to ensure: a. The specified thickness has been achieved. A hand auger or similar method may be used to check for thickness at each location. b. The top of the VSL slopes at grades specified on the Contract Drawings; and c. VSL placed more than 0.15 feet beyond the limits of the lines and grades as shown on the Contract Drawings will not be accepted and must be removed at the Contractor's sole expense if required by the Engineer. This work shall be performed at the Contractor’s cost by a registered surveyor. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Erosion and Sedimentation Control Page 02270-1 SECTION 02270 EROSION AND SEDIMENTATION CONTROL A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of and maintain Erosion and Sedimentation Control measures and related work in accordance with the Contract Drawings and these Specifications. All Erosion and Sedimentation Control work shall be in accordance with the latest edition of the North Carolina Erosion and Sediment Control Planning and Design Manual as well as applicable regulations. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Rolled Erosion Control Products 02275 Stormwater Systems 02720 Revegetation 02930 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) are hereby made a part of these specifications. ASTM D 3786 Test Method for Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics: Diaphragm Bursting Strength Tester Method. ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-Arc Type Apparatus). ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity. Erosion and Sedimentation Control: Erosion and Sedimentation Control is a system of construction and engineered measures (devices, structures, practices, etc.) which act to minimize surface water induced erosion of disturbed areas and the resulting off-site sedimentation. Davidson County C&D Landfill Closure Technical Specifications October 2016 Erosion and Sedimentation Control Page 02270-2 ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextiles. ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile. ASTM D 4833 Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products. B. Materials 1. Permanent Drainage Channels, Diversions, Swales, and Ditches: Permanent drainage channels, diversions, swales, and ditches shall be constructed as shown on the Contract Drawings. 2. Silt Fence: Silt fences shall be constructed as shown on the Contract Drawings and as needed, based on the Contractor’s discretion and Engineer’s approval. The silt fence is a permeable barrier erected within and downgradient of small disturbed areas to capture sediment from sheet flow. It is made of filter fabric buried at the bottom, stretched, and supported by posts and wire mesh backing. Silt fence shall conform to the following properties: a. Posts: Posts shall be 1.33 lb/linear foot steel (preferred) or wood with a minimum length of 5 feet. Steel posts shall be “U” or “T”-type. Wood posts shall have a minimum diameter of 4-inches. b. Filter Fabric: Filter fabric shall be a woven geotextile made specifically for sediment control. Filter fabric shall conform to the properties listed in Table 1 of this section. 3. Geotextiles: Geotextiles placed where shown on the Contract Drawings shall be 6 oz/SY non-woven polypropylene or other product as approved by the Engineer. 4. Stone Filters: Stone filters shall be constructed as shown on the Contract Drawings. Davidson County C&D Landfill Closure Technical Specifications October 2016 Erosion and Sedimentation Control Page 02270-3 5. Down Pipes: Down pipes shall be constructed as shown on the Contract Drawings. Pipe materials shall meet the requirements of Section 02720, Stormwater Systems, of these Specifications. 6. Rip Rap: Rip Rap shall conform to the requirements of the NCDOT and meet the requirements shown on the Contract Drawings. 7. Rolled Erosion Control Products (RECPs): Rolled Erosion Control Products (RECPs) shall conform to the requirements of Section 02275, Rolled Erosion Control Products, of these Specifications. 8. Other Work: In addition to the Erosion and Sedimentation Control measures shown on the Contract Drawings, the Contractor shall provide adequate means to prevent any sediment from entering any storm drains, drop inlets, 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 off-site areas. 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. All paved areas shall be scraped and swept as necessary to prevent the accumulation of dirt and debris. Work associated with this provision shall be considered incidental to the project and no separate payment will be made. 9. Temporary and Permanent Ground Cover: The Contractor shall provide temporary or permanent ground cover (or other acceptable measure(s)) adequate to restrain erosion on erodible slopes or other areas within 21 calendar days following completion of any phase of grading. The Contractor shall provide permanent ground cover for all disturbed areas within 15 working days or 90 calendar days (whichever is shorter) following the completion of construction. C. Submittals The Contractor shall submit the following to the Engineer: 1. Submit a certification and summary of all required test results, prior to installation, that all Erosion and Sedimentation Control materials manufactured for the project have been produced in accordance with these Specifications. 2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials received that will be incorporated into construction. Davidson County C&D Landfill Closure Technical Specifications October 2016 Erosion and Sedimentation Control Page 02270-4 D. Construction 1. Establishment of Erosion and Sedimentation Control Measures: a. All Erosion and Sedimentation Control measures will be constructed according to the Contract Drawings and these Specifications. b. Due to the nature of the work required by this Contract, it is anticipated that the location and nature of the Erosion and Sedimentation Control measures may need to be adjusted on several occasions to reflect the current phase of construction. c. Erosion and Sedimentation Control measures shall be established prior to the work in a given area. Where such practice is not feasible, the Erosion and Sedimentation Control measure(s) shall be established immediately following completion of the clearing operation. d. The construction schedule adopted by the Contractor will impact the placement and need for specific measures required for the control of erosion. The Contractor shall develop and implement such additional techniques as may be required to minimize erosion and prevent or correct the discharge of sediment outside the limits of construction (unless controlled by other on-site measure(s)). e. The location and extent of Erosion and Sedimentation Control measures shall be revised at each phase of construction that results in a change in either the quantity or direction of surface runoff from construction areas. All deviations from the control provisions shown on the Contract Drawings shall have the prior approval of the Engineer. 2. Inspection and Maintenance of Erosion and Sedimentation Control Measures: a. The Contractor shall furnish the labor, material, and equipment required for the inspection and maintenance of all Erosion and Sedimentation Control measures. Maintenance shall be scheduled as required for a particular measure to maintain the removal efficiency and intent of the measure. b. All Erosion and Sedimentation Control measures shall be inspected at least once every seven calendar days and within 24 hours after any storm event of greater than 0.5 inches of rain per 24 hour period and appropriate maintenance conducted. A rain gauge shall be maintained on the site and a record of the rainfall amounts and dates shall be kept properly. c. Maintenance shall include, but not be limited to: (1) The removal and satisfactory disposal of trapped or deposited sediments from basins, traps, barriers, filters, and/or drainage features/devices; Davidson County C&D Landfill Closure Technical Specifications October 2016 Erosion and Sedimentation Control Page 02270-5 (2) Replacement of filter fabrics used for silt fences upon loss of efficiency; and (3) Replacement of any other components which are damaged or cannot serve the intended use. d. The Contractor shall accept and maintain any existing sediments that are included in existing sediment traps or basins that accept or will accept stormwater flow and or sediment accumulation from all areas within the Contractor’s limits of construction. e. Sediments removed from Erosion and Sedimentation Control measures shall be disposed of in locations that will not result in off-site sedimentation as approved by the Engineer. f. All Erosion and Sedimentation Control measures shall be maintained to the satisfaction of the Engineer until the site has been stabilized. 3. Graded Slopes and Fills: The angle for graded slopes and fills shall be no greater than the angle that can be retained by vegetated cover or other adequate measures. 4. Finish Grading: All disturbed areas shall be uniformly graded to the lines, grades, and elevations shown on the Contract Drawings. Except for certain erosion and sedimentation control measures and other areas designated to impound water, all areas shall be graded to drain. Finished surfaces shall be reasonably smooth, compacted, and free from irregular surface changes. Unless otherwise specified, the degree of finish shall be that ordinarily obtainable from either blade or scraper operations. Areas shall be finished to a smoothness suitable for application of topsoil. 5. Revegetation: Revegetation shall conform to the requirements of Section 02930, Revegetation, of these Specifications. 6. 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. Davidson County C&D Landfill Closure Technical Specifications October 2016 Erosion and Sedimentation Control Page 02270-6 Table 1: Required Silt Fence Filter Fabric Properties Property Test Method Units Value1 Grab Tensile Strength2 ASTM D 4632 lbs 90 x 90 Grab Elongation ASTM D 4632 % 20 (Max.) Ultraviolet Resistance (500 hrs) ASTM D 4355 % 80 Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 30+ Permittivity ASTM D 4491 sec-1 0.05 Notes: 1. Minimum Average Roll Value (MARV). 2. Values for machine and cross machine direction (MD x XD), respectively. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Rolled Erosion Control Products Page 02275-1 SECTION 02275 ROLLED EROSION CONTROL PRODUCTS A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of all RECPs in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Erosion and Sedimentation Control 02270 Revegetation 02930 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) are hereby made a part of these specifications. ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from Exposure to Ultraviolet Light and Water (Xenon-Arc Type Apparatus). ASTM D 6475 Standard Test Method for Measuring Mass per Unit Area of Erosion Control Blankets. ASTM D 6524 Standard Test Method for Measuring the Resiliency of Turf Reinforcement Mats. ASTM D 6525 Standard Test Method for Measuring Nominal Thickness of Permanent Erosion Control Products. ASTM D 6566 Standard Test Method for Measuring Mass per Unit Area of Turf Reinforcement Mats. ASTM D 6818 Standard Test Method for Ultimate Tensile Properties of Turf Reinforcement Mats. Rolled Erosion Control Products: Rolled Erosion Control Products (RECPs) include erosion control blankets (ECB) and turf reinforcement mats (TRM) placed in channels and on slopes. Davidson County C&D Landfill Closure Technical Specifications October 2016 Rolled Erosion Control Products Page 02275-2 B. Materials 1. General: The materials supplied under these Specifications shall consist of new, first-quality products designed and manufactured specifically for the purpose of this work, which shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for such purposes. Labels on each RECP shall identify the length, width, product name, and name of Manufacturer. 2. Erosion Control Blanket (ECB): ECB shall consist of a machine-produced mat of straw or wood excelsior fiber covered on the top side with a photodegradable extruded plastic or woven biodegradable netting and sewn together with degradable thread. ECB shall also conform to the properties listed in Table 1 of this section. ECB shall be S75, as manufactured by North American Green, CURLEX I, as manufactured by American Excelsior Company, LANDLOK S1, as manufactured by Propex Fabrics, or approved equal. Flexterra Flexible Growth Media (FGM), as manufactured by Profile Products, applied at a minimum rate of 3,500 lbs/acre is an acceptable substitute for ECB to be placed on 2H:1V slopes (a minimum rate of 3,000 lbs/acre shall be used on 3H:1V slopes). 3. Turf Reinforcement Mat (TRM): TRM shall consist of a dense web of crimped and interlocking polypropylene fibers positioned between two biaxially oriented nets and mechanically bound together by parallel stitching with polypropylene thread. TRM shall be designed to accelerate seedling emergence, exhibit high resiliency, and possess strength and elongation properties to limit stretching in a saturated condition. TRM shall be stabilized against chemical and UV degradation which are normally found in a natural soil environment and shall have no biodegradable components. TRM shall also conform to the properties listed in Table 1 of this section. TRM shall be LANDLOK TRM 435, as manufactured by Propex Fabrics, or approved equal. 4. Anchors: Anchors for RECPs shall consist of machine made staples of No. 8 gauge new steel wire formed into a “U” shape. The size when formed shall be not less that 8 inches in length with a throat of not less than 1 inch in width. Longer anchors may be required for loose soils. Other anchors, such as metal pins or plastic pegs, may also be used if approved in advance by the Engineer. C. Submittals The Contractor shall submit the following to the Engineer: 1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a mill certificate or affidavit signed by a legally authorized official of the Manufacturer for Davidson County C&D Landfill Closure Technical Specifications October 2016 Rolled Erosion Control Products Page 02275-3 each RECP attesting that each RECP meets the physical and manufacturing requirements stated in these Specifications. The Contractor shall also submit a sample of each RECP to be used. The sample shall be labeled with the product name and be accompanied by the Manufacturer's specifications. 2. Installation Guidelines/Instructions: The Manufacturer's guidelines/instructions for installation shall be submitted for review. 3. Furnish copies of delivery tickets or other approved receipts as evidence for materials received that will be incorporated into the construction. D. Construction 1. Shipping, Handling, and Storage: All RECPs shall be shipped, handled, and stored in strict accordance with the Manufacturer's recommendations. 2. Installation - General: a. Placing of RECPs shall be done immediately following seeding. Seeding shall be performed in accordance with Section 02930, Revegetation, of these Specifications. b. RECPs shall be placed to the lines and grades shown on the Contract Drawings. The earth surface shall be smooth and free from stones, clods, or debris which will prevent the contact of the RECP with the soil. Care shall be taken to preserve the required line, grade, and cross section of the area. c. RECPs shall be unrolled in the direction of the flow of water and shall be applied without stretching so that it will lie smoothly but loosely on the soil surface. d. At the time of installation, RECPs shall be rejected, if they have defects, rips, holes, flaws, evidence of deterioration, or other damage. e. The Engineer may require adjustments in the installation requirements to fit individual conditions. 3. Installation - Channels: RECPs installed in channels shall be unrolled parallel to the direction of water flow. The first roll shall be centered longitudinally in the channel and anchored with staples. Subsequent rolls shall be installed outward to the edges of the channel and be lapped to allow installation of a common row of anchors. RECP ends shall be overlapped with the upstream ends on top (“shingled”). Refer to the Contract Drawings and/or the Manufacturer’s installation guidelines/instructions for installation details. Davidson County C&D Landfill Closure Technical Specifications October 2016 Rolled Erosion Control Products Page 02275-4 4. Installation - Slopes: RECPs installed on slopes shall be oriented in vertical strips and anchored. Subsequent rolls shall be installed outward to the edge(s) of the original roll and be lapped to allow installation of a common row of anchors. RECP ends shall be shingled. Refer to the Contract Drawings and/or the Manufacturer’s installation guidelines/instructions for installation details. 5. Maintenance: Maintenance of RECPs shall be in accordance with Section 02270, Erosion and Sedimentation Control, of these Specifications. Table 1: Required Rolled Erosion Control Product Properties Property Test Method Units Value1 Erosion Control Blanket (ECB) Mass per Unit Area ASTM D 6475 lbs/yd2 0.5 + 10% (Straw) 0.7 + 10% (Excelsior) Tensile Strength2 ASTM D 6818 lbs/ft 50 x 65 Tensile Elongation ASTM D 6818 % 20 Maximum Permissible Shear Stress (Un-Vegetated) ----- lb/ft2 1.55 Functional Longevity ----- months 12 Turf Reinforcement Mat (TRM) Mass per Unit Area ASTM D 6566 oz/yd2 8 Thickness ASTM D 6525 inches 0.35 Tensile Strength2 ASTM D 6818 lbs/ft 225 x 175 Tensile Elongation ASTM D 6818 % 50 (max.) Resiliency ASTM D 6524 % 80 UV Resistance (1,000 Hours) ASTM D 4355 % 80 Maximum Permissible Shear Stress (Long-Term Vegetated) Large Scale lb/ft2 5 Notes: 1. Typical for ECB; Minimum Average Roll Value (MARV) for TRM and HPTRM. 2. Values for machine and cross machine direction (MD x XD), respectively. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-1 SECTION 02712 DRAINAGE GEOCOMPOSITE A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of DGC, including all necessary and incidental items, in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Vegetative Soil Layer 02258 Geosynthetic Clay Liner 02776 LLDPE Geomembrane 02778 CQA Manual Attached 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) are hereby made a part of these specifications. ASTM D 1505 Standard Test Method for Density of Plastics by the Density- Gradient Technique. ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics. ASTM D 4218 Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds By the Muffle-Furnace Technique. ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by Exposure to Light, Moisture, and Heat in a Xenon-Arc Type Apparatus. ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by Permittivity. Drainage Geocomposite (DGC): The Drainage Geocomposite (DGC) consists of a geonet drainage core and heat-bonded nonwoven geotextile. The purpose of the DGC is to rapidly transmit flow to collection piping. Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-2 ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. ASTM D 4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Plane Flow) of Geotextiles and Geotextile Related Products. ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile. ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes. ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of Geotextiles. ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method. ASTM D 6241 Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile Related Products Using a 50 mm Probe. ASTM D 6243 Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method. ASTM D 7005 Standard Test Method for Determining the Bond Strength (Ply Adhesion) of Geocomposites. ASTM D 7466 Standard Test Method for Measuring the Asperity Height of Textured Geomembrane. 4. Quality Control: The Contractor shall perform Quality Control tests in accordance with Table 3 of this section. 5. Quality Assurance: Quality Assurance during installation of DGC will be provided by the Owner as described in the accompanying Project CQA Manual. Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-3 B. Materials 1. General: The materials supplied under these Specifications shall consist of new, first-quality products designed and manufactured specifically for the purpose of this work, which shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for such purposes. Labels on each roll of DGC shall identify the length, width, lot and roll numbers, and name of Manufacturer. 2. The geonet drainage core shall be manufactured by extruding polyethylene strands to form a three dimensional structure to provide planer water flow. 3. A nonwoven needlepunched geotextile, consisting of polyester or polypropylene and manufactured in a manner approved by the Engineer, shall be heat-bonded to the geonet drainage core. Roll edges shall have a maximum unbonded length of 6 inches, unless otherwise approved by the Engineer. Heat bonding shall be performed by the Manufacturer prior to shipping to the site. 4. Final Cover Drainage Geocomposite: Final Cover DGC shall have a nonwoven geotextile heat-bonded to both sides of the geonet drainage core. Physical properties of the DGC shall be as shown in Table 1 of this section. Alternatively, the Final Cover DGC may consist of a series of small diameter pipes bonded on both sides within two non-woven geotextiles. This material shall be Draintube or approved equal meeting the geotextile and geocomposite properties as shown in Table 1 of this section. 5. Toe drain components shall be as shown on the Contract Drawings. C. Submittals Prior to DGC installation, the Contractor shall submit the following to the CQA Engineer: 1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a mill certificate or affidavit signed by a legally authorized official of the Manufacturer for the DGC attesting that the DGC meets the physical and manufacturing requirements stated in these Specifications. The Contractor shall also submit a sample of the DGC to be used. The sample shall be labeled with the product name and be accompanied by the Manufacturer's specifications. 2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping, handling, and storage shall be submitted for review. Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-4 3. Seaming Procedures: Submit proposed seaming procedures including proposed method and equipment. 4. Quality Control Certificates: For DGC delivered to the site, quality control certificates, signed by the Manufacturer's quality assurance manager shall be provided which represent every roll of DGC. Each certification shall have the roll identification number(s), test methods, frequency, and test results. At a minimum, the test results and frequency of testing shall be as shown in Table 2 of this section. 5. Contractor Quality Control Test Results: The Contractor shall provide the results of required testing. 6. Furnish copies of delivery tickets or other approved receipts as evidence for materials received that will be incorporated into the construction. D. Construction 1. Shipping, Handling, and Storage: All DGC shall be shipped, handled, and stored in strict accordance with the Manufacturer's recommendations. 2. Failing CQA Material Control Tests: DGC that is rejected upon testing shall be removed from the project site and replaced at Contractor's cost. Sampling and quality assurance testing of DGC supplied as replacement for rejected material shall be performed by the CQA Engineer at Contractor's cost. 3. Installation: a. The DGC shall be placed only on Geomembrane that has been approved by the Geomembrane Installer and accepted by the CQA Engineer. The Contractor shall remove debris, including sediment to the degree possible, from the Geomembrane prior to placement of the DGC. b. DGC shall be placed to the lines and grades shown on the Contract Drawings. At the time of installation, the DGC shall be rejected, if it has defects, rips, holes, flaws, evidence of deterioration, or other damage. Isolated areas of up to 1 square yard where the geotextile has become delaminated from the geonet drainage core may be allowed by the CQA Engineer as long as there appears to be a good bond between the geotextile and the geonet in surrounding areas. Rolls where the geotextile appears to be easily delaminated from the geonet such as by foot or ATV traffic shall be rejected. c. Orientation: If the DGC transmits flow in a predominant direction (typically along the roll length), then the DGC shall be installed with the predominant flow direction laid approximately perpendicular to contour lines (i.e. in the direction of Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-5 the slope) or as specified by the Engineer. Otherwise, DGC shall be installed with the machine direction (along the roll length) generally in the direction of flow or as specified by the Engineer. d. The DGC shall be placed smooth and free of excessive wrinkles. e. The Contractor shall provide temporary anchorage of the DGC at the top of perimeter and interior berms during installation as necessary to prevent movement during construction. Such anchorage may include sandbags and the like, as approved by the CQA Engineer. Permanent bonding to the Geomembrane shall be prohibited. 4. Seams: a. All seams constructed on slopes of 6H:1V or steeper or within 10 feet of the toe of a slope of 6H:1V or steeper shall be vertical seams, except where slope lengths exceed standard roll lengths and elsewhere as approved in advance by the Engineer. Where allowed by the Engineer, end seams on slopes of 6H:1V or steeper shall be staggered a minimum of 5 feet between adjacent rolls. b. Geonet Drainage Core: The geonet drainage core shall be laid with a 3 inch minimum overlap seam along roll edges and a 6 inch minimum overlap seam along roll ends and shall be secured using plastic ties. Ties shall be placed every 5 feet along roll edges; every 12 inches along roll ends; and every 6 inches in the anchor trench. c. Geotextile Component(s): Where applicable, the bottom geotextile of the DGC shall be overlapped with the same of the adjacent rolls. The top geotextile of the DGC shall be continuously sewn or heat bonded to the same of the adjacent rolls with methods approved by the Engineer. (1) Seams to be sewn shall be sewn using a Type 401 stitch. One or two rows of stitching may be used. Each row of stitching shall consist of 4 to 7 stitches per inch. The minimum distance from the geotextile edge to the stitch line nearest to that edge (seam allowance) shall be 1.5 inches if a Type SSa (prayer or flat) seam is used. The minimum seam allowance for all other seam types shall be 1.0 inches. (2) Seams to be heat bonded shall be bonded using hot plate, hot knife, ultrasonic, or other approved devices. 5. Repairs: Any DGC that is torn, crushed, punctured, or otherwise damaged shall be repaired or replaced, as directed by the CQA Engineer, by the Contractor at no additional cost to the Owner. The repair shall consist of a patch of the same type of material, placed over the damaged area and shall overlap the existing material a minimum of 12 inches from any point of the damage. The patch shall be connected to the geonet drainage core of the damaged material using plastic cable ties at a 6 inch spacing and the upper geotextile of Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-6 the patch shall be spot sewn or heat bonded to the upper geotextile of the damaged material. A geotextile patch, spot sewn or heat bonded to the damaged material, may be used where damage is to only that portion of the DGC. 6. Install toe drains where shown or indicated on the Contract Drawings. 7. Cover Placement: a. DGC shall be covered in a timely manner to limit potential UV damage. Unless otherwise approved by the Engineer, covering shall occur within 30 days of installation. Extension of this time may be considered by the Engineer based on weather conditions (i.e. prolonged cloud cover during 30 day period) or technical information provided by the Manufacturer that would justify an extension. (1) The Engineer may conduct sampling and testing of any DGC exposed for a period longer than allowed to verify the material properties. The cost associated with this testing and the subsequent repair(s) shall be bourne solely by the Contractor regardless of the test results. In no case will the maximum length of exposure be greater than 60 days without verification of material properties. b. Placement of materials over DGC shall be performed in a manner as to ensure that DGC and the underlying geosynthetics are not damaged; minimal slippage of DGC on the underlying geosynthetics occurs; no excess tensile stresses occur in the DGC; and that no portion of the DGC develops excessive wrinkles or crimp. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated by amended placement and covering methods or DGC that becomes crimped shall be cut and repaired by the Geosynthetics Installer in a method approved by the Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-7 Table 1: Required Drainage Geocomposite Properties Property Test Method Units Value Geonet: Thickness ASTM D 5199 inches 0.25 (See Note 1) Density ASTM D 1505 g/cm3 0.94 Carbon Black Content ASTM D 1603/D 4218 % 2-3 Geotextile: Mass per Unit Area (Unit Wt.) ASTM D 5261 oz/yd2 6 Tensile Properties: ASTM D 4632 Grab Strength lbs 160 Grab Elongation % > 50 Puncture Resistance ASTM D 6241 lbs 410 Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 70+ Permittivity ASTM D 4491 sec-1 1.0 Ultraviolet Resistance (500 hrs) ASTM D 4355 % 70 Geocomposite: Ply Adhesion ASTM D 7005 lb/inch 2.0 Typ. 1.0 Min. Avg. Transmissivity: ASTM D 4716 m3/m/sec (Final Cover) 1.0 x 10-3 (See Note 2) Interface Shear Strength (Peak)3, 4 ASTM D 5321 ASTM D 6243 (GCL) psf (Final Cover) 64 psf (Load = 200 psf) Notes: 1. A thicker geonet may be required depending on transmissivity requirements. 2. Final Cover: Conduct test for transmissivity at a normal compressive load of 500 psf and at a hydraulic gradient of 0.10 after a seating period of at least 24 hours. Boundary conditions are soil (sand) interface on the upper geotextile and textured LLDPE geomembrane (or GCL) against the lower geotextile. 3. DGC shall have adequate adhesion against adjacent materials under low normal loads to achieve the successful installation of overlying components without slippage. Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-8 4. The specified interface shear strength requirement is based on a finished slope no steeper than 6H:1V. Steeper slopes will require evaluation by the Engineer. Table 2: Required Manufacturer Quality Control Tests Property Test Method Minimum Test Frequency Geonet: Thickness ASTM D 5199 50,000 ft2 Density ASTM D 1505 50,000 ft2 Carbon Black Content ASTM D 1603/D 4218 50,000 ft2 Geotextile: Mass Per Unit Area ASTM D 5261 200,000 ft2 Tensile Properties ASTM D 4632 200,000 ft2 Puncture Resistance ASTM D 6241 200,000 ft2 Apparent Opening Size (AOS) ASTM D 4751 600,000 ft2 Permittivity ASTM D 4491 600,000 ft2 UV Resistance ASTM D 4355 600,000 ft2 Geocomposite: Ply Adhesion ASTM D 7005 100,000 ft2 Transmissivity1 ASTM D 4716 100,000 ft2 (See Note 2) Notes: 1. Conduct transmissivity tests in accordance with the criteria given in Table 1. 2. The required Manufacturer’s quality control testing for transmissivity may be reduced to one test per resin lot or one test per 500,000 ft2 (whichever provides the larger number of tests) if the minimum measured transmissivity is at least 50% greater than specified. Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-9 Table 3: Required Contractor Quality Control Tests Property Test Method Minimum Test Frequency Interface Shear Strength ASTM D 5321 ASTM D 6243 (GCL) (See Note 1) Notes: 1. Test each interface to be used on this project using representative samples of materials to be supplied under normal loads indicated and using test parameters as specified by the Engineer. For this project, interfaces to be tested are: Final Cover: A. Textured LLDPE-GM (30 mil) (or GCL) against existing cover soils (intermediate cover); B. Drainage Geocomposite against textured LLDPE-GM (30 mil) (or GCL); and C. Vegetative Soil Layer against Drainage Geocomposite. If there are material differences in the surface of any of the geosynthetic materials from one side to the other, then all possible combinations of interfaces shall be tested. This testing shall be performed at Contractor cost by an independent GAI accredited laboratory and submitted to the Engineer for review prior to shipping. Upon review of test results, the Engineer may allow exceptions to the above criteria. For tests involving textured geomembranes, the laboratory shall also report the asperity height (ASTM D 7466) for the material samples used in the actual direct shear tests. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Drainage Geocomposite Page 02712-10 This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Stormwater Systems Page 02720-1 SECTION 02720 STORMWATER SYSTEMS A. Description 1. General: The contractor shall furnish all labor, material, and equipment to complete installation of Stormwater Systems in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Excavation 02222 Embankment 02223 Erosion and Sedimentation Control 02270 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM), the American Association of State Highway and Transportation Officials (AASHTO), and the North Carolina Department of Transportation (NCDOT) are hereby made a part of these specifications. ASTM C 76 Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe. ASTM C 150 Standard Specification for Portland Cement. ASTM D 1248 Standard Specification for Polyethylene Plastics Molding and Extrusion Materials For Wire and Cable. ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications. ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and Fittings Materials. AASHTO M 36 Specification for Corrugated Steel Pipe. Stormwater Systems: Stormwater Systems shall include all piping, pipe fittings, flared end sections, and other appurtenances designated to convey stormwater. Davidson County C&D Landfill Closure Technical Specifications October 2016 Stormwater Systems Page 02720-2 AASHTO M 252 Specification for Corrugated Polyethylene Drainage Tubing, 3 to 10 Inch Diameter. AASHTO M 294 Specification for Corrugated Polyethylene Pipe, 12 to 36 Inch Diameter. NCDOT Standard Specifications for Roads and Structures and Roadway Standard Drawings. B. Materials 1. Reinforced Concrete Pipe (RCP): a. All reinforced concrete pipe shall be manufactured in accordance with ASTM C 76, Wall Type B or C, and shall be of the class that equals or exceeds the pipe class as shown on the Contract Drawings. All pipe shall be aged at the manufacturing plant for at least fourteen (14) days before delivery to the job site. b. Minimum pipe laying lengths shall be four (4) feet. c. Joints for reinforced concrete pipe shall have tongue and groove or bell and spigot ends with leak-resistant mastic joint sealant. Joint sealant shall be ConSeal type, or approved equal. 2. Corrugated Metal Pipe (CMP): a. Corrugated metal pipe and fittings shall be of the sizes shown or specified and shall conform to every aspect of AASHTO M 36. b. Corrugated metal pipe shall be fabricated from galvanized steel sheets. Corrugation profile shall be 2⅔ inch crest to crest and ½ inch crest to valley, and sheet thickness shall be 16 gage/.064 inch minimum. c. Pipe sections shall be helically corrugated with each pipe end rerolled to obtain no less than two (2) annular corrugations. d. Coupling Bands: CMP shall be firmly joined by coupling bands in accordance with the manufacturer’s recommendations. These bands shall be not more than two nominal sheet thicknesses lighter than the thickness of the pipe to be connected and in no case lighter than 0.052 inches. e. All CMP utilized for permanent installation shall have gasketed joints. f. Asphaltic or bituminous coatings shall be applied in conformance with the manufacturer’s requirements, as applicable. Davidson County C&D Landfill Closure Technical Specifications October 2016 Stormwater Systems Page 02720-3 3. Corrugated Polyethylene (CPE) Pipe: CPE pipe and fittings shall be of the sizes and type shown on the Contract Drawings and shall conform to every aspect of AASHTO M 252 (3 to 10 inch diameters) or AASHTO M 294 (12 to 36 inch diameters). All Type S CPE pipe shall have watertight joints. 4. Flared End Sections: Flared end sections shall be reinforced and shall be fabricated from the same materials meeting the same requirements as the pipe to which they are connected. All reinforced concrete and corrugated metal flared end sections shall meet the requirements of the NCDOT. Corrugated polyethylene flared end sections shall be as recommended by the pipe manufacturer. C. Submittals The Contractor shall submit the following to the Engineer: 1. Submit a certification and summary of all required test results, prior to installation, that all Stormwater Systems have been produced in accordance with these Specifications. 2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials received that will be incorporated into construction. D. Construction 1. All piping shall be installed by skilled workmen and in accordance with the best standards for piping installation. Proper tools and appliances for the safe and convenient handling and installation of the pipe and fittings shall be used. 2. All pieces shall be carefully examined for defects, and no piece shall be installed which is known to be defective. If any defective piece should be discovered after having been installed, it shall be removed and replaced at the Contractor's expense. 3. Excavation and backfilling of pipe trenches shall be as described in Section 02222, Excavation and Section 02223, Embankment, respectively, of these Specifications. 4. Following proper preparation of the trench subgrade, pipe and fittings shall be carefully lowered into the trench so as to prevent dirt and other foreign substances from gaining entrance into the pipe and fittings. Proper facilities shall be provided for lowering sections of pipe into trenches. No materials shall be dropped or dumped into the trench. 5. Water shall be kept out of the trench until jointing and backfilling are completed. When work is not in progress, open ends of pipe, fittings, and valves shall be securely closed so that no water, earth, or other substance will enter the pipes, fittings, or valves. Pipe ends left for future connections shall be valved, plugged, or capped, and anchored as required. Davidson County C&D Landfill Closure Technical Specifications October 2016 Stormwater Systems Page 02720-4 6. All piping shall be erected to accurate lines and grades with no abrupt changes in line or grade. 7. The full length of each section of pipe shall rest solidly upon the bed of the trench, with recesses excavated to accommodate bells, couplings, joints, and fittings. Before joints are made, each pipe shall be well bedded on a solid foundation. No pipe shall be brought into position until the preceding length has been thoroughly bedded and secured in place. Pipe that has the grade or joint disturbed after laying shall be taken up and relaid by the Contractor at his own expense. 8. The laying of reinforced concrete pipe shall conform to the current recommendations of the American Concrete Pipe Association for Installation Type 1 or 2. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-1 SECTION 02776 GEOSYNTHETIC CLAY LINER (GCL) A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of GCL in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Drainage Geocomposite 02712 CQA Manual Attached 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) are hereby made a part of these specifications. ASTM D 5887 Standard Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens Using a Flexible Wall Permeameter. ASTM D 5890 Standard Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners. ASTM D 5891 Standard Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners. ASTM D 5993 Standard Test Method for Measuring Mass per Unit of Geosynthetic Clay Liners. ASTM D 6243 Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method. Geosynthetic Clay Liner (GCL): The GCL is used as a secondary hydraulic barrier within the final cover system. Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-2 ASTM D 6496 Standard Test Method for Determining Average Bonding Peel Strength Between the Top and Bottom Layers of Needle- Punched Geosynthetic Clay Liners. ASTM D 6768 Standard Test Method for Tensile Strength of Geosynthetic Clay Liners. ASTM D 7466 Standard Test Method for Measuring the Asperity Height of Textured Geomembrane. 4. Quality Control: The Contractor shall perform Quality Control tests in accordance with Table 3 of this section. 5. Quality Assurance: Quality Assurance during installation of GCL will be provided by the Owner as described in the accompanying Project CQA Manual. 6. Manufacturer Qualifications: The GCL shall be furnished by a Manufacturer that has previously produced a minimum of 10,000,000 square feet of the material for use in similar projects. 7. Installer Qualifications: The GCL Installer shall have installed a minimum of 500,000 square feet of GCL in the past two (2) years in similar landfill installations. 8. Warranties: a. General: Should a defect occur, which is covered under warranty, the Warrantor shall bear all costs for repair and/or relocation and replacement of the GCL. b. Workmanship: The Contractor shall furnish the Owner a warranty from the GCL Installer which warrants their workmanship to be free of defects on a prorata basis for five (5) years after the final acceptance of the Work. This warranty shall include but not be limited to overlapped seams, anchor trenches, attachments to appurtenances, and penetration seals, as applicable. c. Manufacturer's Warranty: The Contractor shall furnish the Owner a warranty from the GCL Manufacturer for the materials used. The material warranty shall be for defects or failures related to manufacture on a prorata basis for five (5) years after date of shipment. Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-3 B. Materials 1. General: The GCL shall consist of bentonite encased, top and bottom, with 6 oz./square yard non- woven geotextiles needle-punched together for reinforcement. GCL with a lighter non- woven geotextile on one side may be considered by the Engineer as long as all other criteria are met. Needle-punched GCL shall be essentially free of broken needles and fragments of needles that would negatively effect the performance of the final product. The materials supplied under these Specifications shall be first quality products designed and manufactured specifically for the purposes of this work. The GCL shall be supplied in rolls which have a minimum width of 14 feet. The roll length shall be maximized to provide the largest manageable sheet for the fewest overlaps. Labels on the roll shall identify the length, width, lot and roll numbers, name of Manufacturer, proper direction of unrolling, and minimum recommended overlap. 2. Needle Detection and Removal Procedures: The GCL Manufacturer shall use continuous needle detection and removal devices (e.g. metal detectors and magnets) in the manufacture of needle-punched GCL. 3. Physical Properties: Physical properties of GCL shall be as shown in Table 1 of this section. Granular sodium bentonite used for overlaps and repairs shall have the same properties as the bentonite used in the GCL. C. Submittals The Contractor shall submit the following to the CQA Engineer: 1. Pre-Installation Requirements: Prior to GCL installation, the Contractor shall submit the following: a. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a mill certificate or affidavit signed by a legally authorized official of the Manufacturer for the GCL attesting that the GCL meets the physical and manufacturing requirements stated in these Specifications including needle detection and removal procedures. The Contractor shall also submit a sample of the GCL to be used. The sample shall be labeled with the product name and be accompanied by the Manufacturer's specifications. b. Qualifications: (1) Submit list of equipment and personnel proposed for the Project. Include equipment type and quantities. Include personnel experience on similar projects. Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-4 (2) Submit resume and references of Installation Supervisor to be assigned to the Project, including data and duration of employment and pertinent experience information. c. Shipping, Handling, and Storage Instructions: The Manufacturer's recommendations for shipping, handling, and storage shall be submitted for review. d. Delivery Date: Submit notification of the scheduled delivery date for the materials. e. Installation Procedures and Drawings: Submit installation procedures and (shop) drawings for carrying out the work. Procedures addressed by the Contractor shall include but not be limited to material installation, repair, and protection to be provided in the event of rain. Submit drawings showing typical details including pipe penetrations (if applicable). Following review, these procedures and drawings will be used for installation of the GCL. Any deviations from these procedures and drawings must be approved by the Engineer and CQA Engineer. f. Quality Control Certificates: For GCL delivered to the site, quality control certificates, signed by the Manufacturer's quality assurance manager shall be provided which represent every roll of GCL. Each certificate shall have the roll identification number(s), test methods, frequency, and test results. At a minimum, the test results and frequency of testing shall be as shown in Table 2 of this section. Each certificate shall also include a certification that each roll of GCL has been continually checked by the Manufacturer for needles and that any needles detected have been removed. g. Contractor Quality Control Test Results: The Contractor shall provide the results of required testing. h. Furnish copies of the delivery tickets or other approved receipts as evidence for materials received that will be incorporated into the construction. 2. Post-Installation Requirements: Upon completion of GCL installation the Contractor shall submit the following: a. A certificate stating that the GCL has been installed in accordance with the Drawings, Specifications, and the Manufacturer's recommendations. b. Completed Manufacturer's and Workmanship Warranties. Finalization of payment for GCL installation shall not be made until the above submittals have been reviewed by the CQA Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-5 D. Construction 1. Shipping , Handling, and Storage: The GCL shall be shipped, handled, and stored in strict accordance with the Manufacturer's recommendations. 2. Failing CQA Material Control Tests: GCL that is rejected upon testing shall be removed from the project site and replaced at Contractor's cost. Sampling and CQA testing of GCL supplied as replacement for rejected material shall be performed by the CQA Engineer at Contractor's cost. 3. Installation of GCL: a. The surface of the subgrade shall be smooth, uniform, free from sudden changes in grade (such as vehicular ruts), rocks or stones greater than ½ inch in size, standing water, debris, and deleterious materials. b. Before an individual panel of GCL is installed; the Contractor and Installer shall verify in writing and submit to the CQA Engineer: (1) Lines and grades are in conformance with the Drawings and Specifications. (2) The surface area to be lined has been rolled and compacted, free of irregularities and abrupt changes in grade. c. GCL shall be placed to the lines and grades shown on the Contract Drawings. At the time of installation, GCL shall be rejected by the CQA Engineer if it has defects, rips, holes, flaws, evidence of deterioration, or other damage. d. The GCL shall not be placed during precipitation. Any GCL that becomes hydrated prior to covering shall be removed and replaced at Contractor expense if required by the Engineer. Likewise, if the subgrade below the GCL becomes excessively wet and unstable as determined by the CQA Engineer, it shall be dried and recompacted, and replaced if needed. e. The GCL shall be placed smooth and free of excessive wrinkles. f. Where horizontal seams are required on sloped surfaces, the panels shall be placed such that the "upstream" panel forms the upper panel and overlaps the "downstream" panel in order to minimize infiltration potential. All seams constructed on slopes of 6H:1V or steeper shall be vertical seams, except where slope lengths exceed standard roll lengths and elsewhere as approved in advance by the Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-6 g. All vertical panels placed on slopes of 6H:1V or steeper shall extend a minimum of 5 feet beyond the grade break with a slope flatter than 6H:1V. h. The GCL shall be laid with a 6 inch minimum overlap seam along roll edges and a 12 inch minimum overlap seam along roll ends. Granular sodium bentonite shall be added between all overlapped seams at a rate of approximately 0.25 lbs/linear foot. As an alternative to the addition of bentonite along roll edges, GCL with slits cut in one of the geotextiles may be used if approved in advance by the Engineer. i. GCL shall be temporarily secured in a manner approved by the CQA Engineer prior to placement of overlying materials. j. Any GCL that is torn, punctured, or otherwise damaged shall be repaired or replaced as directed by the CQA Engineer, by the Contractor at no additional cost to the Owner. The repair shall consist of a patch of GCL placed over (or alternatively under) the damaged areas and shall overlap the existing GCL a minimum of 12 inches from any point of the damage. Granular sodium bentonite shall be added around the perimeter of the damaged area and between the patch and the GCL at a rate of approximately 0.25 lbs/linear foot. Small tears or punctures may be repaired by the addition of granular sodium bentonite alone where approved by the CQA Engineer. k. GCL shall be covered with the overlying materials or otherwise protected from hydration due to rainfall (i.e. temporary tarps, scrap geomembrane, etc.) within 24 hours of GCL placement, or sooner if rain is imminent. l. Penetrations: All penetrations of GCL shall be made in accordance with the Contract Drawings and/or as directed by the Engineer. 4. Cover Placement: Placement of materials over GCL shall be performed in a manner as to ensure that GCL and the underlying geosynthetics are not damaged; minimal slippage of GCL on the underlying geosynthetics occurs; no excess tensile stresses occur in the GCL; and that no portion of the GCL develops excessive wrinkles or crimp. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated by amended placement and covering methods or GCL that becomes crimped shall be cut and repaired by the Geosynthetics Installer in a method approved by the Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-7 Table 1: Required GCL Properties Property Test Method Units Value Clay: Bentonite Swell Index ASTM D 5890 ml/2g 24 Bentonite Fluid Loss ASTM D 5891 ml < 18 GCL: Bentonite Content ASTM D 5993 psf 0.75 (@ 0% moisture) Tensile Strength ASTM D 6768 lbs/in 30 Peel Strength ASTM D 6496 lbs/in 7.5 Avg. Peak 5.3 Min. Avg. Hydraulic Conductivity ASTM D 5887 cm/sec < 5 x 10-9 Internal Shear Strength1 (Hydrated) (Peak) ASTM D 6243 psf 500 Interface Shear Strength (Hydrated) (Peak)2, 3 ASTM D 6243 psf 64 psf (Load = 200 psf) Notes: 1. Peak value measured at a normal load of 200 psf after a minimum 24 hour hydration period. 2. GCL shall have adequate adhesion against adjacent materials under low normal loads to achieve the successful installation of overlying components without slippage. 3. The specified interface shear strength requirement is based on a finished slope no steeper than 6H:1V. Steeper slopes will require evaluation by the Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 GCL Page 02776-8 Table 2: Required Manufacturer Quality Control Tests Property Test Method Minimum Test Frequency Clay: Bentonite Swell Index ASTM D 5890 50 tons Bentonite Fluid Loss ASTM D 5891 50 tons GCL: Bentonite Content ASTM D 5993 5,000 yd2 Tensile Strength ASTM D 6768 25,000 yd2 Peel Strength1 ASTM D 6496 5,000 yd2 Hydraulic Conductivity ASTM D 5887 30,000 yd2 Internal Shear Strength2 (Hydrated) ASTM D 6243 Periodic Notes: 1. Conduct peel strength tests in accordance with the criteria given in Table 1. 2. Conduct shear strength tests in accordance with the criteria given in Table 1. Table 3: Required Contractor Quality Control Tests Property Test Method Minimum Test Frequency Interface Shear Strength ASTM D 6243 (GCL) (See Note 1) Notes: 1. Test each interface to be used on this project using representative samples of materials to be supplied under normal loads indicated and using test parameters as specified by the Engineer. For this project, interfaces to be tested are: Final Cover: A. Textured LLDPE-GM (30 mil) (or GCL) against existing cover soils (intermediate cover); B. Drainage Geocomposite against textured LLDPE-GM (30 mil) (or GCL); and C. Vegetative Soil Layer against Drainage Geocomposite. If there are material differences in the surface of any of the geosynthetic materials from one side to the other, then all possible combinations of interfaces shall be tested. This testing shall be performed at Contractor cost by an independent GAI accredited laboratory and submitted to the Engineer for review prior to shipping. Upon review of test results, the Engineer may allow exceptions to the above criteria. For tests involving textured geomembranes, the laboratory shall also report the asperity height (ASTM D 7466) for the material samples used in the actual direct shear tests. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-1 SECTION 02778 LLDPE GEOMEMBRANE A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of LLDPE-GM including all necessary and incidental items as detailed or required to complete the installation in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Vegetative Soil Layer 02258 Drainage Geocomposite 02712 CQA Manual Attached 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) and the Geosynthetic Research Institute (GRI) are hereby made a part of these Specifications. ASTM D 792 Standard Test Method for Density and Specific Gravity (Relative Density) of Plastics by Displacement. ASTM D 1004 Standard Test Method for Initial Tear Resistance of Plastic Film and Sheeting. ASTM D 1505 Standard Test Method for Density of Plastics by the Density- Gradient Technique. ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics. ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes. LLDPE Geomembrane (LLDPE-GM): The LLDPE Geomembrane serves as the primary hydraulic barrier in the landfill final cover. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-2 ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method. ASTM D 5596 Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics. ASTM D 5820 Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes. ASTM D 5994 Standard Test Method for Measuring Core Thickness of Textured Geomembrane. ASTM D 6392 Standard Test Method for Determining the Integrity of Nonreinforced Geomembrane Seams Produced Using Thermo- Fusion Methods. ASTM D 6693 Standard Test Method for Determining Tensile Properties of Nonreinforced Flexible Polyethylene and Nonreinforced Polypropylene Geomembranes. ASTM D 7466 Standard Test Method for Measuring the Asperity Height of Textured Geomembrane. GRI GM9 Cold Weather Seaming of Geomembranes. GRI GM17 Standard Specification for Test Properties, Testing Frequency and Recommended Warranty for Linear Low Density Polyethylene (LLDPE) Smooth and Textured Geomembranes. GRI GM19 Seam Strength and Related Properties of Thermally Bonded Polyolefin Geomembranes. 4. Quality Control: a. The Contractor shall perform Quality Control tests in accordance with Table 2 of this section. b. The Geomembrane Installer shall follow the procedures and requirements described in the accompanying Project CQA Manual during installation of LLDPE- GM including performing and documenting trial seams, nondestructive and destructive Quality Control tests, and repairs. 5. Quality Assurance: Quality Assurance during installation of LLDPE-GM will be provided by the Owner as described in the accompanying Project CQA Manual. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-3 6. Manufacturers Qualifications: The Manufacturer shall have previously demonstrated his ability to produce the required LLDPE-GM by having successfully manufactured a minimum of 5,000,000 ft2 of LLDPE- GM for hydraulic containment purposes. 7. Installer Qualifications: a. Installation of the LLDPE-GM shall be performed by an Installer that has installed a minimum of 5,000,000 ft2 of LLDPE-GM (or similar material) within the past five (5) years in similar landfill installations. b. All Installation Supervisors assigned to the Project shall have previously managed the installation of at least 2,000,000 ft2 of LLDPE-GM (or similar material) using the same techniques to be used on site. c. All seaming equipment operators shall have demonstrated performance on previous geomembrane installations and/or documented training. 8. Warranties: a. General: Should a defect occur, which is covered under warranty, the Warrantor shall bear all costs for repair and/or relocation and replacement of the LLDPE- GM. b. Workmanship: The Contractor shall furnish the Owner a warranty from the Installer of the LLDPE-GM which warrants their workmanship to be free of defects on a prorata basis for five (5) years after the final acceptance of the Work. This warranty shall include but not be limited to all field seams, anchor trenches, attachments to appurtenances, and penetration seals, as applicable. c. Manufacturer's Warranty: The Contractor shall furnish the Owner a warranty from the LLDPE-GM Manufacturer for the materials used. The material warranty shall be for defects or failures related to manufacture on a prorata basis for five (5) years after the date of shipment. B. Materials 1. General: The materials supplied under these Specifications shall consist of new, first-quality products designed and manufactured specifically for the purpose of this work, which shall have been satisfactorily demonstrated, by prior use, to be suitable and durable for such purposes. The LLDPE-GM and LLDPE-GM Manufacturer shall be approved by the Engineer. The LLDPE-GM shall be supplied in rolls which shall have a minimum width of 22 feet. The roll length shall be maximized to provide the largest manageable sheet for the fewest Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-4 seams. Labels on the roll shall identify the thickness, length, width, lot and roll numbers, and name of Manufacturer. 2. LLDPE-GM Materials: a. Textured LLDPE-GM shall be 30 mils thick. Resin and sheet properties of LLDPE-GM shall meet or exceed the requirements of GRI GM17 and Table 1 of this section. b. Materials classified as Very Flexible Polyethylene (VFPE) which otherwise meet the requirements of this section are also acceptable. 3. Extrusion Resin/Typical Extrudate: Extrusion resin/typical extrudate used for extrusion seaming of LLDPE-GM shall be linear low density polyethylene (LLDPE). Physical properties shall be the same as the LLDPE- GM sheet. The extrudate's additives shall be thoroughly dispersed throughout the rod or bead. The extrudate shall be free of contamination by moisture or foreign matter and shall be recommended for use with the associated sheet material. 4. Texturing: Textured LLDPE-GM, where required, shall be fabricated using coextrusion or structuring methods. Texturing shall not be created by lamination or impingement. All texturing shall be uniform in appearance and coverage on the finished sheet. Textured LLDPE-GM shall be textured on both sides of the sheet. C. Submittals The Contractor shall submit the following to the CQA Engineer: 1. Pre-Installation Requirements: Prior to LLDPE-GM installation, the Contractor shall submit the following: a. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a mill certificate or affidavit signed by a legally authorized official of the Manufacturer for the LLDPE-GM attesting that the LLDPE-GM meets the physical and manufacturing requirements stated in these Specifications. The Contractor shall also submit a sample of the LLDPE-GM to be used. The sample shall be labeled with the product name and be accompanied by the Manufacturer's specifications. b. Qualifications: (1) Submit list of equipment and personnel proposed for the Project. Include equipment type and quantities. Include personnel experience on similar projects. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-5 (2) Submit resume and references of Installation Supervisor to be assigned to the Project, including data and duration of employment and pertinent experience information. (3) Submit resumes and references of installation personnel who will perform seaming operations, including dates and durations of employment and pertinent experience information. c. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping, handling, and storage shall be submitted for review. d. Delivery Date: Submit notification of the scheduled delivery dates for the materials. e. Installation Procedures and Drawings: Submit installation procedures and (shop) drawings for carrying out the work. (1) Installation procedures to be addressed shall include but not be limited to material installation, repair, and protection to be provided in the event of rain or strong winds. (2) Shop drawings shall have LLDPE-GM sheet layout with proposed size, number, position, and sequence of placing all panels, and indicating the location of all field seams. Shop drawings shall also show complete details and/or methods for anchoring the LLDPE-GM, making field seams, and making seals around pipes and structures penetrating the LLDPE-GM (if applicable). Following review, these procedures and drawings shall be used for installation of the LLDPE-GM. Any deviations from these procedures and drawings must be approved by the Engineer and CQA Engineer. f. Quality Control Certificates: For LLDPE-GM delivered to the site, quality control certificates, signed by the Manufacturer's quality assurance manager shall be provided which represent every roll of LLDPE-GM. Each certificate shall have the roll identification number(s), test methods, frequency, and test results. At a minimum, the test results and frequency of testing shall meet or exceed the requirements of GRI GM17. g. Contractor Quality Control Test Results: The Contractor shall provide the results of required testing. h. Furnish copies of the delivery tickets or other approved receipts as evidence for materials received that will be incorporated into the construction. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-6 2. Post-Installation Requirements: Upon completion of the LLDPE-GM installation, the Contractor shall submit the following: a. Certificate stating that the LLDPE-GM has been installed in accordance with the Drawings, Specifications, and the Manufacturer's recommendations. b. Completed Manufacturer's and workmanship warranties. c. Record Information: Record information shall include but not be limited to: (1) CQC Documentation: Includes trial seam logs, panel placement logs, panel seaming logs, non-destructive seam testing report forms, field destructive seam testing report forms, and repair logs. (2) As-Built Drawing: Includes the requirements listed in Paragraph D.8 (Surveying) of this Specification. Finalization of payment for LLDPE-GM installation shall not be made until the above submittals have been reviewed by the CQA Engineer. D. CONSTRUCTION 1. Shipping, Handling, and Storage: The LLDPE-GM shall be shipped, handled, and stored in strict accordance with the Manufacturer's recommendations. 2. Failing CQA Material Control Tests: LLDPE-GM that is rejected upon testing shall be removed from the project site and replaced at Contractor's cost. Sampling and CQA testing of LLDPE-GM supplied as replacement for rejected material shall be performed by the CQA Engineer at Contractor's cost. 3. Subgrade Preparation: a. The surface of the subgrade shall be smooth, uniform, free from sudden changes in grade (such as vehicular ruts), rocks or stones greater than ½ inch in size, debris, and deleterious materials. During actual placing and seaming of the LLDPE-GM, the subgrade shall be kept free of all standing water. If the subgrade below the LLDPE-GM becomes excessively wet and unstable as determined by the CQA Engineer, it shall be dried and recompacted, and replaced if needed. b. Before an individual panel of LLDPE-GM is installed; the Contractor and Installer shall verify in writing and submit to the CQA Engineer: (1) Lines and grades are in conformance with the Drawings and Specifications. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-7 (2) The surface area to be lined has been rolled and compacted, free of irregularities and abrupt changes in grade. 4. LLDPE-GM Placement: a. Weather Conditions: LLDPE-GM placement shall not proceed at an ambient temperature below 32 F or above 100 F unless otherwise authorized, in writing, by the Engineer. Installation of LLDPE-GM at temperatures below 32 F, if authorized by the Engineer, shall follow GRI GM9. LLDPE-GM placement shall not be performed during precipitation, excessive moisture, in an area of ponded water, or in excessive winds. Any portion of LLDPE-GM or subgrade damaged due to weather conditions shall be repaired at the Contractor's cost. b. Method of Placement: (1) Each panel of the LLDPE-GM shall be installed in accordance with the approved shop drawings prepared by the Contractor. The layout shall be designed to keep field seaming of the LLDPE-GM to a minimum and consistent with proper methods of LLDPE-GM installation. (2) Panels shall be oriented perpendicular to the line of the slope crest (i.e., down and not across slope). (3) The LLDPE-GM shall be placed smooth and free of excessive wrinkles. (4) LLDPE-GM rolls shall be placed using proper spreader and rolling bars with cloth slings. If a sheet must be displaced a distance greater than its width, a slip sheet shall be used. (5) The CQA Engineer shall inspect each panel, after placement and prior to seaming, for damage and/or defects. Defective or damaged panels shall be replaced or repaired, as approved by the CQA Engineer and as described in this section. (6) The Installer shall avoid dragging the LLDPE-GM on rough soil subgrades. (7) All LLDPE-GM shall be anchored as shown on the Contract Drawings and consistent with Manufacturer's recommendations. (8) Personnel working on the LLDPE-GM shall not smoke, wear damaging shoes, or involve themselves in any activity that may damage the LLDPE- GM, in the opinion of the CQA Engineer. (9) The LLDPE-GM shall be properly weighted to avoid uplift due to wind. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-8 (10) Vehicular traffic across the LLDPE-GM shall not be allowed, except that four-wheel (or greater) all-terrain vehicles (ATVs) with low ground pressure may be allowed if approved in advance by the Engineer. The Contractor shall submit proposed equipment and procedures for use of ATVs to the CQA Engineer as part of his submittals. If ATVs are allowed by the Engineer, each ATV shall be operated such that no sudden stops, starts, or turns are made. (11) All damage shall be recorded and located on the record drawings. (12) When tying into existing LLDPE-GM, excavation of previously installed geosynthetics shall be performed in a manner that minimizes damage to the existing geosynthetics and as approved by the Engineer. All damage to the existing geosynthetics shall be repaired by the Geosynthetics Installer at the Contractor’s sole expense. (13) The LLDPE-GM shall be kept free of debris, unnecessary tools, and materials. In general, the LLDPE-GM area shall remain neat in appearance. c. Pipe Penetrations: All pipe penetrations through the LLDPE-GM shall be as shown in the Contract Drawings. Alternative penetration details may be approved by the Engineer and CQA Engineer. 5. Field Seams: a. Individual panels of LLDPE-GM shall be laid out and overlapped by a minimum of 4 inches prior to seaming. The area to be seamed shall be cleaned and prepared in accordance with the Manufacturer's recommendations. b. Dual or single track hot wedge methods shall be used for straight seams. c. Extrusion fillet methods shall be used to seam cross seam tees, patches, repairs, and penetration boots. All extrudate shall be free of dirt, dry, and protected from damage. To limit overgrinding, the amount of grinding exposed after an extrusion seam is completed shall be less than ¼ inch. d. The seaming equipment used shall be capable of continuously monitoring and controlling the temperatures in the zone of contact where the machine is actually fusing the LLDPE-GM so as to ensure that changes in environmental conditions will not affect the integrity of the seam. e. All seams shall have a seam number that corresponds with the panel layout numbers. The numbering system shall be used in the development of the record drawings. Seam numbers shall be derived from the combination of the two panel numbers that are to be seamed together. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-9 f. Where horizontal seams are required on sloped surfaces, the panels shall be placed such that the "upstream" panel forms the upper panel and overlaps the "downstream" panel in order to minimize infiltration potential. All seams constructed on slopes of 6H:1V or steeper shall be vertical seams, except where slope lengths exceed standard roll lengths and elsewhere as approved in advance by the Engineer. Where approved, end seams on slopes of 6H:1V or steeper shall be staggered a minimum of 5 feet and shall be made at an angle of approximately 45 degrees. g. All panels placed on slopes of 6H:1V or steeper shall extend a minimum of 5 feet beyond the grade break with a slope flatter than 6H:1V. h. All seams shall extend to the full extent of the anchor trench (where applicable). i. Unless otherwise approved by the Engineer, all “T” seams (i.e., the result of three panels placed together) shall be staggered a minimum of 3 feet along either seam and shall be covered with a patch. j. No junctions of four or more panels shall be allowed unless approved by the Engineer. k. If extrusion seaming equipment is stopped for longer than one minute, it shall be purged to remove heat-degraded extrudate. All purged extrudate shall be placed on a sacrificial sheet and disposed of. l. To prevent moisture buildup during seaming, it may be necessary to place a movable protective layer of plastic directly below each overlap of LLDPE-GM that is to be seamed. m. If required, a firm substrate shall be provided by using a flat board or similar hard surface directly under the seam overlap to achieve proper support. n. Excessive wrinkles along geomembrane seams shall be minimized. Fish-mouths or large wrinkles shall be cut along the ridge of the wrinkle to allow a flat overlap, which shall be re-seamed. All cuts shall be repaired with a patch. o. All seams (including repairs) shall meet or exceed the requirements of GRI GM19 and Table 3 of this section. p. No overlying material shall be placed over the LLDPE-GM until approved by the CQA Engineer. 6. Anchor Trench: a. The anchor trench shall be constructed as shown on the Contract Drawings and as specified herein. The anchor trench shall be maintained by the Contractor. b. Slightly rounded corners shall be provided in the trench to avoid sharp bends in the LLDPE-GM. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-10 c. The anchor trench shall be adequately drained to prevent water ponding and softening to adjacent soils. The anchor trench shall be backfilled with controlled fill material and compacted to 90% standard Proctor dry density (ASTM D 698). d. If the anchor trench is located in a clay susceptible to desiccation, the amount of trench open at any time shall be limited to one day of LLDPE-GM installation capacity. 7. Repair Procedures: a. Any portion of the LLDPE-GM exhibiting signs of defect or failing a nondestructive or a destructive test, shall be repaired by the Geomembrane Installer. Several procedures exist for the repair of these areas. The final decision as to the appropriate repair procedure shall be made by the CQA Engineer. The procedures available include: (1) Patching - Apply a new piece of LLDPE-GM sheet over, and at least 6- inches beyond the limits of a defect. The patch shall be extrusion seamed to the underlying LLDPE-GM. This method should be used to repair holes, tears, destructive test locations, undispersed raw materials, contamination by foreign matter, dents, pinholes, and pressure test holes. (2) Capping - Apply a new strip of LLDPE-GM along the length of a delineated faulty seam. The cap strip shall extend at least 6-inches beyond the limit of the seam and the edges shall be extrusion seamed to the underlying LLDPE-GM. This method should be used to repair lengths of extrusion or hot wedge seams. (3) Replacement - The faulty seam is removed and replaced. b. In addition, the following provisions shall be satisfied: (1) Surfaces of the LLDPE-GM which are to be repaired shall be abraded no more than one hour prior to the repair; (2) All surfaces must be clean and dry at the time of the repair; (3) All seaming equipment used in repairing procedures must be approved; (4) The repair procedures, materials, and techniques shall be approved in advance of the specific repair by the CQA Engineer; (5) Extrusion seaming of flaps of dual track hot wedge seams is not acceptable. A patch or cap strip shall be used; and (6) Patches or caps shall extend at least 6-inches beyond the edge of the defect, and all patch corners shall be rounded. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-11 8. Surveying: a. After completion of a segment of LLDPE-GM, the Contractor shall survey LLDPE- GM to obtain the following information: (1) Location and numbering of all panels/seams. (2) Location of all repairs/patches; (3) Location of all destructive test locations; and (4) Location of all pipe penetrations and other appurtenances (if applicable). b. No overlying materials shall be placed before survey information is obtained. c. The Contractor shall provide the CQA Engineer with updated survey information when requested by the CQA Engineer to verify that the required information is being obtained. 9. Cover Placement: Placement of materials over LLDPE-GM shall be performed in a manner as to ensure that LLDPE-GM and the underlying geosynthetics are not damaged; minimal slippage of LLDPE-GM on the underlying geosynthetics occurs; no excess tensile stresses occur in the LLDPE-GM; and that no portion of the LLDPE-GM develops excessive wrinkles or crimp. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated by amended placement and covering methods or LLDPE-GM that becomes crimped shall be cut and repaired by the Geosynthetics Installer in a method approved by the Engineer. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-12 Table 1: Required LLDPE-GM Properties Property Test Method Units Value 30 mil Textured Interface Shear Strength (Peak)1, 2, 3 ASTM D 5321 psf 64 psf (Load = 200 psf) Notes: 1. Textured LLDPE-GM shall have adequate adhesion against adjacent materials under low normal loads to achieve the successful installation of overlying components without slippage. 2. Note that the required values for textured LLDPE-GM may require an aggressively textured sheet. 3. The specified interface shear strength requirement is based on a finished slope no steeper than 6H:1V. Steeper slopes will require evaluation by the Engineer. Table 2: Required Contractor Quality Control Tests Property Test Method Minimum Test Frequency Interface Shear Strength ASTM D 5321 (See Note 1) Notes: 1. Test each interface to be used on this project using representative samples of materials to be supplied under normal loads indicated and using test parameters as specified by the Engineer. For this project, interfaces to be tested are: Final Cover: A. Textured LLDPE-GM (30 mil) (or GCL) against existing cover soils (intermediate cover); B. Drainage Geocomposite against textured LLDPE-GM (30 mil) (or GCL); and C. Vegetative Soil Layer against Drainage Geocomposite. If there are material differences in the surface of any of the geosynthetic materials from one side to the other, then all possible combinations of interfaces shall be tested. This testing shall be performed at Contractor cost by an independent GAI accredited laboratory and submitted to the Engineer for review prior to shipping. Upon review of test results, the Engineer may allow exceptions to the above criteria. Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-13 For tests involving textured geomembranes, the laboratory shall also report the asperity height (ASTM D 7466) for the material samples used in the actual direct shear tests. Table 3: Required Seam Strength Properties Property Test Method Value Hot Wedge Seams Extrusion Fillet Seams 30 mil: Shear Strength1 ASTM D 6392 45 lbs/inch Shear Elongation at Break2 50% Peel Strength1 38 lbs/inch 34 lbs/inch Peel Separation (Incursion) < 25% Locus-of-Break See Note 3 Notes: 1. Values listed for shear and peel strengths are for 4 out of 5 test specimens; the 5th specimen can be as low as 80% of the listed values. 2. Omit elongation measurements when performing field tests. 3. Regarding the locus-of-break patterns of the different seaming methods in shear and peel, the following are unacceptable break codes per their description in ASTM D 6392 (in this regard, SIP is an acceptable break code): Hot Wedge: AD and AD-BRK with > 25% Separation Extrusion Fillet: AD1, AD2, and AD-WLD (unless strength is achieved). END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 LLDPE Geomembrane Page 02778-14 This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Revegetation Page 02930-1 SECTION 02930 REVEGETATION A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete Revegetation in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Excavation 02222 Embankment 02223 Protective Cover 02256 Erosion and Sedimentation Control 02270 Rolled Erosion Control Products 02275 3. Warranty: The Contractor shall be responsible for the satisfactory establishment and growth of a permanent stand of vegetation for a period of one year following the final seeding as judged by the Engineer. During this period, the Contractor shall be responsible for the maintenance items described in Paragraph D.4 (Maintenance) of this Specification. B. Materials 1. Limestone: Unless otherwise defined by specific soil tests, supply agricultural grade ground limestone conforming to the current “Rules, Regulations, and Standards of the Fertilizer Board of Control.” 2. Fertilizer: Unless otherwise defined by specific soil tests, supply commercial fertilizer meeting applicable requirements of State and Federal law. Do not use cyanamic compounds of hydrated lime. Deliver fertilizer in original containers labeled with content analysis. 3. Grass Seed: Supply fresh, clean, new-crop seed. Do not use seed which is wet, moldy, or otherwise damaged. Deliver seed in standard sealed containers labeled with producer’s Revegetation: Revegetation includes permanent Revegetation of all site areas disturbed by the Contractor whether inside the Contract Limits or not. Davidson County C&D Landfill Closure Technical Specifications October 2016 Revegetation Page 02930-2 name and seed analysis, and in accord with US Department of Agriculture Rules and Regulations under Federal Seed Act. 4. Mulch: Supply clean, seed-free, threshed straw of oats, wheat, barley, rye, beans, or other locally available mulch material. a. Do not use mulch containing a quantity of matured, noxious weed seeds or other species that will be detrimental to seeding, or provide a menace to surrounding land. b. Do not use mulch material which is fresh or excessively brittle, or which is decomposed and will smother or retard growth of grass. 5. Binder: Supply emulsified asphalt or synthetic binder. 6. Water: Supply potable, free of substances harmful to growth. 7. Application rates, seed types, and other requirements shall be in accordance with Table 1 of this section. C. Submittals The Contractor shall submit the following to the Engineer: 1. Results of soil tests performed and proposed modifications, if any, to the specified requirements. 2. Certificates for each grass seed mixture, stating botanical and common name, percentage by weight, and percentages of purity, germination, and weed seed. Certify that each container of seed delivered is fully labeled in accordance with Federal Seed Act and equals or exceeds specification requirements. 3. Copies of invoices for fertilizer, showing grade furnished and total quantity applied. D. Construction 1. The Contractor shall establish a smooth, healthy, uniform, close stand of grass from the specified seed. Prior to Revegetation, the Contractor shall adequately test the soils to be revegetated to ensure the adequacy of the specified requirements. Any modifications to these requirements deemed necessary after the review of soil test results, shall be at the Contractor’s sole expense. The Engineer will perform the observations to determine when successful Revegetation is achieved. 2. Soil Preparation: a. Limit preparation to areas which will be planted soon after preparation. b. Loosen surface to minimum depth of four (4) inches. Davidson County C&D Landfill Closure Technical Specifications October 2016 Revegetation Page 02930-3 c. Remove stones, sticks, roots, rubbish and other extraneous matter over three (3) inches in any dimension. d. Spread lime uniformly over designated areas at the rate specified in Table 1 of this section. e. After application of lime, prior to applying fertilizer, loosen areas to be seeded with double disc or other suitable device if soil has become hard or compacted. Correct any surface irregularities in order to prevent pocket or low areas which will allow water to stand. f. Distribute fertilizer uniformly over areas to be seeded at the rate specified in Table 1 of this section. (1) Use suitable distributor. (2) Incorporate fertilizer into soil to depth of at least two (2) inches. (3) Remove stones or other substances which will interfere with turf development or subsequent mowing. g. Grade seeded areas to smooth, even surface with loose, uniformly fine texture. (1) Roll and rake, remove ridges and fill depressions, as required to meet finish grades. (2) Fine grade just prior to planting. 3. Seeding: a. Use approved mechanical power driven drills or seeders, mechanical hand seeders, or other approved equipment. b. Distribute seed evenly over entire area at the rate specified in Table 1 of this section. c. Stop work when work extends beyond most favorable planting season for species designated, or when satisfactory results cannot be obtained because of drought, high winds, excessive moisture, or other factors. d. Resume work only when favorable condition develops, or as directed by the Engineer. e. Lightly rake seed into soil followed by light rolling or cultipacking. f. Immediately protect seeded areas against erosion by mulching or placing Rolled Erosion Control Products in accordance with Section 02275 of these Specifications, where applicable. Davidson County C&D Landfill Closure Technical Specifications October 2016 Revegetation Page 02930-4 (1) Spread mulch in a continuous blanket at the rate specified in Table 1 of this section. (2) Immediately following spreading mulch, secure with evenly distributed binder at the rate specified in Table 1 of this section. (3) For slopes not steeper than 3H:1V and as an option to using binder to secure mulch, use a mulch anchoring tool operated along the contour of the slope. 4. Maintenance: The Contractor shall be responsible for maintaining all seeded areas through the end of his warranty period. The Contractor shall provide, at his expense, protection of all seeded areas against damage at all times until acceptance of the work. Maintenance shall include, but not be limited to, the following items: a. Regrade and revegetate all eroded areas until adequately stabilized by grass. b. Remulch with new mulch in areas where mulch has been disturbed by wind or maintenance operations sufficiently to nullify its purpose. Anchor as required to prevent displacement. c. Replant bare areas using same materials specified. Davidson County C&D Landfill Closure Technical Specifications October 2016 Revegetation Page 02930-5 Table 1: Seeding Schedule Material Seed Type Application Rate (See Note 1) Lime ----- 4,000 lbs/acre Fertilizer (10-10-10) ----- 1,000 lbs/acre Seed: Permanent: Kentucky 31 Tall Fescue Sericea Lespedeza3 Kobe Lespedeza Seasonal Nurse Crop2 250 lbs/acre 30 lbs/acre 10 lbs/acre See Note 2 Temporary: Seasonal Nurse Crop2 See Note 2 Mulch ----- 4,000 - 5,000 lbs/acre Binder ----- 400 gallons/acre Notes: 1. Application rates and/or chemical analysis shall be confirmed or established by a soil test(s). 2. Use seasonal nurse crop in accordance with seeding dates as stated below: April 15 - August 15 10 lbs/acre German Millet or 15 lbs/acre Sudangrass August 16 - April 14 25 lbs/acre Rye (grain). 3. From September 1 - March 1, use unscarified Sericea seed. END OF SECTION Davidson County C&D Landfill Closure Technical Specifications October 2016 Revegetation Page 02930-6 This page intentionally left blank. Davidson County C&D Landfill Closure Technical Specifications October 2016 Landfill Gas Vents Page 13253-1 SECTION 13253 LANDFILL GAS VENTS A. Description 1. General: The Contractor shall furnish all labor, material, and equipment to complete installation of the Landfill Gas Vents in accordance with the Contract Drawings and these Specifications. 2. Related Work: Related Contract Work is described in the following sections of the Specifications: Work Section Excavation 02222 Geotextiles 02240 Soil Liner 02250 Vegetative Soil Layer 02258 Drainage Geocomposite 02712 Geosynthetic Clay Liner 02776 LLDPE Geomembrane 02778 3. Reference Standards: The latest revision of the following standards of the American Society of Testing and Materials (ASTM) and the North Carolina Department of Transportation (NCDOT) are hereby made a part of these specifications. ASTM D 1785 Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120. NCDOT Standard Specifications for Roads and Structures. B. Materials 1. All pipe used for construction of Landfill Gas Vents shall be either solid (riser pipe) or perforated (collection pipe) PVC Pipe meeting the requirements of ASTM D 1785. The pipe schedule and diameter shall be as shown on the Contract Drawings. Landfill Gas Vents: Landfill Gas Vents are installed within the landfill in order to vent landfill gas, which builds up due to the decomposition of waste. Davidson County C&D Landfill Closure Technical Specifications October 2016 Landfill Gas Vents Page 13253-2 2. Backfill for Landfill Gas Vents shall be NCDOT #57 stone (non-calcareous). 3. Geotextiles used for Landfill Gas Vents shall conform to the requirements outlined in Section 02240, Geotextiles, of these Specifications. C. Submittals 1. Furnish copies of the delivery tickets or other approved receipts as evidence for materials received that will be incorporated into construction. D. Construction 1. Landfill Gas Vents shall be constructed at the locations and according to the details shown on the Contract Drawings. Care shall be taken to ensure that these locations are not in areas which are prone to pond water. 2. The Contractor shall exercise caution as excavations will extend into existing waste. The Contractor shall construct Landfill Gas Vents such that Contractor personnel are not required to enter the excavation. 3. All waste materials removed during construction of Landfill Gas Vents shall be disposed of on site in the C&D landfill as directed by the Owner and Engineer. No weighing or tipping fee will be required. END OF SECTION Attachment C CQA Manual Alternative Final Cover System Request Davidson County C&D Landfill Davidson County, North Carolina This page intentionally left blank. Construction Quality Assurance Manual Davidson County C&D Landfill Closure Davidson County, North Carolina Prepared for: Davidson County Integrated Solid Waste Management Department Lexington, North Carolina October 2016 © 2016 Smith Gardner, Inc. This document is intended for the sole use of the client for which it was prepared and for the purpose agreed upon by the client and Smith Gardner, Inc. This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 Table of Contents Page i Davidson County C&D Landfill Closure Davidson County, North Carolina Construction Quality Assurance Manual Table of Contents Page 1.0 GENERAL ............................................................................................................................ 1  1.1 Definitions Relating to Construction Quality ............................................................ 1  1.1.1 Construction Quality Assurance (CQA) ......................................................... 1  1.1.2 Construction Quality Control (CQC) .............................................................. 1  1.1.3 CQA Certification Document ......................................................................... 2  1.1.4 Discrepancies Between Documents ............................................................. 2  1.2 Parties to Construction Quality Assurance .............................................................. 2  1.2.1 Description of the Parties ............................................................................. 2  1.2.1.1 Owner .............................................................................................. 2  1.2.1.2 Engineer .......................................................................................... 2  1.2.1.3 Contractor ....................................................................................... 3  1.2.1.4 Geosynthetics Manufacturer .......................................................... 3  1.2.1.5 Geosynthetics Installer ................................................................... 3  1.2.1.6 CQA Engineer .................................................................................. 3  1.2.1.7 Geosynthetics CQA Laboratory ...................................................... 3  1.2.1.8 Soils CQA Laboratory...................................................................... 4  1.2.2 Qualifications of the Parties ......................................................................... 4  1.2.2.1 Contractor ....................................................................................... 4  1.2.2.2 Geosynthetics Manufacturers ........................................................ 4  1.2.2.3 Geosynthetic Installer(s) ................................................................ 4  1.2.2.4 CQA Engineer .................................................................................. 4  1.2.2.5 Geosynthetics CQA Laboratory ...................................................... 5  1.2.2.6 Soils CQA Laboratory...................................................................... 5  1.3 Scope of Construction Quality Assurance Manual ................................................... 5  1.4 Units ........................................................................................................................... 5  1.5 References ................................................................................................................. 5  1.6 CQA Meetings ............................................................................................................ 5  1.6.1 Soil Liner CQA Meeting (Where Applicable) ................................................. 6  1.6.2 Geosynthetics CQA Meeting (Where Applicable) ......................................... 6  1.6.3 CQA Progress Meetings ................................................................................ 7  1.6.4 Problem or Work Deficiency Meetings ......................................................... 7  1.7 Control Versus Record Testing ................................................................................. 7  1.7.1 Control Testing .............................................................................................. 7  1.7.2 Record Testing .............................................................................................. 7  2.0 CQA DOCUMENTATION ....................................................................................................... 9  Davidson County C&D Landfill Closure CQA Manual October 2016 Table of Contents Page ii 2.1 Daily CQA Report ....................................................................................................... 9  2.2 CQA Progress Reports ............................................................................................ 10  2.3 CQA Photographic Reporting .................................................................................. 10  2.4 Deficiencies ............................................................................................................. 10  2.5 Design and/or Project Technical Specification Changes ....................................... 11  2.6 Final CQA Report ..................................................................................................... 11  2.7 Storage of Records .................................................................................................. 11  3.0 EARTHWORK CQA ..............................................................................................................15  3.1 Embankment Material Approval ............................................................................. 15  3.1.1 Control Tests ............................................................................................... 15  3.2 Subgrade Approval .................................................................................................. 15  3.3 Earthwork Construction .......................................................................................... 15  3.3.1 Construction Monitoring ............................................................................. 15  3.3.2 Control Tests ............................................................................................... 16  3.3.3 Record Tests ............................................................................................... 16  3.3.3.1 Record Test Failure ...................................................................... 16  3.3.4 Judgmental Testing .................................................................................... 16  3.4 Deficiencies ............................................................................................................. 16  4.0 SOIL LINER CQA .................................................................................................................19  4.1 Soil Liner Material Approval ................................................................................... 19  4.1.1 Control Tests ............................................................................................... 19  4.2 Subgrade Approval .................................................................................................. 19  4.3 Test Fill Construction .............................................................................................. 19  4.3.1 Control Tests ............................................................................................... 20  4.3.2 Record Tests ............................................................................................... 20  4.3.3 Test Fill Completion .................................................................................... 20  4.4 Soil Liner Construction ........................................................................................... 20  4.4.1 Construction Monitoring ............................................................................. 20  4.4.2 Control Tests ............................................................................................... 21  4.4.3 Record Tests ............................................................................................... 21  4.4.3.1 Record Test Failure ...................................................................... 22  4.4.4 Judgmental Testing .................................................................................... 22  4.4.5 Perforations In Soil Liner ............................................................................ 22  4.5 Deficiencies ............................................................................................................. 23  5.0 GEOMEMBRANE CQA ........................................................................................................27  5.1 Geomembrane Manufacturer and Installer Approval ............................................ 27  5.2 Geomembrane Material Approval ........................................................................... 27  5.2.1 Geomembrane Product Data ...................................................................... 27  5.2.2 Shipment And Storage ................................................................................ 27  5.2.3 Quality Control Certificates ........................................................................ 27  5.2.4 Material Control Tests ................................................................................ 27  5.2.4.1 Material Control Test Failure ....................................................... 28  5.3 Geomembrane Installation ..................................................................................... 28  5.3.1 Handling ...................................................................................................... 28  5.3.2 Earthwork .................................................................................................... 29  Davidson County C&D Landfill Closure CQA Manual October 2016 Table of Contents Page iii 5.3.2.1 Surface Preparation ..................................................................... 29  5.3.2.2 Anchorage System ........................................................................ 29  5.3.3 Geomembrane Placement .......................................................................... 29  5.3.3.1 Field Panel Identification .............................................................. 29  5.3.3.2 Field Panel Placement ................................................................. 30  5.3.4 Field Seaming .............................................................................................. 30  5.3.4.1 Seam Layout ................................................................................. 30  5.3.4.2 Requirements of Personnel ......................................................... 31  5.3.4.3 Seaming Equipment and Products .............................................. 31  5.3.5 Field Seam Control Tests ........................................................................... 31  5.3.5.1 Trial Seams ................................................................................... 31  5.3.6 Field Seam Record Tests ............................................................................ 32  5.3.6.1 Nondestructive Seam Continuity Testing .................................... 32  5.3.6.2 Field Destructive Seam Testing ................................................... 32  5.3.6.3 Geosynthetics CQA Laboratory Destructive Testing ................... 33  5.3.6.4 Field Seam Record Test Failure .................................................. 33  5.3.6.5 Defining Extent of Field Seam Record Test Failure .................... 34  5.3.7 Repairs & Verification ................................................................................. 34  5.3.7.1 Repair Procedures ........................................................................ 34  5.3.7.2 Repair Verification ........................................................................ 34  5.4 Liner System Acceptance ........................................................................................ 35  5.5 Materials in Contact with Geomembranes ............................................................. 35  5.5.1 Soils ............................................................................................................. 35  5.5.2 Sumps and Appurtenances ......................................................................... 35  5.6 Deficiencies ............................................................................................................. 36  6.0 GEOTEXTILE CQA ...............................................................................................................39  6.1 Geotextile Material Approval................................................................................... 39  6.1.1 Geotextile Product Data .............................................................................. 39  6.1.2 Shipment And Storage ................................................................................ 39  6.1.3 Quality Control Certificates ........................................................................ 39  6.1.4 Geotextile Material Control Tests ............................................................... 39  6.1.4.1 Material Control Test Failure ....................................................... 40  6.2 Geotextile Installation ............................................................................................. 40  6.2.1 Handling And Placement ............................................................................ 40  6.2.2 Seams And Overlaps ................................................................................... 40  6.2.3 Repairs ........................................................................................................ 40  6.2.4 Placement Of Overlying Materials .............................................................. 41  6.3 Deficiencies ............................................................................................................. 41  7.0 DRAINAGE GEOCOMPOSITE CQA ......................................................................................43  7.1 DGC Material Approval ............................................................................................ 43  7.1.1 DGC Product Data ....................................................................................... 43  7.1.2 Shipment And Storage ................................................................................ 43  7.1.3 Quality Control Certificates ........................................................................ 43  7.1.4 DGC Material Control Tests ........................................................................ 43  7.1.4.1 Material Control Test Failure ....................................................... 44  Davidson County C&D Landfill Closure CQA Manual October 2016 Table of Contents Page iv 7.2 DGC Installation ....................................................................................................... 44  7.2.1 Handling And Placement ............................................................................ 44  7.2.2 Stacking And Joining ................................................................................... 44  7.2.3 Repairs ........................................................................................................ 45  7.2.4 Placement Of Overlying Materials .............................................................. 45  7.3 Deficiencies ............................................................................................................. 45  8.0 GEOSYNTHETIC CLAY LINER (GCL) CQA ...........................................................................47  8.1 GCL Manufacturer and Installer Approval ............................................................. 47  8.2 GCL Material Approval ............................................................................................ 47  8.2.1 GCL Product Data ........................................................................................ 47  8.2.2 Shipment And Storage ................................................................................ 47  8.2.3 Quality Control Certificates ........................................................................ 47  8.2.4 GCL Material Control Tests ........................................................................ 47  8.2.4.1 Material Control Test Failure ....................................................... 48  8.3 GCL Installation ....................................................................................................... 48  8.3.1 Surface Preparation .................................................................................... 48  8.3.2 Handling And Placement ............................................................................ 49  8.3.3 Seams And Overlaps ................................................................................... 49  8.3.4 Repairs ........................................................................................................ 49  8.3.5 Placement Of Overlying Materials .............................................................. 49  8.4 Deficiencies ............................................................................................................. 49  9.0 FINAL COVER SYSTEM CQA ...............................................................................................51  9.1 Final Cover System Material Approval ................................................................... 51  9.1.1 High Density Polyethylene (HDPE) Pipe ..................................................... 51  9.1.2 Polyvinyl Chloride (PVC) Pipe ..................................................................... 51  9.1.3 Corrugated Polyethylene (CPE) Pipe .......................................................... 51  9.1.4 LFG System Components ........................................................................... 51  9.1.5 Aggregates (Verify for each type of aggregate) .......................................... 52  9.1.6 Soil Liner ..................................................................................................... 52  9.1.7 Geomembrane ............................................................................................. 52  9.1.8 Geotextiles ................................................................................................... 52  9.1.9 Drainage Geocomposite .............................................................................. 52  9.1.10 Geosynthetic Clay Liner ............................................................................. 52  9.1.11 Vegetative Soil Layer ................................................................................. 52  9.2 Final Cover System Installation .............................................................................. 53  9.3 Deficiencies ............................................................................................................. 53  TABLES Table 2.1 1 Final CQA Report General Outline (Final Cover System) ........................... 12  Table 3.1 3 CQA Testing Program for Embankment Material Approval ...................... 17  Table 3.2 4 CQA Testing Program for Compacted Embankment ................................. 18  Table 4.1 5 CQA Testing Program for Soil Liner Material Approval ............................ 23  Table 4.2 6 CQA Testing Program for Soil Liner Test Fill ............................................. 24  Table 4.3 7 CQA Testing Program for Soil Liner ........................................................... 25  Davidson County C&D Landfill Closure CQA Manual October 2016 Table of Contents Page v Table 5.1 8 CQA Testing Program for Geomembrane Material Approval .................... 37  Table 5.2 9 Air Pressure Test Requirements ................................................................ 38  Table 6.1 11 CQA Testing Program for Geotextile Material Approval ............................ 41  Table 7.1 12 CQA Testing Program for Drainage Geocomposite Material Approval ..... 45  Table 8.1 13 CQA Testing Program for GCL Material Approval ..................................... 50  Table 9.114 CQA Testing Program for Final Cover System ........................................... 54  APPENDIX Appendix A Reference List of Test Methods Davidson County C&D Landfill Closure CQA Manual October 2016 Table of Contents Page vi This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 1 1.0 GENERAL This Construction Quality Assurance (CQA) Manual has been prepared to provide the Owner, (Design) Engineer, and CQA Engineer the means to govern the construction quality and to satisfy landfill certification requirements under current solid waste management regulations. More specifically, this CQA Manual addresses the soils and geosynthetics components of the final cover system for the construction and demolition debris (C&D) landfill. The CQA Manual is divided into the following sections:  Section 1.0 General  Section 2.0 CQA Documentation  Section 3.0 Earthwork CQA  Section 4.0 Soil Liner CQA  Section 5.0 Geomembrane CQA  Section 6.0 Geotextile CQA  Section 7.0 Drainage Geocomposite CQA  Section 8.0 Geosynthetic Clay Liner CQA  Section 9.0 Final Cover System CQA 1.1 Definitions Relating to Construction Quality 1.1.1 Construction Quality Assurance (CQA) In the context of this Manual, Construction Quality Assurance is defined as a planned and systematic program employed by the Owner to assure conformity of the final cover system installation with the project drawings and the project specifications. CQA is provided by the CQA Engineer as a representative of the Owner and is independent from the Contractor and all manufacturers. The CQA program is designed to provide adequate confidence that items or services meet contractual and regulatory requirements and will perform satisfactorily in service. 1.1.2 Construction Quality Control (CQC) Construction Quality Control refers to actions taken by manufacturers, fabricators, installers, and/or the Contractor to ensure that the materials and the workmanship meet the requirements of the project drawings and the project specifications. The manufacturer's specifications and quality control (QC) requirements are included in this CQA Manual by reference only. A complete updated version of each geosynthetic component manufacturer's QC Plan shall be incorporated as part of the Contractor's CQC Plan. Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 2 1.1.3 CQA Certification Document At the completion of construction, a certification document will be prepared by the CQA Engineer and submitted to State Solid Waste Regulators. The certification report will include documentation of all QC testing performed by the Geosynthetics Manufacturers, all CQC testing performed by the Geosynthetic Installers, and all CQA testing performed by the CQA Engineer. 1.1.4 Discrepancies Between Documents The Contractor is instructed to bring discrepancies to the attention of the CQA Engineer who shall then notify the Engineer for resolution. The Engineer has the sole authority to determine resolution of discrepancies existing within the Contract Documents (this may also require the approval of State Solid Waste Regulators). Unless otherwise determined by the Engineer, the more stringent requirement shall be the controlling resolution. 1.2 Parties to Construction Quality Assurance 1.2.1 Description of the Parties The parties to Construction Quality Assurance and Quality Control include the Owner, Engineer, Contractor, Geosynthetics Manufacturer, Geosynthetics Installer, CQA Engineer, Geosynthetics CQA Laboratory, and Soils CQA Laboratory. 1.2.1.1 Owner The Owner is Davidson County, who owns and/or is responsible for the facility. 1.2.1.2 Engineer The Engineer is responsible for the engineering design, drawings, and project specifications for the final cover system. The Engineer is an official representative of the Owner. The Engineer serves as communications coordinator for the project, initiating the meetings outlined in Section 1.6. The Engineer will also be responsible for proper resolution of all quality issues that arise during construction. The Engineer is Smith Gardner, Inc. Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 3 1.2.1.3 Contractor The Contractor is responsible for the construction of earthwork and/or for placement of the final cover system. The Contractor is responsible for the overall CQC on each project and coordination of submittals to the CQA Engineer. Additional responsibilities of the Contractor are defined by the project specifications. 1.2.1.4 Geosynthetics Manufacturer The Geosynthetics Manufacturer(s) is (are) responsible for the production of the geosynthetic components used in landfill construction. The Manufacturer(s) is (are) responsible for Quality Control (QC) during manufacture of the geosynthetic components, certification of the properties of the geosynthetic components, and field installation criteria. 1.2.1.5 Geosynthetics Installer The Geosynthetics Installer(s) is (are) routinely a subcontractor of the Contractor and is (are) responsible for field handling, storing, placing, seaming, protection of (against wind, etc.), and other aspects of the geosynthetics installations. The Installer may also be responsible for transportation of these materials to the site, and for the preparation and completion of anchor trenches. 1.2.1.6 CQA Engineer The CQA Engineer is a representative of the Owner, is independent from the Contractor, and is responsible for observing, testing, and documenting activities related to the CQA of the earthworks at the site, and the installation of the soil and geosynthetic components of the final cover system. The CQA Engineer may make field observations and review submittals for the Engineer and is responsible for notifying the Owner and Engineer of all quality issues that arise during construction. The CQA Engineer is also responsible for issuing a facility certification report, sealed by a Professional Engineer registered in The State of North Carolina. 1.2.1.7 Geosynthetics CQA Laboratory The Geosynthetics CQA Laboratory is a party, independent from the Owner, that is responsible for conducting tests on conformance samples of geosynthetics used in the final cover system. The Geosynthetics CQA Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 4 Laboratory service cannot be provided by any party involved with the manufacture, fabrication, or installation of any of the geosynthetic components. The services of the Geosynthetics CQA Laboratory are coordinated by the CQA Engineer and are paid for by the Owner. 1.2.1.8 Soils CQA Laboratory The Soils CQA Laboratory is a party, independent from the Owner, that is responsible for conducting geotechnical tests on conformance samples of soils and aggregates used in structural fills and the final cover system. The services of the Soils CQA Laboratory are coordinated by the CQA Engineer and are paid for by the Owner. 1.2.2 Qualifications of the Parties The following qualifications are required of all parties involved with the manufacture, fabrication, installation, transportation, and CQA of all materials for the final cover system. Where applicable, these qualifications must be submitted by the Contractor to the Owner and Engineer for review and approval. 1.2.2.1 Contractor Qualifications of the Contractor are specific to the construction contract and independent of this CQA Manual. 1.2.2.2 Geosynthetics Manufacturers Each Geosynthetics Manufacturer must satisfy the qualifications presented in the project specifications. 1.2.2.3 Geosynthetic Installer(s) The Geosynthetic Installer(s) will be trained and qualified to install the geosynthetics components of the final cover system. Each Geosynthetics Installer must meet the requirements of the project specifications and be approved by the Engineer. 1.2.2.4 CQA Engineer The CQA Engineer will act as the Owner’s Quality Assurance Representative. The CQA Engineer will perform CQA testing to satisfy the requirements of this CQA Manual and will prepare the CQA certification document. The CQA Engineer will have experience in the CQA aspects of Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 5 the construction and testing of landfill final cover systems, and be familiar with ASTM and other related industry standards. The activities of the CQA Engineer will be performed under the supervision of a Registered Professional Engineer. 1.2.2.5 Geosynthetics CQA Laboratory The Geosynthetics CQA Laboratory should be certified by the Geosynthetics Accreditation Institute, will have experience in testing geosynthetics, and be familiar with ASTM, GRI, and other applicable test standards. The Geosynthetics CQA Laboratory will be capable of providing test results within 24 hours or a reasonable time after receipt of samples depending on the test(s) to be conducted, as agreed to at the outset of the project by affected parties, and will maintain that standard throughout the installation. 1.2.2.6 Soils CQA Laboratory The Soils CQA Laboratory will have experience in testing structural fills, soil liners, and aggregates, and be familiar with ASTM and other applicable test standards. The Soils CQA Laboratory will be capable of providing test results within 24 hours or a reasonable time after receipt of samples depending on the test(s) to be conducted, as agreed to at the outset of the project by affected parties, and will maintain that standard throughout the installation. 1.3 Scope of Construction Quality Assurance Manual The scope of this CQA Manual includes the CQA of the soils and geosynthetic components of the final cover system for the subject facility. The CQA for the selection, evaluation, and placement of the soils is included in the scope. 1.4 Units In this CQA Manual, all properties and dimensions are expressed in U.S. units. 1.5 References The CQA Manual includes references to the most recent version of the test procedures of the American Society of Testing and Materials (ASTM) and/or the Geosynthetic Research Institute (GRI). Appendix A contains a list of these procedures. 1.6 CQA Meetings Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 6 To facilitate the specified degree of quality during installation, clear, open channels of communication are essential. To that end, meetings are critical. 1.6.1 Soil Liner CQA Meeting (Where Applicable) Prior to the start of soil liner system construction a CQA Meeting will be held. This meeting will include all parties then involved, including the Engineer, the CQA Engineer, and the Contractor. The purpose of this meeting is to begin planning for coordination of tasks, anticipate any problems which might cause difficulties and delays in construction, and, above all, review the CQA Manual to all of the parties involved. It is very important that the rules regarding testing, repair, etc., be known and accepted by all. This meeting should include all of the activities referenced in the project specifications. The meeting will be documented by the Engineer and minutes will be transmitted to all parties. The Soil Liner CQA Meeting and the Geosynthetics CQA Meeting may be held as one meeting or separate meetings, depending on the direction of the Engineer. 1.6.2 Geosynthetics CQA Meeting (Where Applicable) A CQA Meeting will be held at the site prior to placement of the geosynthetics. At a minimum, the meeting will be attended by the Engineer, the CQA Engineer, the Contractor, and the Geosynthetic Installation Superintendent(s). The purpose of this meeting is to begin planning for coordination of tasks, anticipate any problems which might cause difficulties and delays in construction, and, above all, review the CQA Manual to all of the parties involved. It is very important that the rules regarding testing, repair, etc., be known and accepted by all. This meeting should include all of the activities referenced in the project specifications. The meeting will be documented by the Engineer and minutes will be transmitted to all parties. The Soil Liner CQA Meeting and the Geosynthetics CQA Meeting may be held as one meeting or separate meetings, depending on the direction of the Engineer. Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 7 1.6.3 CQA Progress Meetings Progress meetings will be held between the Engineer, the CQA Engineer, the Contractor, the Geosynthetic Installation Superintendent(s), and representatives from any other involved parties at the frequency dictated in the project specifications or, at a minimum, once per month during active construction. These meetings will discuss current progress, planned activities for the next week, and any new business or revisions to the work. The CQA Engineer will log any problems, decisions, or questions arising at this meeting in his daily or periodic reports. Any matter requiring action which is raised in this meeting will be reported to the appropriate parties. These meetings will be documented by the Engineer and minutes will be transmitted to affected parties. 1.6.4 Problem or Work Deficiency Meetings A special meeting will be held when and if a problem or deficiency is present or likely to occur. At a minimum, the meeting will be attended by the Engineer, the CQA Engineer, the Contractor, and representatives from any other involved parties. The purpose of the meeting is to define and resolve the problem or work deficiency as follows:  define and discuss the problem or deficiency;  review alternative solutions; and  implement an action plan to resolve the problem or deficiency. The meeting will be documented by the Engineer and minutes will be transmitted to affected parties. 1.7 Control Versus Record Testing 1.7.1 Control Testing In the context of this CQA Manual, Control Tests are those tests performed on a material prior to its actual use in construction to demonstrate that it can meet the requirements of the project plans and specifications. Control Test data may be used by the Engineer as the basis for approving alternative material sources. 1.7.2 Record Testing Record Tests are those tests performed during the actual placement of a material to demonstrate that its in-place properties meet or exceed the requirements of the project drawings and specifications. Davidson County C&D Landfill Closure CQA Manual October 2016 1.o General Page 8 This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 2.o CQA Documentation Page 9 2.0 CQA DOCUMENTATION An effective CQA plan depends largely on recognition of construction activities that should be monitored and on assigning responsibilities for the monitoring of each activity. This is most effectively accomplished and verified by the documentation of quality assurance activities. The CQA Engineer will document that quality assurance requirements have been addressed and satisfied. The CQA Engineer will provide the Owner and Engineer with his daily and progress reports including signed descriptive remarks, data sheets, and logs to verify that required CQA activities have been carried out. These reports will also identify potential quality assurance problems. The CQA Engineer will also maintain at the job site a complete file of project drawings, reports, project specifications, a CQA Manual, checklists, test procedures, daily logs, and other pertinent documents. 2.1 Daily CQA Report The CQA Engineer's reporting procedures will include preparation of a daily report which, at a minimum, will include the following information, where applicable:  a unique identifying sheet number for cross referencing and document control;  date, project name, location, and other identification;  data on weather conditions;  a reduced scale Site Plan showing all proposed work areas and test locations;  descriptions and location of ongoing construction;  descriptions and specific locations of areas, or units, of work being tested and/or observed and documented;  locations where tests and samples were taken;  a summary of test results;  calibrations or recalibrations of test equipment, and actions taken as a result of recalibration;  off-site materials received, including quality verification documentation;  decisions made regarding acceptance of units of work, and/or corrective actions to be taken in instances of substandard quality; Davidson County C&D Landfill Closure CQA Manual October 2016 2.o CQA Documentation Page 10  summaries of pertinent discussions with the Contractor and/or Geosynthetic Installers; and  the CQA Engineer’s signature. The daily report must be completed at the end of each day. This information will be submitted to the Engineer for review on a routine basis and to the Owner upon request. 2.2 CQA Progress Reports The CQA Engineer will prepare summary progress reports at time intervals as requested by the Engineer or Owner or upon a total project shutdown. As a minimum, this report will include the following information for the reporting period, where applicable:  a summary of work activities performed;  a summary of construction situations, deficiencies, and/or defects;  a summary of all test results, failures, and retests;  a compilation of daily CQA reports; and  the CQA Engineer’s signature. Critical problems that occur will be communicated verbally to the Engineer immediately as well as being included in the progress reports. 2.3 CQA Photographic Reporting Photographs will be taken by the CQA Engineer at regular intervals during the construction process and in all areas deemed critical by the CQA Engineer. These photographs will serve as a pictorial record of work progress, problems, and mitigation activities. Videotaping may be used to supplement photographs in the documentation of work progress, problems, and/or mitigation activities. These records will be presented to the Engineer upon completion of the project. 2.4 Deficiencies The Owner and Engineer will be made aware of any significant recurring non- conformance with the project specifications. The Engineer will then determine the cause of the non-conformance and recommend appropriate changes in procedures or specification. When this type of evaluation is made, the results will be documented, and Davidson County C&D Landfill Closure CQA Manual October 2016 2.o CQA Documentation Page 11 any revision to procedures or project specifications will be approved by the Owner and Engineer. 2.5 Design and/or Project Technical Specification Changes Design and/or project specification changes may be required during construction. In such cases, the CQA Engineer will notify the Engineer. The Engineer will then notify the appropriate agency, if necessary. Design and/or project specification changes will be made only with the written agreement of the Engineer, and will take the form of an addendum to the project specifications. All design changes will include a detail (if necessary) and state which detail it replaces in the plans. 2.6 Final CQA Report At the completion of each major construction activity at the landfill unit, the CQA Engineer will certify all required forms, observation logs, field and laboratory testing data sheets including sample location plans, etc. The CQA Engineer will also provide a final report which will certify that the work has been performed in compliance with the plans and project technical specifications, and that the supporting documents provide the necessary information. The CQA Engineer will also provide summaries of all the data listed above with the report. The Record Drawings will include scale drawings depicting the location of the construction and details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil component thicknesses, etc.). All surveying and base maps required for development of the Record Drawings will be done by the Contractor’s Construction Surveyor. These documents will be certified by the Contractor and delivered to the CQA Engineer and included as part of the final CQA (Certification) report. It may be necessary to prepare interim certifications, as allowed by the regulatory agency, to expedite completion and review. At a minimum, the items shown in Table 2.1 will be included in the Final CQA Report. Note that some items may not be applicable to all projects. 2.7 Storage of Records All handwritten data sheet originals, especially those containing signatures, will be stored by the CQA Engineer in a safe repository on site. Other reports may be stored by any standard method which will allow for easy access. All written documents will become property of the Owner. Davidson County C&D Landfill Closure CQA Manual October 2016 2.o CQA Documentation Page 12 Table 2.1 1 Final CQA Report General Outline (Final Cover System) 1. Introduction 2. Project Description 3. CQA Program a. Scope of Services b. Personnel 4. Earthwork CQA 5. Soil Liner CQA 6. Final Cover System CQA 7. GCL CQA 8. Geomembrane CQA 9. Geotextile CQA 10. Drainage Geocomposite CQA 11. Summary and Conclusions 12. Project Certification Appendices Appendix A Design Clarifications and Modifications Appendix B Photographic Documentation Appendix C CQA Reporting C1. CQA Reports C2. CQA Meeting Minutes Appendix D Earthwork CQA Data D1. CQA Test Results - Control Tests D2. CQA Test Results - Record Tests Appendix E Soil Liner CQA Data E1. CQA Test Results - Control Tests E2. CQA Test Results - Record Tests Appendix F Final Cover System CQA Data F1. Manufacturer’s Product Data Submittals and Quality Control Certificates F2. CQA Test Results - Drainage Aggregate F3. CQA Test Results - Vegetative Soil Layer Appendix G Interface Shear Strength Test Data Appendix H GCL CQA Data H1. Manufacturer’s Product Data Submittals and Quality Control Certificates H2. Geosynthetics Inventory - GCL H3. CQA Test Results - Material Control Tests H4. GCL Installation Certification Appendix I Geomembrane CQA Data I1. Manufacturer’s Product Data Submittals and Quality Control Certificates I2. Geosynthetics Inventory - Geomembrane(s) I3. CQA Test Results - Material Control Tests I4. Subgrade Acceptance Certificates Davidson County C&D Landfill Closure CQA Manual October 2016 2.o CQA Documentation Page 13 Table 2.1 (Continued): I5. Trial Seam Logs I6. Panel Placement Logs I7. Panel Seaming Logs I8. CQC Test Results - Nondestructive Seam Testing Report Forms I9. CQC Test Results - Destructive Seam Testing Report Forms (Field) I10. CQA Test Results - Destructive Seam Testing Report Forms (Laboratory) I11. Repair Logs I12. Geomembrane Installation Certification Appendix J Geotextile CQA Data J1. Manufacturer’s Product Data Submittals and Quality Control Certificates J2. Geosynthetics Inventory - Geotextiles J3. CQA Test Results - Material Control Tests Appendix K Drainage Geocomposite CQA Data K1. Manufacturer’s Product Data Submittals and Quality Control Certificates K2. Geosynthetics Inventory - Drainage Geocomposite K3. CQA Test Results - Material Control Tests Appendix L Record Drawings L1. Soil Liner As-Built L2. Geomembrane As-Built(s) L3. Piping As-Built L4. Vegetative Cover As-Built Davidson County C&D Landfill Closure CQA Manual October 2016 2.o CQA Documentation Page 14 This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 3.o Earthwork CQA Page 15 3.0 EARTHWORK CQA This section of the CQA Manual addresses earthwork (excavation and embankment) and outlines the soils CQA program to be implemented with regard to material approval, subgrade approval, field control and record tests, and resolution of problems. 3.1 Embankment Material Approval All material to be used as compacted embankment shall be approved in advance by the CQA Engineer. Approval is based upon successful completion of CQA control testing outlined below. Such testing can be performed either during excavation and stockpiling or from existing stockpiles prior to use. 3.1.1 Control Tests The procedure for CQA testing during excavation and stockpiling (including existing stockpiles) is outlined below. Each load of soil will be examined either at the borrow source or the stockpile area. Any unsuitable material will be rejected or routed to separate stockpiles consistent with its end use. Appropriate entries will be made in the daily log. During stockpiling operations, control tests, as shown on Table 3.1, will be performed by the CQA Engineer prior to placement of any compacted embankment. 3.2 Subgrade Approval The CQA Engineer will verify that the compacted embankment subgrade is constructed in accordance with the project specifications. 3.3 Earthwork Construction 3.3.1 Construction Monitoring A. Earthwork shall be performed as described in the project specifications. B. Only soil previously approved by the CQA Engineer (see Section 3.2) shall be used in construction of the compacted embankment. Unsuitable material will be removed prior to acceptance by the CQA Engineer. C. All required field density and moisture content tests shall be completed before the overlying lift of soil is placed. The surface preparation (e.g. Davidson County C&D Landfill Closure CQA Manual October 2016 3.o Earthwork CQA Page 16 wetting, drying, scarification, etc.) shall be completed before the CQA Engineer will allow placement of subsequent lifts. D. The CQA Engineer will monitor protection of the earthwork during and after construction. 3.3.2 Control Tests The control tests, as shown on Table 3.2, will be performed by the CQA Engineer prior to placement of compacted embankment. 3.3.3 Record Tests The record tests, as shown on Table 3.2, will be performed by the CQA Engineer during placement of compacted embankment. 3.3.3.1 Record Test Failure Recompaction of the failed area shall be performed and retested until the area meets or exceeds requirements outlined in the specifications. 3.3.4 Judgmental Testing During construction, the frequency of control and/or record testing may be increased at the discretion of the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing for suspected areas will be considered when:  the rollers slip during rolling operation;  the lift thickness is greater than specified;  the fill material is at an improper moisture content;  fewer than the specified number of roller passes are made;  dirt-clogged rollers are used to compact the material;  the rollers may not have used optimum ballast;  the fill materials differ substantially from those specified; or  the degree of compaction is doubtful. 3.4 Deficiencies The CQA Engineer will immediately determine the extent and nature of all defects and deficiencies and report them to the Owner and Engineer. All defects and deficiencies will be documented by the CQA Engineer. The Contractor shall correct defects and Davidson County C&D Landfill Closure CQA Manual October 2016 3.o Earthwork CQA Page 17 deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all retests on repaired defects. Table 3.1 2 CQA Testing Program for Embankment Material Approval Property Test Method Minimum Test Frequency Control Tests: Visual Classification ASTM D 2488 Each Soil Moisture-Density Relationship ASTM D 698 5,000 CY per Each Soil Davidson County C&D Landfill Closure CQA Manual October 2016 3.o Earthwork CQA Page 18 Table 3.2 3 CQA Testing Program for Compacted Embankment Property Test Method Minimum Test Frequency Control Tests: (See Table 3.1) Record Tests: Lift Thickness ----- Each Lift In-Place Density ASTM D 69381 20,000 ft2 per lift & 1 per 500 LF/lift of Berms (< 200 ft. base width) Moisture Content ASTM D 69382 20,000 ft2 per lift & 1 per 500 LF/lift of Berms (< 200 ft. base width) Notes: 1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear density tests perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM D 2937 as a verification of the accuracy of the nuclear testing device. 2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear moisture tests perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or ASTM D 4959 as a verification of the accuracy of the nuclear testing device. Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 19 4.0 SOIL LINER CQA This section of the CQA Manual addresses the soil liner component of the regulatory final cover system and outlines the soils CQA program to be implemented with regard to material approval, subgrade approval, test fill construction, field and laboratory control and record tests, and resolution of problems. 4.1 Soil Liner Material Approval All material to be used as soil liner shall be approved in advance by the CQA Engineer. Approval is based upon successful completion of CQA control testing outlined below. Such testing can be performed either during excavation and stockpiling or from existing stockpiles prior to use. 4.1.1 Control Tests The procedure for CQA testing during excavation and stockpiling (including existing stockpiles) is outlined below. Each load of soil will be examined either at the borrow source or the stockpile area. Any unsuitable material will be rejected or routed to separate stockpiles consistent with its end use. Appropriate entries will be made in the daily log. During stockpiling operations, control tests, as shown on Table 4.1, will be performed by the CQA Engineer prior to placement of any soil liner material. 4.2 Subgrade Approval The CQA Engineer will verify that the soil liner subgrade is constructed in accordance with the project specifications. 4.3 Test Fill Construction A test fill meeting the requirements of the project specifications will be constructed using the same construction methods, equipment, and material to be used for the soil liner component. The test fill construction will be conducted prior to or coincide with the beginning of construction of the soil liner component. Construction equipment and methods will be reviewed by the CQA Engineer prior to test fill placement. Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 20 4.3.1 Control Tests The control tests, as shown on Table 4.2, will be performed by the CQA Engineer prior to placement of soil liner material in the test fill. 4.3.2 Record Tests The record tests, as shown on Table 4.2, will be performed by the CQA Engineer during placement of soil liner material in the test fill. 4.3.3 Test Fill Completion The test fill program is completed when the Contractor has shown that the soil liner constructed using the same construction methods, equipment, and material to be used in construction of the soil liner will satisfy project specifications. No soil liner can be placed until the test fill program is completed. 4.4 Soil Liner Construction 4.4.1 Construction Monitoring A. Soil liner shall be placed as described in the applicable section(s) of the project specifications using the construction methods, equipment, and material demonstrated in the test fill construction. B. Only soil previously approved by the CQA Engineer (see Section 4.1) shall be used in construction of the soil liner. Unsuitable material will be removed prior to acceptance by the CQA Engineer. C. All required field density and moisture content tests shall be completed before the overlying lift of soil is placed. The surface preparation (e.g. wetting, drying, scarification, etc.) shall be completed before the CQA Engineer will allow placement of subsequent lifts. D. The CQA Engineer will monitor protection of the soil liner during and after construction. E. The liner surface shall be sprinkled with water as needed to prevent desiccation. Should desiccation occur, the last lift shall be reconstructed in accordance with the project specifications. Standing water should not be present on the soil liner. Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 21 F. Frost heave or other damage due to freezing shall require lift reconstruction in accordance with the project specifications. G. The CQA Engineer will inspect the soil liner and certify that it is in accordance with the project specifications and approved plans prior to the Contractor beginning installation of overlying geosynthetics. H. The finished soil liner shall be free of all rock protrusions. All cracks and voids shall be filled and the surface made uniform. This shall be accomplished by final dressing of the soil liner with smooth-drum rollers and hand raking. No rubber tired vehicles are permitted on the final dressed surface unless authorized by the CQA Engineer. I. The surface on which the overlying geosynthetics are to be placed shall be maintained in a firm, clean, and smooth condition and shall be within the acceptable moisture range before and during the geosynthetics installation. 4.4.2 Control Tests The control tests, as shown on Table 4.3, will be performed by the CQA Engineer prior to placement of soil liner material. 4.4.3 Record Tests The record tests, as shown on Table 4.3 and as described below, will be performed by the CQA Engineer during placement of soil liner material. A. Each lift will be checked visually for soil clods, rocks, debris, plant materials and other foreign material. Any such material which does not meet specified requirements shall be identified and removed prior to and during the compaction process. B. The thickness of the loose lift will be measured at random locations after spreading and leveling is completed. Loose lift thickness should not exceed the depth of penetration of the compaction feet. C. Moisture content will be monitored by the CQA Engineer prior to compaction. If the soil is drier than the specified minimum moisture content, water will be added and the lift will be disced to distribute the moisture evenly. Results of testing will be certified within 7 days of soil liner placement. Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 22 4.4.3.1 Record Test Failure The following procedures shall be used in the event of density or hydraulic conductivity test failure: A. Failed Density Test: Recompaction of the failed area shall be performed and retested until the area meets or exceeds requirements outlined in the specifications. B. Failed Hydraulic Conductivity Test: The area of failure shall be localized and reconstructed in accordance with the project specifications. This area will be retested as outlined within the plan by the CQA Engineer. Optionally, at least five replicate samples shall be obtained and tested by the Contractor in the immediate vicinity of the failed test. If all five samples pass, then the initial failing test will be discounted. However, should the replicate samples confirm the failure of the soil liner to meet specifications, the area of failure shall be localized, reconstructed, and retested as described above. 4.4.4 Judgmental Testing During construction, the frequency of control and/or record testing may be increased at the discretion of the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing for suspected areas will be considered when:  the rollers slip during rolling operation;  the lift thickness is greater than specified;  the fill material is at an improper moisture content;  fewer than the specified number of roller passes are made;  dirt-clogged rollers are used to compact the material;  the rollers may not have used optimum ballast;  the fill materials differ substantially from those specified; or  the degree of compaction is doubtful. 4.4.5 Perforations In Soil Liner All holes shall be patched with compacted soil liner (if allowed by the project specifications) or sodium bentonite compacted and hydrated in the holes. Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 23 4.5 Deficiencies The CQA Engineer will immediately determine the extent and nature of all defects and deficiencies and report them to the Owner and Engineer. All defects and deficiencies will be documented by the CQA Engineer. The Contractor shall correct defects and deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all retests on repaired defects. Table 4.1 4 CQA Testing Program for Soil Liner Material Approval Property Test Method Minimum Test Frequency Control Tests: Visual Classification ASTM D 2488 Each Soil Moisture Content ASTM D 2216 2,000 CY per Each Soil Grain Size Analysis ASTM D 422 2,000 CY per Each Soil Atterberg Limits ASTM D 4318 2,000 CY per Each Soil Moisture-Density Relationship ASTM D 698 5,000 CY per Each Soil Hydraulic Conductivity - Lab Remolded ASTM D 50843 10,000 CY per Each Soil Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 24 Table 4.2 5 CQA Testing Program for Soil Liner Test Fill Property Test Method Minimum Test Frequency Control Tests: (See Table 4.1) Moisture-Density Relationship ASTM D 6984 1 per lift Hydraulic Conductivity - Lab Remolded ASTM D 50843,4 1 per lift Record Tests: Lift Thickness ----- Each Lift Atterberg Limits ASTM D 4318 1 per lift Grain Size Analysis ASTM D 422 1 per lift In-Place Density ASTM D 29221 3 per lift Moisture Content ASTM D 69382 3 per lift Hydraulic Conductivity - Undisturbed (Shelby Tube) ASTM D 50843 1 per lift Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 25 Table 4.3 6 CQA Testing Program for Soil Liner Property Test Method Minimum Test Frequency Control Tests: (See Table 4.1) Record Tests: Lift Thickness ----- Each Lift In-Place Density ASTM D 69381 10,000 ft2 per lift Moisture Content ASTM D 69382 10,000 ft2 per lift Hydraulic Conductivity - Undisturbed (Shelby Tube) ASTM D 50843 40,000 ft2 per lift Notes: 1. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear density tests perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM D 2937 as a verification of the accuracy of the nuclear testing device. 2. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear moisture tests perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or ASTM D 4959 as a verification of the accuracy of the nuclear testing device. 3. Maximum effective confining pressure and hydraulic gradient as required by the project specifications. Backpressure as recommended by ASTM D 5084. 4. These tests performed on the test fill may count toward the minimum frequencies established in Table 4.1. Davidson County C&D Landfill Closure CQA Manual October 2016 4.o Soil Liner CQA Page 26 This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 27 5.0 GEOMEMBRANE CQA This section of the CQA Manual addresses the geomembrane component of the alternative final cover system and outlines the CQA program to be implemented with regard to manufacturer and installer approval, material approval, subgrade approval, field and laboratory control and record tests, repairs, and resolution of problems. 5.1 Geomembrane Manufacturer and Installer Approval The Contractor shall submit the qualifications of the Geomembrane Manufacturer and the Geomembrane Installer, as described in the specifications, to the CQA Engineer for approval. 5.2 Geomembrane Material Approval 5.2.1 Geomembrane Product Data The CQA Engineer will review the Contractor’s submittals for conformance with the project specifications. 5.2.2 Shipment And Storage During shipment and storage, all geomembrane will be protected as required by the project specifications. The CQA Engineer will observe rolls upon delivery at the site. 5.2.3 Quality Control Certificates Upon delivery, the CQA Engineer will:  verify that the Manufacturer’s quality control certificates have been provided at the specified frequency and that each certificate identified the rolls or sheets related to it; and  review the Manufacturer’s quality control certificates and verify that the certified properties meet the project technical specifications 5.2.4 Material Control Tests Samples for material control tests, as shown on Table 5.1, will be obtained by the CQA Engineer at the indicated frequencies upon delivery of the geomembrane. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 28 Alternatively, samples may be randomly obtained at the manufacturing site by the CQA Engineer or representatives of the Geosynthetics CQA Laboratory. Unless otherwise specified, samples will be 3 feet long by the roll or sheet width. The CQA Engineer will mark the machine direction on the samples with an arrow. All material control tests will be performed by the Geosynthetics CQA Laboratory. All control test results must be available at the site prior to the deployment of all geomembrane. The CQA Engineer will examine all results from laboratory conformance testing. 5.2.4.1 Material Control Test Failure The following procedure will apply whenever a sample fails a material control test: A. The Geomembrane Installer will replace the roll or sheet of geomembrane that is in nonconformance with the project specifications with a roll or sheet that meets project specifications. B. The Geomembrane Installer will remove conformance samples for testing by the Geosynthetics CQA Laboratory from the closest numerical roll or sheet on both sides of the failed roll or sheet. These two samples must both conform to project specifications. If either of these samples fails, then the next numerical roll or sheet will be tested until a passing roll or sheet is found. This additional conformance testing will be at the expense of the Geomembrane Installer. If either of the two closest rolls or sheets fails, the Engineer will dictate the frequency of additional testing. The CQA Engineer will document actions taken in conjunction with material control test failures. 5.3 Geomembrane Installation 5.3.1 Handling The Geosynthetic Installer will handle all geomembrane in such a manner as required by the project specifications. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 29 5.3.2 Earthwork 5.3.2.1 Surface Preparation The Geomembrane Installer will certify in writing that the surface on which the geomembrane will be installed meets line and grade, and the surface preparation requirements of the project specifications. The certificate of acceptance will be given to the CQA Engineer prior to commencement of geomembrane installation in the area under consideration. The CQA Engineer will give a copy of this certificate to the Engineer. To ensure a timely covering of the subgrade surface, the Engineer may allow subgrade acceptance in areas as small as one acre. After the supporting soil has been accepted by the Geomembrane Installer, it will be the Geomembrane Installer's responsibility to indicate to the Engineer and CQA Engineer any change in the supporting soil condition that may require repair work. If the CQA Engineer concurs with the Geomembrane Installer, then the Engineer will ensure that the supporting soil is repaired. 5.3.2.2 Anchorage System The CQA Engineer will verify that anchor trenches have been constructed and backfilled according to project specifications and design drawings. 5.3.3 Geomembrane Placement 5.3.3.1 Field Panel Identification The CQA Engineer will document that the Geomembrane Installer labels each field panel with an "identification code" (number or letter-number consistent with the layout plan) agreed upon by the Geomembrane Installer and CQA Engineer at the Geosynthetics CQA Meeting (see Section 1.6.2). The Geomembrane Installer will establish a table or chart showing correspondence between roll or sheet numbers and field panel identification codes. This documentation shall be submitted to the CQA Engineer weekly for review and verification. The field panel identification code will be used for all quality control and quality assurance records. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 30 5.3.3.2 Field Panel Placement Location: The CQA Engineer will verify that field panels are installed at the location indicated in the Geomembrane Installer's layout plan, as approved or modified in Section 5.3.3.1. Installation Schedule: The CQA Engineer will evaluate every change in the schedule proposed by the Geomembrane Installer and advise the Engineer on the acceptability of that change. The CQA Engineer will record the identification code, location, and date of installation of each field panel. Placement of Geomembrane: The CQA Engineer will verify that project specification related restrictions on placement of geomembrane are fulfilled. Additionally, the CQA Engineer will verify that the supporting soil has not been damaged by weather conditions. Damage: The CQA Engineer will visually observe each panel, after placement and prior to seaming, for damage. The CQA Engineer will advise the Engineer which panels, or portion of panels, should be rejected, repaired, or accepted. Damaged panels or portions of damaged panels which have been rejected will be marked and their removal from the work area recorded by the CQA Engineer. Repairs will be made according to procedures described in this section. As a minimum, the CQA Engineer will document that:  the panel is placed in such a manner that it is unlikely to be damaged; and  any tears, punctures, holes, thin spots, etc. are either marked by the Geomembrane Installer for repair or the panel is rejected. 5.3.4 Field Seaming 5.3.4.1 Seam Layout The Geomembrane Installer will provide the CQA Engineer with a seam layout drawing, i.e., a drawing of the area to be lined showing all expected seams. The CQA Engineer and Engineer will review the seam layout drawing and verify that it is consistent with the accepted state of practice and this CQA Manual. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 31 A seam numbering system compatible with the panel numbering system will be agreed upon at the Geosynthetics CQA Meeting (see Section 1.6.2). An on-going written record of the seams and repair areas shall be maintained by the Geomembrane Installer with weekly review by the CQA Engineer. 5.3.4.2 Requirements of Personnel The Geomembrane Installer will provide the CQA Engineer with a list of proposed seaming personnel and their experience records. This document will be reviewed by the CQA Engineer for compliance with project specifications. 5.3.4.3 Seaming Equipment and Products Field seaming processes must comply with project specifications. Proposed alternate processes will be documented and submitted to the Engineer and CQA Engineer for their approval. Only seaming apparatus which have been specifically approved by make and model will be used. The CQA Engineer will submit all documentation to the Engineer for his concurrence. 5.3.5 Field Seam Control Tests 5.3.5.1 Trial Seams A. Prior to production seaming, after four (4) hours of continuous seaming, and/or when significant changes in geomembrane or ambient temperature occurs, the Geomembrane Installer shall perform trial seams to verify that seaming conditions and procedures are adequate. Trial seams shall be performed by each operator of extrusion welders and by the primary operator of each wedge welder using seaming equipment to be used in production seaming. B. Trial seams shall be made on appropriate sized pieces of identical or equivalent geomembrane material. C. Hot wedge trial seams shall be approximately 72" x 12" with the seam centered lengthwise. Extrusion fillet trial seams shall be approximately 36" x 12" with the seam centered lengthwise. A minimum of four coupons shall be tested in peel and shear (two each) (ASTM D 6392) by the Geomembrane Installer using a field Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 32 tensiometer. All coupons shall meet the minimum seam strength requirements as shown in the project specifications. D. Each trial seam shall be assigned a number and the test results recorded in the appropriate log by the Geomembrane Installer. The CQA Engineer will observe all trial seams and compile all trial seam logs. 5.3.6 Field Seam Record Tests 5.3.6.1 Nondestructive Seam Continuity Testing The Geomembrane Installer shall test and document all seams continuously over their full length using one of the following nondestructive seam tests. This testing shall be performed simultaneously with geomembrane deployment as the work progresses and not at the completion of all field seaming. A. Vacuum Testing shall conform to ASTM D 5641 requirements. B. Air Pressure Testing (for double seam with an enclosed space) shall conform to ASTM D 5820 requirements and the requirements listed in Table 5.2. The CQA Engineer will observe the nondestructive testing on a full time basis to ensure conformance with this CQA Manual and the project specifications. 5.3.6.2 Field Destructive Seam Testing A. The Geomembrane Installer shall obtain 12" x 30" (or longer as needed) samples of field seams with the seam centered lengthwise, suitable for testing, at an average frequency of one sample per 500 linear feet of seam. The sample shall be cut into two equal-length pieces, one for field destructive seam testing by the Geosynthetics Installer and one given to the CQA Engineer as an archive sample. The date, time, equipment, seam number, and seaming parameters will be marked on each sample and recorded by the CQA Engineer. B. The Geomembrane Installer shall perform and document field destructive seam testing using a field tensiometer which has been calibrated within the prior 6 months (calibration information shall be provided to the CQA Engineer). A minimum of three (3) coupons each will be tested in peel and shear (ASTM D 6392). Coupons shall meet Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 33 the minimum seam strength requirements as shown in the project specifications. C. The CQA Engineer or the Owner may require additional random samples to be taken for testing in areas which visually appear defective and not in accordance with the project requirements. D. All holes in the geomembrane resulting from destructive seam sampling shall be immediately repaired in accordance with repair procedures described in this manual. 5.3.6.3 Geosynthetics CQA Laboratory Destructive Testing A. The Geomembrane Installer shall obtain 12" x 30" (or longer as needed) samples of field seams with the seam centered lengthwise, suitable for testing, at an average frequency of one sample per day to confirm field destructive seam tests. The sample shall be cut into two equal-length pieces, both to be given to the CQA Engineer for laboratory destructive seam testing and as an archive sample. The date, time, equipment, seam number, and seaming parameters will be marked on each sample and recorded by the CQA Engineer. B. Laboratory destructive test samples will be packaged and shipped to the Geosynthetics CQA Laboratory by the CQA Engineer in a manner that will not damage the test sample. C. A minimum of five (5) coupons each will be tested in peel and shear (ASTM D 6392) by the Geosynthetics CQA Laboratory. Coupons shall meet the minimum seam strength requirements as shown in the project specifications. D. All geomembrane destructive test samples that fail to meet project specifications will be saved and sent to the CQA Engineer for observation. E. The CQA Engineer will review laboratory test results as soon as they become available. 5.3.6.4 Field Seam Record Test Failure For noncomplying tests, the CQA Engineer will:  observe continuity testing of the repaired areas performed by the Geomembrane Installer; Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 34  confirm the record location, date, test unit number, name of tester, and compile the record of testing provided by the Geomembrane Installer;  provide a walk-through inspection of all impacted seam areas and verify that the areas have been tested in accordance with the CQA Manual and project specifications; and  verify that the Geomembrane Installer has marked repair areas with the appropriate color-coded marking pencil. 5.3.6.5 Defining Extent of Field Seam Record Test Failure All defective seam test failures must be bounded by acceptable destructive tests. The CQA Engineer will document repair actions taken in conjunction with all seam test failures. 5.3.7 Repairs & Verification 5.3.7.1 Repair Procedures A. All repair procedures shall be in accordance with the project specifications. The CQA Engineer will observe all repair procedures. B. All surfaces shall be clean and dry at the time of the repair. C. After an extrusion seam is made, no more than ¼ inch of abrasion shall be visible beyond the weld. 5.3.7.2 Repair Verification A. Each repair shall be numbered and logged by the Geomembrane Installer. B. Each repair shall be non-destructively tested by the Geomembrane Installer using the methods described above. Repairs which pass non-destructive testing shall be taken as an indication of an adequate repair. C. Repairs more than 150 feet long may be of sufficient length to require destructive test sampling, at the discretion of the CQA Engineer. A failed test indicates that the repair shall be redone and retested until passing test results are achieved. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 35 5.4 Liner System Acceptance The geomembrane component of the final cover system will be accepted by the Owner when:  the installation is finished;  verification of the adequacy of all seams and repairs, including associated testing, is complete;  CQA Engineer provides the Engineer with a final copy of the nondestructive test documentation, repair information, and as-built drawings, as submitted by the Geomembrane Installer;  CQA Engineer provides the Engineer with a certification, submitted by the Geomembrane Installer that the geomembrane was installed in accordance with the Geomembrane Manufacturer's recommendations as well as the project drawings and project specifications; and  all documentation of the installation is completed including the CQA Engineer's final report. 5.5 Materials in Contact with Geomembranes The quality assurance procedures indicated in this subsection are only intended to assure that the installation of these materials does not damage the geomembrane. All reasonable measures to protect the geomembrane and provide additional quality assurance procedures are necessary to assure that systems built with these materials will be constructed to ensure proper performance. 5.5.1 Soils Prior to placement, the CQA Engineer will visually confirm that all soil materials to be placed against the geomembrane comply with project specifications. The Geomembrane Installer will provide the CQA Engineer a written surface acceptance certificate in accordance with Section 5.3.2. All soil materials shall be placed and compacted in accordance with project specifications. 5.5.2 Sumps and Appurtenances The CQA Engineer will verify that: Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 36  installation of the geomembrane in appurtenance areas, and connection of the geomembrane to appurtenances have been made according to the project specifications;  extreme care is taken while seaming around appurtenances since neither nondestructive nor destructive testing may be feasible in these areas; and  the geomembrane or appurtenances have not been visibly damaged while making connections to appurtenances. 5.6 Deficiencies The CQA Engineer will immediately determine the extent and nature of all defects and deficiencies and report them to the Owner and Engineer. All defects and deficiencies will be documented by the CQA Engineer. The Contractor shall correct defects and deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all retests on repaired defects. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 37 Table 5.1 7 CQA Testing Program for Geomembrane Material Approval Property Test Method Test Frequency Thickness ASTM D 5199/D 5994 100,000 ft2 or 1 per Lot1 Density ASTM D 1505/D 792 100,000 ft2 or 1 per Lot1 Carbon Black Content ASTM D 1603 100,000 ft2 or 1 per Lot1 Carbon Black Dispersion ASTM D 5596 100,000 ft2 or 1 per Lot1 Tensile Properties: ASTM D 6693 (Type IV) Tensile Strength at Yield 100,000 ft2 or 1 per Lot1 Tensile Strength at Break 100,000 ft2 or 1 per Lot1 Elongation at Yield 100,000 ft2 or 1 per Lot1 Elongation at Break 100,000 ft2 or 1 per Lot1 Tear Resistance ASTM D 1004 100,000 ft2 or 1 per Lot1 Notes: 1. Whichever provides the larger number of tests. Davidson County C&D Landfill Closure CQA Manual October 2016 5.0 Geomembrane CQA Page 38 Table 5.2 8 Air Pressure Test Requirements Material Minimum Pressure (PSI) Maximum Pressure Drop (PSI) After 5 Minutes 30 Mil LLDPE 25 3 Davidson County C&D Landfill Closure CQA Manual October 2016 6.0 Geotextile CQA Page 39 6.0 GEOTEXTILE CQA This section of the CQA Manual addresses geotextiles and outlines the CQA program to be implemented with regard to material approval, material control tests, repairs, and resolution of problems. 6.1 Geotextile Material Approval 6.1.1 Geotextile Product Data For each type of geotextile to be used, the CQA Engineer will review the Contractor’s submittals for conformance with the project specifications. 6.1.2 Shipment And Storage During shipment and storage, all geotextiles will be protected as required by the project specifications. The CQA Engineer will observe rolls upon delivery at the site. 6.1.3 Quality Control Certificates Upon delivery, the CQA Engineer will:  verify that the Manufacturer’s quality control certificates have been provided at the specified frequency and that each certificate identified the rolls related to it; and  review the Manufacturer’s quality control certificates and verify that the certified properties meet the project technical specifications. 6.1.4 Geotextile Material Control Tests Samples for material control tests, as shown on Table 6.1, will be obtained by the CQA Engineer at the indicated frequencies upon delivery of the geotextiles. Alternatively, samples may be randomly obtained at the manufacturing site by the CQA Engineer or representatives of the Geosynthetics CQA Laboratory. Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Engineer will mark the machine direction on the samples with an arrow. All material control tests will be performed by the Geosynthetics CQA Laboratory. Davidson County C&D Landfill Closure CQA Manual October 2016 6.0 Geotextile CQA Page 40 All test results must be available at the site prior to the deployment of all geotextiles. The CQA Engineer will examine all results from laboratory testing. 6.1.4.1 Material Control Test Failure The following procedure will apply whenever a sample fails a material control test: A. The Geosynthetic Installer will replace the roll of geotextile that is in nonconformance with the project specifications with a roll that meets project specifications. B. The Geosynthetic Installer will remove samples for testing by the Geosynthetics CQA Laboratory from the closest numerical roll on both sides of the failed roll. These two samples must both conform to project specifications. If either of these samples fails, then the next numerical roll will be tested until a passing roll is found. This additional testing will be at the expense of the Geosynthetic Installer. If either of the two closest rolls fails, the Engineer will dictate the frequency of additional testing. The CQA Engineer will document actions taken in conjunction with material control test failures. 6.2 Geotextile Installation 6.2.1 Handling And Placement The Geosynthetic Installer will handle and place all geotextiles in such a manner as required by the project specifications. 6.2.2 Seams And Overlaps All geotextiles will be seamed or overlapped in accordance with project specifications or as approved by the CQA Engineer and Engineer. 6.2.3 Repairs Any holes or tears in the geotextile will be repaired in accordance with the project specifications. The CQA Engineer will observe any repair. Davidson County C&D Landfill Closure CQA Manual October 2016 6.0 Geotextile CQA Page 41 6.2.4 Placement Of Overlying Materials All soil materials located on top of a geotextile shall be placed in accordance with the project specifications. 6.3 Deficiencies The CQA Engineer will immediately determine the extent and nature of all defects and deficiencies and report them to the Owner and Engineer. All defects and deficiencies will be documented by the CQA Engineer. The Contractor shall correct defects and deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all retests on repaired defects. Table 6.1 9 CQA Testing Program for Geotextile Material Approval Property Test Method Test Frequency Control Tests: Tensile Properties ASTM D 4632 100,000 ft2 or 1 per Lot1 Puncture Resistance ASTM D 6241 100,000 ft2 or 1 per Lot1 Trapezoidal Tear Strength ASTM D 4533 100,000 ft2 or 1 per Lot1 Mass Per Unit Area (Type GT- C Geotextile Only) ASTM D 5261 100,000 ft2 or 1 per Lot1 Apparent Opening Size (AOS) (Type GT-S Geotextile Only) ASTM D 4751 100,000 ft2 or 1 per Lot1 Notes: 1. Whichever provides the larger number of tests. 2. CQA testing is not required for geotextiles placed outside of the containment area. Davidson County C&D Landfill Closure CQA Manual October 2016 6.0 Geotextile CQA Page 42 This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 7.0 Drainage Geocomposite CQA Page 43 7.0 DRAINAGE GEOCOMPOSITE CQA This section of the CQA Manual addresses drainage geocomposite (DGC) and outlines the CQA program to be implemented with regard to material approval, material control tests, repairs, and resolution of problems. 7.1 DGC Material Approval 7.1.1 DGC Product Data The CQA Engineer will review the Contractor’s submittals for conformance with the project specifications. 7.1.2 Shipment And Storage During shipment and storage, all DGC will be protected as required by the project specifications. The CQA Engineer will observe rolls upon delivery at the site. 7.1.3 Quality Control Certificates Upon delivery, the CQA Engineer will:  verify that the Manufacturer’s quality control certificates have been provided at the specified frequency and that each certificate identified the rolls related to it; and  review the Manufacturer’s quality control certificates and verify that the certified properties meet the project technical specifications. 7.1.4 DGC Material Control Tests Samples for material control tests, as shown on Table 7.1, will be obtained by the CQA Engineer at the indicated frequencies upon delivery of the DGC. Alternatively, samples may be randomly obtained at the manufacturing site by the CQA Engineer or representatives of the Geosynthetics CQA Laboratory. Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Engineer will mark the machine direction on the samples with an arrow. All material control tests will be performed by the Geosynthetics CQA Laboratory. Davidson County C&D Landfill Closure CQA Manual October 2016 7.0 Drainage Geocomposite CQA Page 44 All test results must be available at the site prior to the deployment of all DGC. The CQA Engineer will examine all results from laboratory testing. 7.1.4.1 Material Control Test Failure The following procedure will apply whenever a sample fails a material control test: A. The Geosynthetic Installer will replace the roll of DGC that is in nonconformance with the project specifications with a roll that meets project specifications. B. The Geosynthetic Installer will remove samples for testing by the Geosynthetics CQA Laboratory from the closest numerical roll on both sides of the failed roll. These two samples must both conform to project specifications. If either of these samples fails, then the next numerical roll will be tested until a passing roll is found. This additional testing will be at the expense of the Geosynthetic Installer. If either of the two closest rolls fails, the Engineer will dictate the frequency of additional testing. The CQA Engineer will document actions taken in conjunction with material control test failures. 7.2 DGC Installation 7.2.1 Handling And Placement The Geosynthetic Installer will handle and place all DGC in such a manner as required by the project specifications. 7.2.2 Stacking And Joining When several layers of DGC are stacked, care should be taken to ensure that stacked DGC are placed in the same direction. Stacked DGC will never be laid in perpendicular directions to the underlying DGC (unless otherwise specified by the Engineer). The CQA Engineer will observe the stacking of DGC. Adjacent rolls of DGC will be joined according to construction drawings and project specifications. Davidson County C&D Landfill Closure CQA Manual October 2016 7.0 Drainage Geocomposite CQA Page 45 7.2.3 Repairs Any holes or tears in the DGC will be repaired in accordance with the project specifications. The CQA Engineer will observe any repair. 7.2.4 Placement Of Overlying Materials All soil materials located on top of DGC shall be placed in accordance with the project specifications. 7.3 Deficiencies The CQA Engineer will immediately determine the extent and nature of all defects and deficiencies and report them to the Owner and Engineer. All defects and deficiencies will be documented by the CQA Engineer. The Contractor shall correct defects and deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all retests on repaired defects. Table 7.1 10 CQA Testing Program for Drainage Geocomposite Material Approval Property Test Method Test Frequency Control Tests: Thickness (geonet only) ASTM D 5199 100,000 ft2 or 1 per Lot1 Density (geonet only) ASTM D 1505 100,000 ft2 or 1 per Lot1 Ply Adhesion ASTM D 7005 100,000 ft2 or 1 per Lot1 Transmissivity ASTM D 47162 1 per Resin Lot Notes: 1. Whichever provides the larger number of tests. 2. Conduct tests for transmissivity in accordance with the conditions given in the project specifications. Davidson County C&D Landfill Closure CQA Manual October 2016 7.0 Drainage Geocomposite CQA Page 46 This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 8.0 GCL CQA Page 47 8.0 GEOSYNTHETIC CLAY LINER (GCL) CQA This section of the CQA Manual addresses geosynthetic clay liner (GCL) and outlines the CQA program to be implemented with regard to material approval, material control tests, repairs, and resolution of problems. 8.1 GCL Manufacturer and Installer Approval The Contractor shall submit the qualifications of the GCL Manufacturer and the GCL Installer, as described in the specifications, to the CQA Engineer for approval. 8.2 GCL Material Approval 8.2.1 GCL Product Data The CQA Engineer will review the Contractor’s submittals for conformance with the project specifications. 8.2.2 Shipment And Storage During shipment and storage, GCL will be protected as required by the project specifications. The CQA Engineer will observe rolls upon delivery at the site. 8.2.3 Quality Control Certificates Upon delivery, the CQA Engineer will:  verify that the Manufacturer’s quality control certificates have been provided at the specified frequency and that each certificate identified the rolls related to it; and  review the Manufacturer’s quality control certificates and verify that the certified properties meet the project technical specifications. 8.2.4 GCL Material Control Tests Samples for material control tests, as shown on Table 8.1, will be obtained by the CQA Engineer at the indicated frequencies upon delivery of the GCL. Alternatively, samples may be randomly obtained at the manufacturing site by the CQA Engineer or representatives of the Geosynthetics CQA Laboratory. Davidson County C&D Landfill Closure CQA Manual October 2016 8.0 GCL CQA Page 48 Unless otherwise specified, samples will be 3 feet long by the roll width. The CQA Engineer will mark the machine direction on the samples with an arrow. All material control tests will be performed by the Geosynthetics CQA Laboratory. All test results must be available at the site prior to the deployment of all GCL. The CQA Engineer will examine all results from laboratory testing. 8.2.4.1 Material Control Test Failure The following procedure will apply whenever a sample fails a material control test: A. The Geosynthetic Installer will replace the roll of GCL that is in nonconformance with the project specifications with a roll that meets project specifications. B. The Geosynthetic Installer will remove samples for testing by the Geosynthetics CQA Laboratory from the closest numerical roll on both sides of the failed roll. These two samples must both conform to project specifications. If either of these samples fails, then the next numerical roll will be tested until a passing roll is found. This additional testing will be at the expense of the Geosynthetic Installer. If either of the two closest rolls fails, the Engineer will dictate the frequency of additional testing. The CQA Engineer will document actions taken in conjunction with material control test failures. 8.3 GCL Installation 8.3.1 Surface Preparation The Geosynthetics Installer will certify in writing that the surface on which the GCL will be installed meets line and grade, and the surface preparation requirements of the project specifications. The certificate of acceptance will be given to the CQA Engineer prior to commencement of GCL installation in the area under consideration. The CQA Engineer will give a copy of this certificate to the Engineer. To ensure a timely covering of the subgrade surface, the Engineer may allow subgrade acceptance in areas as small as one acre. After the supporting soil has been accepted by the Geosynthetics Installer, it will be the Geosynthetics Installer's responsibility to indicate to the Engineer and CQA Engineer any Davidson County C&D Landfill Closure CQA Manual October 2016 8.0 GCL CQA Page 49 change in the supporting soil condition that may require repair work. If the CQA Engineer concurs with the Geosynthetics Installer, then the Engineer will ensure that the supporting soil is repaired. 8.3.2 Handling And Placement The Geosynthetic Installer will handle and place all GCL in such a manner as required by the project specifications. 8.3.3 Seams And Overlaps All GCL will be seamed or overlapped in accordance with project specifications or as approved by the CQA Engineer and Engineer. 8.3.4 Repairs Any holes or tears in the GCL will be repaired in accordance with the project specifications. The CQA Engineer will observe any repair. 8.3.5 Placement Of Overlying Materials All soil materials located on top of the GCL shall be placed in accordance with the project specifications. 8.4 Deficiencies The CQA Engineer will immediately determine the extent and nature of all defects and deficiencies and report them to the Owner and Engineer. All defects and deficiencies will be documented by the CQA Engineer. The Contractor shall correct defects and deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all retests on repaired defects. Davidson County C&D Landfill Closure CQA Manual October 2016 8.0 GCL CQA Page 50 Table 8.1 11 CQA Testing Program for GCL Material Approval Property Test Method Test Frequency Control Tests: Hydraulic Conductivity ASTM D 5084/D 5887 100,000 ft2 or 1 per Lot1 Bentonite Content ASTM D 5993 (@ 0% moisture) 100,000 ft2 or 1 per Lot1 Peel Strength ASTM D 6496 100,000 ft2 or 1 per Lot1 Notes: 1. Whichever provides the larger number of tests. Davidson County C&D Landfill Closure CQA Manual October 2016 9.0 Final Cover System CQA Page 51 9.0 FINAL COVER SYSTEM CQA This section of the CQA Manual addresses the landfill gas (LFG) system (C&D landfill units), drainage aggregate and piping, and the vegetative soil layer of the final cover system. By reference to Sections 4.0, 5.0, 6.0, 7.0, and 8.0 of this CQA Manual, this section also addresses the soil liner, geomembrane, geotextiles, drainage geocomposite, and geosynthetic clay liner that are included in the final cover system for the C&D landfill. This section outlines the CQA program to be implemented with regard to material approval, construction monitoring, and resolution of problems. 9.1 Final Cover System Material Approval The CQA Engineer shall verify that the following are provided and installed in accordance with the project drawings, specifications, and this CQA Manual. 9.1.1 High Density Polyethylene (HDPE) Pipe A. Receipt of Contractor's submittals on HDPE pipe. B. Review of submittals for HDPE pipe for conformity to the project specifications. 9.1.2 Polyvinyl Chloride (PVC) Pipe A. Receipt of Contractor's submittals on PVC pipe. B. Review of submittals for PVC pipe for conformity to the project specifications. 9.1.3 Corrugated Polyethylene (CPE) Pipe A. Receipt of Contractor's submittals on CPE pipe. B. Review of submittals for CPE pipe for conformity to the project specifications. 9.1.4 LFG System Components A. Receipt of Contractor's submittals on LFG system components. B. Review of submittals for LFG system components for conformity to the project specifications. Davidson County C&D Landfill Closure CQA Manual October 2016 9.0 Final Cover System CQA Page 52 9.1.5 Aggregates (Verify for each type of aggregate) A. Receipt of Contractor's submittals on aggregates. B. Review of submittals for aggregates for conformity to the project specifications. C. Verify that aggregates in stockpiles or at borrow sources conform to the project specifications. D. Conduct material control tests in accordance with Table 9.1. 9.1.6 Soil Liner The CQA program for soil liner is presented in Section 4.0 of this CQA Manual. 9.1.7 Geomembrane The CQA program for geomembranes is presented in Section 5.0 of this CQA Manual. Conduct record testing of the prepared subgrade for installation of geomembrane in accordance with Table 9.1. 9.1.8 Geotextiles The CQA program for geotextiles is presented in Section 6.0 of this CQA Manual. 9.1.9 Drainage Geocomposite The CQA program for drainage geocomposite is presented in Section 7.0 of this CQA Manual. 9.1.10 Geosynthetic Clay Liner The CQA program for geosynthetic clay liner is presented in Section 8.0 of this CQA Manual. Conduct record testing of the prepared subgrade for installation of GCL in accordance with Table 9.1. 9.1.11 Vegetative Soil Layer A. Review the proposed source of vegetative soil layer for conformance with the project specifications. Davidson County C&D Landfill Closure CQA Manual October 2016 9.0 Final Cover System CQA Page 53 B. Conduct material control tests in accordance with Table 9.1. 9.2 Final Cover System Installation The CQA Engineer will monitor and document the construction of all final cover system components for compliance with the project specifications. Monitoring the construction work for the components of the final cover system includes the following:  verify location and depth of LFG wells;  verify location of all piping;  monitoring the minimum vertical buffer maintained between field equipment and geosynthetics/piping; and  monitoring that the placement of the final cover system components does not fold or damage the geosynthetics or other underlying layers. 9.3 Deficiencies The CQA Engineer will immediately determine the extent and nature of all defects and deficiencies and report them to the Owner and Engineer. All defects and deficiencies will be documented by the CQA Engineer. The Contractor shall correct defects and deficiencies to the satisfaction of the CQA Engineer. The CQA Engineer will observe all retests on repaired defects. Davidson County C&D Landfill Closure CQA Manual October 2016 9.0 Final Cover System CQA Page 54 Table 9.112 CQA Testing Program for Final Cover System Component Property Test Method Minimum Test Frequency Record Tests: Subgrade for GCL or Geomembrane Grain Size Analysis ASTM D 422 20,000 ft2 Control Tests: Coarse Aggregate: Gradation ASTM C 136 5,000 CY Vegetative Soil Layer: Visual Classification ASTM D 2488 Each Load Grain Size Analysis ASTM D 422 5,000 CY Atterberg Limits ASTM D 4318 5,000 CY Appendix A Reference List of Test Methods Construction Quality Assurance Manual Davidson County C&D Landfill Closure Davidson County, North Carolina This page intentionally left blank. Davidson County C&D Landfill Closure CQA Manual October 2016 Appendix A: Reference List of Test Methods Page A1 Construction Quality Assurance Manual Appendix A: Reference List of Test Methods American Society American Society of Testing and Materials (ASTM): ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates. ASTM D 422 Standard Test Method for Particle Size Analysis of Soils. ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3). ASTM D 792 Standard Test Method for Density and Specific Gravity (Relative Density) of Plastics by Displacement. ASTM D 1004 Standard Test Method for Initial Tear Resistance of Plastic Film and Sheeting. ASTM D 1505 Standard Test Method for Density of Plastics by the Density- Gradient Technique. ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method. ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics. ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method. ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. ASTM D 2434 Standard Test Method for Permeability of Granular Soils (Constant Head). ASTM D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual Procedure). ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive Cylinder Method. Davidson County C&D Landfill Closure CQA Manual October 2016 Appendix A: Reference List of Test Methods Page A2 ASTM D 3042 Standard Test Method for Insoluble Residue in Carbonate Aggregates. ASTM D 4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of Geotextiles. ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of Geotextiles. ASTM D 4643 Standard Test Method for Determination of Water (Moisture) Content of Soil by the Microwave Oven Method. ASTM D 4716 Standard Test Method for Constant Head Hydraulic Transmissivity (In-Plane Flow) of Geotextiles and Geotextile Related Products. ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of a Geotextile. ASTM D 4959 Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct Heating Method. ASTM D 5084 Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter. ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes. ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of Geotextiles. ASTM D 5596 Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics. ASTM D 5641 Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber. ASTM D 5820 Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes. Davidson County C&D Landfill Closure CQA Manual October 2016 Appendix A: Reference List of Test Methods Page A3 ASTM D 5887 Standard Test Method for Measurement of Index Flux Through Saturated Geosynthetic Clay Liner Specimens Using a Flexible Wall Permeameter. ASTM D 5993 Standard Test Method for Measuring Mass per Unit of Geosynthetic Clay Liners. ASTM D 5994 Standard Test Method for Measuring Core Thickness of Textured Geomembrane. ASTM D 6241 Standard Test Method for the Static Puncture Strength of Geotextiles and Geotextile Related Products Using a 50 mm Probe. ASTM D 6392 Standard Test Method for Determining the Integrity of Nonreinforced Geomembrane Seams Produced Using Thermo- Fusion Methods. ASTM D 6496 Standard Test Method for Determining Average Bonding Peel Strength Between the Top and Bottom Layers of Needle-Punched Geosynthetic Clay Liners. ASTM D 6693 Standard Test Method for Determining Tensile Properties of Nonreinforced Flexible Polyethylene and Nonreinforced Polypropylene Geomembranes. ASTM D 6938 Standard Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth). ASTM D 7005 Standard Test Method for Determining the Bond Strength (Ply Adhesion) of Geocomposites. Davidson County C&D Landfill Closure CQA Manual October 2016 Appendix A: Reference List of Test Methods Page A4 This page intentionally left blank. Attachment D Closure Drawings Alternative Final Cover System Request Davidson County C&D Landfill Davidson County, North Carolina This page intentionally left blank. SITE LOCATION MAP NOT TO SCALE STANDARD DETAIL CALLOUT SECTION REFERENCED SHEET WHERE SECTION IS PRESENTED SHEET SET REVISION NUMBER STANDARD DETAIL LABEL AND CALLOUT DETAIL REFERENCED STANDARD SECTION LOCATION CALLOUT (SHEET AND DETAIL) STANDARD REVISION CALLOUT (SHEET AND DETAIL) SHEET WHERE DETAIL IS PRESENTED SHEET WHERE DETAIL IS PRESENTED DETAIL REFERENCED DAVIDSON COUNTY INTEGRATED SOLID WASTE MANAGEMENT LEXINGTON, NORTH CAROLINA DAVIDSON COUNTY C&D LANDFILL CLOSURE CONSTRUCTION DRAWINGS OCTOBER 2016 SEAL SEAL Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied.  Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient.  If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern.  Use of  any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. G: \ C A D \ D a v i d s o n \ D a v d c o 1 6 - 1 2 \ s h e e t s \ D A V D C O - D 0 8 1 7 . d w g - 9/ 1 6 / 2 0 1 6 1 2 : 4 7 P M SMITH 14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. C-0828 (ENGINEERING) 919.828.0577 GARDNER+ REV.DATE DESCRIPTION © 2016 Smith Gardner, Inc.                                                 RIVER BASIN: YADKIN NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION CONTOL SELF-INSPECTION PROGRAM: THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT PERSONS RESPONSIBLE FOR LAND-DISTURBING ACTIVITIES INSPECT A PROJECT AFTER EACH PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION CONTROL PLAN IS BEING FOLLOWED. RULES DETAILING THE DOCUMENTATION OF THESE INSPECTIONS TOOK EFFECT OCTOBER 1, 2010. 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 MUST BE CONDUCTED AFTER EACH PHASE OF THE PROJECT AND CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED IN ACCORDANCE WITH NCGS 113A-54.1.1 AND 15A NCAC 4B.0131. THE SELF-INSPECTION REPORT FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FROM http://www.dlr.enr.state.nc.us/pages/sedimentation new.html. IF YOU HAVE QUESTIONS OR CANNOT ACCESS THE FORM, PLEASE CONTACT THE LAND QUALITY SECTION AT (336) 771-5000 (WINSTON-SALEM REGIONAL OFFICE). SITE LOCATION 220 DAVIDSON COUNTY LANDFILL RD. LEXINGTON, NC 27292 NOT FOR CONSTRUCTION FOR BIDDING SHEET NO.DRAWING NO.DRAWING TITLE 1 -TITLE - COVER SHEET 2 S1 EXISTING CONDITIONS 3 S2 INTERMEDIATE COVER GRADING PLAN 4 S3 FINAL COVER GRADING AND DRAINAGE PLAN 5 FC1 FINAL COVER DETAILS 6 EC1 EROSION AND SEDIMENTATION CONTROL DETAILS (SHEET 1 OF 2) 7 EC2 EROSION AND SEDIMENTATION CONTROL DETAILS (SHEET 2 OF 2) DocuSign Envelope ID: 29467BBA-DD39-4EC1-A73C-3DE650DBF0AD 9/29/2016 PROJECT TITLE: DRAWING TITLE: REV.DATE DESCRIPTION DESIGNED: DRAWN: APPROVED: PROJECT NO: SCALE: FILENAME: PREPARED BY: PREPARED FOR: SHEET NUMBER:DRAWING NUMBER: DATE: G: \ C A D \ D a v i d s o n \ D a v d c o 1 6 - 1 2 \ s h e e t s \ D A V D C O - D 0 8 1 8 . d w g - 9/ 2 8 / 2 0 1 6 4 : 0 9 P M SEAL SEAL SMITHGARDNER ENGINEERS + 14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. C-0828 (ENGINEERING) 919.828.0577 Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied.  Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient.  If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern.  Use of  any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. © 2016 Smith Gardner, Inc. DAVIDSON COUNTY INTEGRATED SOLID WASTE MANAGEMENT LEXINGTON, NORTH CAROLINA   DAVIDSON COUNTY C&D LANDFILL CLOSURE CONSTRUCTION DRAWINGS       EXISTING CONDITIONS         P.K.S. C.T.J. DAVDCO 16-12 AS SHOWN OCT. 2016 DAVDCO-D0818 2 S1                                                 NOT FOR CONSTRUCTION FOR BIDDING DocuSign Envelope ID: 29467BBA-DD39-4EC1-A73C-3DE650DBF0AD 9/29/2016 9/29/2016 PROJECT TITLE: DRAWING TITLE: REV.DATE DESCRIPTION DESIGNED: DRAWN: APPROVED: PROJECT NO: SCALE: FILENAME: PREPARED BY: PREPARED FOR: SHEET NUMBER:DRAWING NUMBER: DATE: G: \ C A D \ D a v i d s o n \ D a v d c o 1 6 - 1 2 \ s h e e t s \ D A V D C O - D 0 8 1 9 . d w g - 9/ 2 8 / 2 0 1 6 4 : 0 9 P M SEAL SEAL SMITHGARDNER ENGINEERS + 14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. C-0828 (ENGINEERING) 919.828.0577 Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied.  Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient.  If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern.  Use of  any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. © 2016 Smith Gardner, Inc. DAVIDSON COUNTY INTEGRATED SOLID WASTE MANAGEMENT LEXINGTON, NORTH CAROLINA   DAVIDSON COUNTY C&D LANDFILL CLOSURE CONSTRUCTION DRAWINGS       INTERMEDIATE COVER GRADING PLAN       P.K.S. C.T.J. DAVDCO 16-12 AS SHOWN OCT. 2016 DAVDCO-D0819 3 S2                                                 NOT FOR CONSTRUCTION FOR BIDDING DocuSign Envelope ID: 29467BBA-DD39-4EC1-A73C-3DE650DBF0AD 9/29/2016 9/29/2016 PROJECT TITLE: DRAWING TITLE: REV.DATE DESCRIPTION DESIGNED: DRAWN: APPROVED: PROJECT NO: SCALE: FILENAME: PREPARED BY: PREPARED FOR: SHEET NUMBER:DRAWING NUMBER: DATE: G: \ C A D \ D a v i d s o n \ D a v d c o 1 6 - 1 2 \ s h e e t s \ D A V D C O - D 0 8 1 9 . d w g - 9/ 2 8 / 2 0 1 6 4 : 0 9 P M SEAL SEAL SMITHGARDNER ENGINEERS + 14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. C-0828 (ENGINEERING) 919.828.0577 Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied.  Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient.  If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern.  Use of  any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. © 2016 Smith Gardner, Inc. DAVIDSON COUNTY INTEGRATED SOLID WASTE MANAGEMENT LEXINGTON, NORTH CAROLINA   DAVIDSON COUNTY C&D LANDFILL CLOSURE CONSTRUCTION DRAWINGS       FINAL COVER GRADING AND DRAINAGE PLAN       P.K.S. C.T.J. DAVDCO 16-12 AS SHOWN OCT. 2016 DAVDCO-D0819 4 S3                                                 NOT FOR CONSTRUCTION FOR BIDDING DocuSign Envelope ID: 29467BBA-DD39-4EC1-A73C-3DE650DBF0AD 9/29/2016 PROJECT TITLE: DRAWING TITLE: REV.DATE DESCRIPTION DESIGNED: DRAWN: APPROVED: PROJECT NO: SCALE: FILENAME: PREPARED BY: PREPARED FOR: SHEET NUMBER:DRAWING NUMBER: DATE: G: \ C A D \ D a v i d s o n \ D a v d c o 1 6 - 1 2 \ s h e e t s \ D A V D C O - D 0 8 2 0 . d w g - 9/ 2 8 / 2 0 1 6 4 : 0 9 P M SEAL SEAL SMITHGARDNER ENGINEERS + 14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. C-0828 (ENGINEERING) 919.828.0577 Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied.  Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient.  If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern.  Use of  any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. © 2016 Smith Gardner, Inc. DAVIDSON COUNTY INTEGRATED SOLID WASTE MANAGEMENT LEXINGTON, NORTH CAROLINA   DAVIDSON COUNTY C&D LANDFILL CLOSURE CONSTRUCTION DRAWINGS       FINAL COVER DETAILS         P.K.S. C.T.J. DAVDCO 16-12 AS SHOWN OCT. 2016 DAVDCO-D0820 5 FC1                                                 NOT FOR CONSTRUCTION FOR BIDDING DocuSign Envelope ID: 29467BBA-DD39-4EC1-A73C-3DE650DBF0AD 9/29/2016 PROJECT TITLE: DRAWING TITLE: REV.DATE DESCRIPTION DESIGNED: DRAWN: APPROVED: PROJECT NO: SCALE: FILENAME: PREPARED BY: PREPARED FOR: SHEET NUMBER:DRAWING NUMBER: DATE: G: \ C A D \ D a v i d s o n \ D a v d c o 1 6 - 1 2 \ s h e e t s \ D A V D C O - D 0 8 2 0 . d w g - 9/ 2 8 / 2 0 1 6 4 : 0 9 P M SEAL SEAL SMITHGARDNER ENGINEERS + 14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. C-0828 (ENGINEERING) 919.828.0577 Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied.  Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient.  If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern.  Use of  any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. © 2016 Smith Gardner, Inc. DAVIDSON COUNTY INTEGRATED SOLID WASTE MANAGEMENT LEXINGTON, NORTH CAROLINA   DAVIDSON COUNTY C&D LANDFILL CLOSURE CONSTRUCTION DRAWINGS       EROSION AND SEDIMENTATION CONTROL DETAILS (SHEET 1 OF 2)     P.K.S. C.T.J. DAVDCO 16-12 AS SHOWN OCT. 2016 DAVDCO-D0820 6 EC1                                                 NOT FOR CONSTRUCTION FOR BIDDING DocuSign Envelope ID: 29467BBA-DD39-4EC1-A73C-3DE650DBF0AD 9/29/2016 PROJECT TITLE: DRAWING TITLE: REV.DATE DESCRIPTION DESIGNED: DRAWN: APPROVED: PROJECT NO: SCALE: FILENAME: PREPARED BY: PREPARED FOR: SHEET NUMBER:DRAWING NUMBER: DATE: G: \ C A D \ D a v i d s o n \ D a v d c o 1 6 - 1 2 \ s h e e t s \ D A V D C O - D 0 8 2 0 . d w g - 9/ 2 8 / 2 0 1 6 4 : 0 9 P M SEAL SEAL SMITHGARDNER ENGINEERS + 14 N. Boylan Avenue, Raleigh NC 27603 NC LIC. NO. C-0828 (ENGINEERING) 919.828.0577 Electronic files are instruments of service provided by Smith Gardner, Inc. for the convenience of the intended recipient(s), and no warranty is either expressed or implied.  Any reuse or redistribution of this document in whole or part without the written authorization of Smith Gardner, Inc., will be at the sole risk of the recipient.  If there is a discrepancy between the electronic files and the signed and sealed hard copies, the hard copies shall govern.  Use of  any electronic files generated or provided by Smith Gardner, Inc., constitutes an acceptance of these terms and conditions. © 2016 Smith Gardner, Inc. DAVIDSON COUNTY INTEGRATED SOLID WASTE MANAGEMENT LEXINGTON, NORTH CAROLINA   DAVIDSON COUNTY C&D LANDFILL CLOSURE CONSTRUCTION DRAWINGS       EROSION AND SEDIMENTATION CONTROL DETAILS (SHEET 2 OF 2)     P.K.S. C.T.J. DAVDCO 16-12 AS SHOWN OCT. 2016 DAVDCO-D0820 7 EC2                                                 NOT FOR CONSTRUCTION FOR BIDDING DocuSign Envelope ID: 29467BBA-DD39-4EC1-A73C-3DE650DBF0AD 9/29/2016           Th i s P a g e I n t e n t i o n a l l y L e f t B l a n k Attachment 2 Response to Comments (Letter to Ming-Tai Chao, P.E. dated October 13, 2016) Final Application for Closure Davidson County C&D Landfill Davidson County, North Carolina This page intentionally left blank. October 13, 2016 Mr. Ming-Tai Chao, P.E. Environmental Engineer NC DEQ Division of Waste Management 217 W. Jones Street Raleigh, NC 27603 RE: Davidson County C&D Landfill (Permit No. 29-06) Alternative Final Cover System Response to Review Comments Dear Ming: On behalf of Davidson County, Smith Gardner, Inc. (S+G) would like to respond to the comments in your emails dated and received by S+G via email on October 3rd and October 6th, 2016 (see attached). These comments are repeated below in italics followed by our response in bold. October 6th Email: Address Comments Nos. 1, 2, and 4 from October 3rd email. Comment No. 3 was addressed by provided CQA Manual (dated October 2016). See the responses below. If the leachate generation from the closed CDLF is expected to last for a long period time, rather than a temporary removal action; the activities and costs associated inspection, O&M, and leachate removal and leachate pipe final closure/cap should be added to the Post- Closure Plan & post-closure estimates. See the response to Comment 4 below. October 3rd Email: 1. What is the size (acreage) of the closed area? The permitted disposed area of the CDLF is 7.6 acres but the drawings show the “Contract Limits” is 9.1 acres. Please clarify. The acreage will be used as the basis for calculating post-closure care costs. The waste footprint (area to be closed) of the C&D landfill is 7.6 acres. The area shown for the contract limits is the area anticipated to be impacted by contractor activities during the closure work. Mr. Ming-Tai Chao, P.E. October 13, 2016 Page 2 of 3 The approved maximum side slope of the final cap of the CDLF is 4 (horizontal) to 1 (vertical) as shown on the Section 3.1 of the Facility and Engineering Plan dated March 2009 and revised April 2011 (DIN 13912). The proposed closure side slope is 3 to 1 or 4 to 1 as stated in the September 29, 2016 letter (DIN 26790). The section(s) of the closed cap has 3 to 1 side slope requires to be illustrated/noted on the closure plan drawing(s), and the slope stability analysis of the 3 to 1 side slope must be submitted for a review and approval. The closure drawings do indicate the steeper side slope on the details. In general, however, the slope of the closure from bottom to top of slope is generally flatter than 3H:1V. S+G performed a slope stability evaluation of one selected cross section than had overall a longer/steeper slope than other areas. The results of this evaluation (attached) show that the steeper slopes are anticipated to be adequately stable. 2. Comment addressed in CQA Manual. 3. A side riser pipe located in the Phase 1 area as shown on Sheet No. 3/Drawing No. S2 will be used for leachate removal. Is there any special requirement(s) for protecting the pipe? How is the pipe incorporating to the final closure cover? Please clarify. The side riser pipe was part of a leachate monitoring/removal system installed during Cell 1 construction to address the potential for leachate buildup in Cell 1. In addition to the side riser, a nearby 18-inch diameter CPE (Type S) (monitoring) pipe and a precast concrete vault were installed as a monitoring system. Any liquid in the monitoring pipe drains to the concrete vault. Since filling Cell 1, no leachate flow has been observed in the vault and, thus, no leachate has been removed using the side riser. For the closure, the soil cover will be placed around the side riser, allowing future access if needed. The monitoring vault will also remain accessible. The County will continue to periodically monitor for leachate in the vault. However, given the lack of flow to date, it is not anticipated that there will be future buildup of leachate within Cell 1 to cause flow into the vault. Please contact us at your earliest convenience should you have any questions or comments or if you require additional information related to this submittal. Mr. Ming-Tai Chao, P.E. October 13, 2016 Page 3 of 3 Sincerely, SMITH GARDNER, INC. Gregory G. Mills, P.E. Pieter K. Scheer, P.E. Senior Project Engineer Vice President, Senior Engineer gregm@smithgardnerinc.com pieter@smithgardnerinc.com Attachments: DEQ Email with Comments (October 3rd and 6th, 2016) Supplementary Slope Stability Evaluation cc: Rex Buck, Davidson County Steven Sink, Davidson County John Murray, P.E., NC DEQ - DWM Susan Heim, NC DEQ - DWM This page intentionally left blank. 1 Pieter Scheer From:Chao, Ming-tai Sent:Monday, October 3, 2016 11:33 AM To:Pieter Scheer Cc:Murray, John E Subject:RE: Davidson County C&D Landfill (Permit No. 29-06) Follow Up Flag:Follow up Flag Status:Flagged Hi Pieter: Please send me the electronic file of the approved Closure and Post-closure plan and CQA plan of the Davidson County CDLF; it is evident that the requested plans are not available in the file or document tracking system. I conducted a review of the documents that attached to the September 29, 2016 e-mail, few comments state below: 1. What is the size (acreage) of the closed area? The permitted disposed area of the CDLF is 7.6 acres but the drawings show the “Contract Limits” is 9.1 acres. Please clarify. The acreage will be used as the basis for calculating post-closure care costs. 2. The approved maximum side slope of the final cap of the CDLF is 4 (horizontal) to 1 (vertical) as shown on the Section 3.1 of the Facility and Engineering Plan dated March 2009 and revised April 2011 (DIN 13912). The proposed closure side slope is 3 to 1 or 4 to 1 as stated in the September 29, 2016 letter (DIN 26790). The section(s) of the closed cap has 3 to 1 side slope requires to be illustrated/noted on the closure plan drawing(s), and the slope stability analysis of the 3 to 1 side slope must be submitted for a review and approval. 3. The LLDPE is directly placed over the intermediate soil cover; therefore, the top 6-inch (at a minimum) of this soil cover must be specified for the maximum soil grain size (including testing method and frequency) and the final preparation (including the subgrade acceptance & the base-line survey) for receiving the overlying LLDPE. The Specification Section 02223 – Embankment Table 1 Note 5 may be amended to incorporate the revision or cross-referenced of Part D. 3 of Section 02778 - LLDPE. 4. A side riser pipe located in the Phase 1 area as shown on Sheet No. 3/Drawing No. S2 will be used for leachate removal. Is there any special requirement(s) for protecting the pipe? How is the pipe incorporating to the final closure cover? Please clarify. Please contact me if you have any questions of the comments. Ming Chao Ming-Tai Chao, P.E. Environmental Engineer Permitting Branch, Solid Waste Section NCDEQ, Division of Waste Management (Mailing Address) 1646 Mail Service Center Raleigh, NC 27699-1646 (Street Address) Green Square, 217 West Jones Street 1 Pieter Scheer From:Chao, Ming-tai Sent:Thursday, October 6, 2016 10:19 AM To:Pieter Scheer (pieter@smithgardnerinc.com) Cc:Murray, John E Subject:Comments on the Closure Plan, Davidson County C&D Landfill (Permit No. 29-06) Follow Up Flag:Follow up Flag Status:Flagged Hi Pieter: I completed a review of the revised CQA Plan dated October 2016 and have no comment on it. The Comment No. 3 in the 10/03/2016 e-mail is properly addressed. The Closure Plan and Post-Closure Plan dated May 2012 (portion of the application [DIN 16964]) indicated the side slope is 4 to 1 (Section 1.3 of the Closure Plan, page 1.0-2) but the Closure Plan Drawing NO. D3 - 1/D3 & 2/D3 show the side slope either varies or 3 to 1. So you still have to address the Comment No. 2 in the 10/03/2016 e-mail. Also clarifications/responses to Comment Nos 1 & 4 are also required. Additionally, if the leachate generation from the closed CDLF is expected to last for a long period time, rather than a temporary removal action; the activities and costs associated inspection, O&M, and leachate removal and leachate pipe final closure/cap should be added to the Post-Closure Plan & post-closure estimates. Please contact me if you have any questions of the comments. Thanks and have a wonderful day. Ming Chao Ming-Tai Chao, P.E. Environmental Engineer Permitting Branch, Solid Waste Section NCDEQ, Division of Waste Management (Mailing Address) 1646 Mail Service Center Raleigh, NC 27699-1646 (Street Address) Green Square, 217 West Jones Street Raleigh, NC 27603 Tel. 919-707-8251 ming.chao@ncdenr.gov http://portal.ncdenr.org/web/wm/sw E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties.   ADDRESS TEL WEB PROJECT SHEET 1 OF 18 DATECOMPUTED BY SUBJECT JOB #CHECKED BY OBJECTIVE: REFERENCE: ANALYSIS: RESULTS: 14 N. Boylan Avenue, Raleigh, NC 27603 919.828.0577 www.smithgardnerinc.com Davidson County C&D Landfill Circular Failure (Static): 2.49 Circular Failure (Seismic): 2.07 Richardson, G.N., Kavazanjian, E., and N. Matasovic (1995), RCRA Subtitle D (258) Seismic Design Guidance for Municipal Solid Waste Landfill Facilities, EPA/600/R-95/051, U.S. Environmental Protection Agency, Washington, D.C. Based on the results of the evaluation (see attached), the minimum factor of safety satisfies EPA guidelines. This slope stability evaluation was performed using the computer program STABL5M, a computer program developed by Purdue University. The slope stability evaluation was performed on the cross section shown on the attached figures (base and final grades shown) which has a longer/steeper side slope than other portions of the landfill. The shear strength envelope assumed for the waste in this evaluation was cohesion = 500 psf and phi = 25 degrees; which is believed to be conservative for C&D wastes. Also, the shear strength envelope assumed for the subgrade/berms in this evaluation was cohesion = 100 psf and phi = 25 degrees; which is believed to be conservative as well. The results are as follows: 10/11/2016PKS Supplemental Slope Stability Eval.DAVDCO-16-12 GGM To perform a slope stability evaluation for the C&D landfill. Note that although the landfill is not in a seismic impact zone (apeak = 0.08), both static and seismic conditions were evaluated. For the evaluation of seismic conditions, the pseudo-static seismic coefficient used was taken as at least half of the ground surface acceleration value to account for the average acceleration predicted within the waste mass (EPA/600/R-95/051). Based on EPA guidance for MSW landfills (EPA/600/R-95/051), landfills are required to have minimum factors of safety of 1.5 and 1.0 for static and seismic conditions, respectively. SMITH GARDNER, INC.DC Supplemental Slope Stability Eval.xls This page intentionally left blank. 2 of 18 3 of 18 4 of 18 0 20 0 40 0 60 0 80 0 10 0 0 1200 1400 0 20 0 40 0 60 0 80 0 10 0 0 Da v i d s o n C o . C & D L F C l o s u r e - X. S e c t . A C i r c u l a r S t a t i c h: \ p r o j e c t s \ d a v i d s o n c o u n t y ( n c ) \d a v d c o - 1 6 - 1 2 ( c & d l f c l o s u r e b i d & c o n s t r u c t i o n ) \ a l t e r n a t i v e f c s r e q u e s t \ c a l c u l a t i o n s \ s l o p e s t ab i l i t y ( s t e d w i n ) \ d c a c g s . p l 2 R u n B y : P i e t e r K . S c h e e r , P E 1 0/11/2016 11:10 A 1 1 1 1 1 2 2 2 2 11 1 1 1 1 1 1 1 W1 W1 W 1 W2 W 2 b c d e f g h i ja Mi n . S u r f a c e E l e v a t i o n 6 7 5 #F S a2 . 4 9 b2 . 5 1 c2 . 5 2 d2 . 5 2 e2 . 5 2 f2 . 5 2 g2 . 5 2 h2 . 5 3 i2 . 5 3 j2 . 5 3 So i l De s c . Su b g r a d e Wa s t e So i l Ty p e No . 1 2 To t a l Un i t W t . (p c f ) 11 0 . 0 75 . 0 Sa t u r a t e d Un i t W t . (p c f ) 11 0 . 0 75 . 0 Co h e s i o n In t e r c e p t (p s f ) 10 0 . 0 50 0 . 0 Fr i c t i o n An g l e (d e g ) 25 . 0 25 . 0 Pi e z . Su r f a c e No . W1 W1 PC S T A B L 5 M / s i F S m i n = 2 . 4 9 Sa f e t y F a c t o r s A r e C a l c u l a t e d B y T h e M o d i f i e d B i s h o p M e t h o d 5 of 18 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis-- Simplified Janbu, Simplified Bishop or Spencer`s Method of Slices Run Date: 10/11/2016 Time of Run: 11:10AM Run By: Pieter K. Scheer, PE Input Data Filename: H:dcacgs.in Output Filename: H:dcacgs.OUT Unit: ENGLISH Plotted Output Filename: H:dcacgs.PLT PROBLEM DESCRIPTION Davidson Co. C&DLF Closure - X. Sect. A Circular Static BOUNDARY COORDINATES 9 Top Boundaries 18 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 690.00 20.00 686.00 1 2 20.00 686.00 40.00 686.00 1 3 40.00 686.00 60.00 688.00 1 4 60.00 688.00 80.00 697.00 1 5 80.00 697.00 110.00 698.00 1 6 110.00 698.00 115.00 698.00 2 6 of 18 H:dcacgs.OUT Page 2 7 115.00 698.00 325.00 760.00 2 8 325.00 760.00 385.00 765.00 2 9 385.00 765.00 570.00 762.00 2 10 115.00 698.00 140.00 690.00 1 11 140.00 690.00 220.00 698.00 1 12 220.00 698.00 250.00 700.00 1 13 250.00 700.00 280.00 708.00 1 14 280.00 708.00 320.00 710.00 1 15 320.00 710.00 335.00 712.00 1 16 335.00 712.00 390.00 714.00 1 17 390.00 714.00 455.00 722.00 1 18 455.00 722.00 570.00 722.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 110.0 110.0 100.0 25.0 0.00 0.0 1 2 75.0 75.0 500.0 25.0 0.00 0.0 1 2 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 3 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 0.00 676.00 2 275.00 680.00 3 570.00 680.00 Piezometric Surface No. 2 Specified by 2 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 132.00 688.00 2 205.00 688.00 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 2500 Trial Surfaces Have Been Generated. 50 Surfaces Initiate From Each Of 50 Points Equally Spaced Along The Ground Surface Between X = 50.00 ft. and X = 200.00 ft. Each Surface Terminates Between X = 300.00 ft. and X = 550.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y =675.00 ft. 20.00 ft. Line Segments Define Each Trial Failure Surface. **** ERROR - RC11 **** >>200 attempts to generate failure surface have failed. Revise limitations Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 95.92 697.53 2 115.21 692.26 3 134.85 688.46 4 154.71 686.15 5 174.70 685.34 6 194.69 686.03 7 214.56 688.22 8 234.22 691.91 9 253.55 697.06 10 272.43 703.66 11 290.76 711.65 12 308.44 721.00 13 325.37 731.66 14 341.44 743.55 15 356.58 756.63 16 363.09 763.17 Circle Center At X = 175.5 ; Y = 950.3 and Radius, 265.0 *** 2.486 *** 7 of 18 H:dcacgs.OUT Page 3 Individual data on the 25 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 14.1 3341.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 5.0 1873.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0.2 133.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 19.6 18652.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 4.0 5200.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 1.2 1639.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 14.7 24597.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 20.0 45073.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 20.0 55457.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 10.3 31586.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 9.6 30571.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 5.4 17799.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13 14.2 47155.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14 15.8 52142.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15 3.5 11598.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 18.9 60585.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17 7.6 23324.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18 2.7 8066.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19 8.1 23459.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20 17.7 47967.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21 16.6 38925.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22 0.4 782.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 23 16.1 27845.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 24 15.1 13519.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25 6.5 1466.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.86 697.43 2 112.13 692.08 3 131.73 688.12 4 151.57 685.58 5 171.54 684.47 6 191.54 684.78 7 211.46 686.53 8 231.21 689.70 9 250.68 694.28 10 269.77 700.23 11 288.39 707.54 12 306.43 716.16 13 323.82 726.06 14 340.44 737.17 15 356.24 749.44 16 371.11 762.81 17 372.18 763.93 Circle Center At X = 177.1 ; Y = 963.6 and Radius, 279.2 *** 2.509 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.86 697.43 2 112.17 692.24 3 131.80 688.39 4 151.64 685.91 5 171.61 684.80 6 191.61 685.08 7 211.54 686.73 8 231.31 689.76 9 250.83 694.14 10 269.99 699.86 11 288.71 706.89 12 306.91 715.20 13 324.48 724.74 14 341.36 735.48 15 357.45 747.35 8 of 18 H:dcacgs.OUT Page 4 16 372.69 760.30 17 376.80 764.32 Circle Center At X = 177.6 ; Y = 974.3 and Radius, 289.5 *** 2.517 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 86.74 697.22 2 105.95 691.66 3 125.51 687.52 4 145.33 684.83 5 165.29 683.59 6 185.29 683.82 7 205.22 685.51 8 224.97 688.66 9 244.44 693.24 10 263.52 699.24 11 282.11 706.62 12 300.10 715.34 13 317.42 725.36 14 333.95 736.62 15 349.61 749.05 16 364.32 762.60 17 365.00 763.33 Circle Center At X = 172.2 ; Y = 956.4 and Radius, 272.9 *** 2.520 *** Failure Surface Specified By 15 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 98.98 697.63 2 117.73 690.68 3 137.08 685.62 4 156.83 682.48 5 176.80 681.29 6 196.78 682.08 7 216.59 684.84 8 236.04 689.52 9 254.92 696.10 10 273.07 704.51 11 290.30 714.65 12 306.46 726.45 13 321.37 739.78 14 334.90 754.51 15 339.96 761.25 Circle Center At X = 178.8 ; Y = 884.3 and Radius, 203.0 *** 2.521 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 95.92 697.53 2 115.42 693.07 3 135.17 689.97 4 155.10 688.24 5 175.10 687.88 6 195.07 688.91 7 214.92 691.32 8 234.57 695.08 9 253.90 700.20 10 272.84 706.64 11 291.28 714.36 12 309.15 723.35 13 326.36 733.54 14 342.82 744.90 15 358.46 757.37 16 364.96 763.33 Circle Center At X = 170.2 ; Y = 976.8 and Radius, 289.0 *** 2.521 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 9 of 18 H:dcacgs.OUT Page 5 1 89.80 697.33 2 108.78 691.02 3 128.20 686.27 4 147.95 683.09 5 167.89 681.51 6 187.89 681.55 7 207.82 683.19 8 227.55 686.44 9 246.96 691.26 10 265.92 697.63 11 284.31 705.51 12 302.00 714.84 13 318.88 725.56 14 334.84 737.61 15 349.78 750.90 16 361.38 763.03 Circle Center At X = 177.4 ; Y = 929.2 and Radius, 247.9 *** 2.524 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 83.67 697.12 2 102.95 691.80 3 122.57 687.88 4 142.41 685.39 5 162.38 684.32 6 182.38 684.70 7 202.29 686.51 8 222.03 689.76 9 241.48 694.41 10 260.55 700.45 11 279.13 707.85 12 297.13 716.57 13 314.45 726.56 14 331.02 737.77 15 346.73 750.14 16 360.83 762.99 Circle Center At X = 167.1 ; Y = 961.9 and Radius, 277.7 *** 2.527 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 83.67 697.12 2 102.84 691.42 3 122.39 687.17 4 142.20 684.41 5 162.16 683.14 6 182.15 683.38 7 202.08 685.12 8 221.82 688.35 9 241.25 693.05 10 260.28 699.21 11 278.80 706.78 12 296.69 715.71 13 313.86 725.97 14 330.21 737.49 15 345.65 750.20 16 358.81 762.82 Circle Center At X = 169.0 ; Y = 948.7 and Radius, 265.7 *** 2.529 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.86 697.43 2 111.66 690.61 3 130.97 685.42 4 150.66 681.90 5 170.58 680.06 6 190.58 679.93 7 210.51 681.51 10 of 18 H:dcacgs.OUT Page 6 8 230.24 684.79 9 249.62 689.73 10 268.51 696.31 11 286.77 704.47 12 304.26 714.16 13 320.87 725.31 14 336.46 737.84 15 350.93 751.64 16 360.96 763.00 Circle Center At X = 182.0 ; Y = 913.7 and Radius, 233.9 *** 2.534 *** 11 of 18 This page intentionally left blank. 12 of 18 0 20 0 40 0 60 0 80 0 10 0 0 1200 1400 0 20 0 40 0 60 0 80 0 10 0 0 Da v i d s o n C o . C & D L F C l o s u r e - X. S e c t . A C i r c u l a r S t a t i c h: \ p r o j e c t s \ d a v i d s o n c o u n t y ( n c ) \d a v d c o - 1 6 - 1 2 ( c & d l f c l o s u r e b i d & c o n s t r u c t i o n ) \ a l t e r n a t i v e f c s r e q u e s t \ c a l c u l a t i o n s \ s l o p e s t a b i l i t y ( s t e d w i n ) \ d c a c g d . p l 2 R un By: Pieter K. Scheer, PE 1 0/11/2016 11:12 A 1 1 1 1 1 2 2 2 2 11 1 1 1 1 1 1 1 W1 W1 W 1 W2 W 2 b c d e f g h i j a Mi n . S u r f a c e E l e v a t i o n 6 7 5 #F S a2 . 0 7 b2 . 0 8 c2 . 0 9 d2 . 0 9 e2 . 0 9 f2 . 1 0 g2 . 1 0 h2 . 1 0 i2 . 1 0 j2 . 1 0 So i l De s c . Su b g r a d e Wa s t e So i l Ty p e No . 1 2 To t a l Un i t W t . (p c f ) 11 0 . 0 75 . 0 Sa t u r a t e d Un i t W t . (p c f ) 11 0 . 0 75 . 0 Co h e s i o n In t e r c e p t (p s f ) 10 0 . 0 50 0 . 0 Fr i c t i o n An g l e (d e g ) 25 . 0 25 . 0 Pi e z . Su r f a c e No . W1 W1 Lo a d V a l u e Ho r i z E q k 0 . 0 5 0 g < Ve r t E q k 0 . 0 5 0 g / \ PC S T A B L 5 M / s i F S m i n = 2 . 0 7 Sa f e t y F a c t o r s A r e C a l c u l a t e d B y T h e M o d i f i e d B i s h o p M e t h o d 13 of 18 H:dcacgd.OUT Page 1 ** PCSTABL5M ** by Purdue University --Slope Stability Analysis-- Simplified Janbu, Simplified Bishop or Spencer`s Method of Slices Run Date: 10/11/2016 Time of Run: 11:12AM Run By: Pieter K. Scheer, PE Input Data Filename: H:dcacgd.in Output Filename: H:dcacgd.OUT Unit: ENGLISH Plotted Output Filename: H:dcacgd.PLT PROBLEM DESCRIPTION Davidson Co. C&DLF Closure - X. Sect. A Circular Static BOUNDARY COORDINATES 9 Top Boundaries 18 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 690.00 20.00 686.00 1 2 20.00 686.00 40.00 686.00 1 3 40.00 686.00 60.00 688.00 1 4 60.00 688.00 80.00 697.00 1 5 80.00 697.00 110.00 698.00 1 6 110.00 698.00 115.00 698.00 2 7 115.00 698.00 325.00 760.00 2 8 325.00 760.00 385.00 765.00 2 9 385.00 765.00 570.00 762.00 2 10 115.00 698.00 140.00 690.00 1 11 140.00 690.00 220.00 698.00 1 12 220.00 698.00 250.00 700.00 1 13 250.00 700.00 280.00 708.00 1 14 280.00 708.00 320.00 710.00 1 15 320.00 710.00 335.00 712.00 1 16 335.00 712.00 390.00 714.00 1 17 390.00 714.00 455.00 722.00 1 18 455.00 722.00 570.00 722.00 1 ISOTROPIC SOIL PARAMETERS 2 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 110.0 110.0 100.0 25.0 0.00 0.0 1 2 75.0 75.0 500.0 25.0 0.00 0.0 1 2 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 3 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 0.00 676.00 2 275.00 680.00 3 570.00 680.00 Piezometric Surface No. 2 Specified by 2 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 132.00 688.00 2 205.00 688.00 A Horizontal Earthquake Loading Coefficient Of0.050 Has Been Assigned A Vertical Earthquake Loading Coefficient Of0.050 Has Been Assigned Cavitation Pressure = 0.0 (psf) A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 2500 Trial Surfaces Have Been Generated. 50 Surfaces Initiate From Each Of 50 Points Equally Spaced Along The Ground Surface Between X = 50.00 ft. and X = 200.00 ft. Each Surface Terminates Between X = 300.00 ft. 14 of 18 H:dcacgd.OUT Page 2 and X = 550.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y =675.00 ft. 20.00 ft. Line Segments Define Each Trial Failure Surface. **** ERROR - RC11 **** >>200 attempts to generate failure surface have failed. Revise limitations Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 95.92 697.53 2 115.21 692.26 3 134.85 688.46 4 154.71 686.15 5 174.70 685.34 6 194.69 686.03 7 214.56 688.22 8 234.22 691.91 9 253.55 697.06 10 272.43 703.66 11 290.76 711.65 12 308.44 721.00 13 325.37 731.66 14 341.44 743.55 15 356.58 756.63 16 363.09 763.17 Circle Center At X = 175.5 ; Y = 950.3 and Radius, 265.0 *** 2.073 *** Individual data on the 25 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 14.1 3341.2 0.0 0.0 0.0 0.0 167.1 167.1 0.0 2 5.0 1873.8 0.0 0.0 0.0 0.0 93.7 93.7 0.0 3 0.2 133.7 0.0 0.0 0.0 0.0 6.7 6.7 0.0 4 19.6 18652.8 0.0 0.0 0.0 0.0 932.6 932.6 0.0 5 4.0 5200.3 0.0 0.0 0.0 0.0 260.0 260.0 0.0 6 1.2 1639.9 0.0 0.0 0.0 0.0 82.0 82.0 0.0 7 14.7 24597.7 0.0 0.0 0.0 0.0 1229.9 1229.9 0.0 8 20.0 45073.5 0.0 0.0 0.0 0.0 2253.7 2253.7 0.0 9 20.0 55457.6 0.0 0.0 0.0 0.0 2772.9 2772.9 0.0 10 10.3 31586.7 0.0 0.0 0.0 0.0 1579.3 1579.3 0.0 11 9.6 30571.6 0.0 0.0 0.0 0.0 1528.6 1528.6 0.0 12 5.4 17799.5 0.0 0.0 0.0 0.0 890.0 890.0 0.0 13 14.2 47155.4 0.0 0.0 0.0 0.0 2357.8 2357.8 0.0 14 15.8 52142.7 0.0 0.0 0.0 0.0 2607.1 2607.1 0.0 15 3.5 11598.4 0.0 0.0 0.0 0.0 579.9 579.9 0.0 16 18.9 60585.7 0.0 0.0 0.0 0.0 3029.3 3029.3 0.0 17 7.6 23324.9 0.0 0.0 0.0 0.0 1166.2 1166.2 0.0 18 2.7 8066.8 0.0 0.0 0.0 0.0 403.3 403.3 0.0 19 8.1 23459.5 0.0 0.0 0.0 0.0 1173.0 1173.0 0.0 20 17.7 47967.0 0.0 0.0 0.0 0.0 2398.3 2398.3 0.0 21 16.6 38925.5 0.0 0.0 0.0 0.0 1946.3 1946.3 0.0 22 0.4 782.0 0.0 0.0 0.0 0.0 39.1 39.1 0.0 23 16.1 27845.8 0.0 0.0 0.0 0.0 1392.3 1392.3 0.0 24 15.1 13519.2 0.0 0.0 0.0 0.0 676.0 676.0 0.0 25 6.5 1466.8 0.0 0.0 0.0 0.0 73.3 73.3 0.0 Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.86 697.43 2 112.13 692.08 3 131.73 688.12 4 151.57 685.58 5 171.54 684.47 6 191.54 684.78 15 of 18 H:dcacgd.OUT Page 3 7 211.46 686.53 8 231.21 689.70 9 250.68 694.28 10 269.77 700.23 11 288.39 707.54 12 306.43 716.16 13 323.82 726.06 14 340.44 737.17 15 356.24 749.44 16 371.11 762.81 17 372.18 763.93 Circle Center At X = 177.1 ; Y = 963.6 and Radius, 279.2 *** 2.083 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.86 697.43 2 112.17 692.24 3 131.80 688.39 4 151.64 685.91 5 171.61 684.80 6 191.61 685.08 7 211.54 686.73 8 231.31 689.76 9 250.83 694.14 10 269.99 699.86 11 288.71 706.89 12 306.91 715.20 13 324.48 724.74 14 341.36 735.48 15 357.45 747.35 16 372.69 760.30 17 376.80 764.32 Circle Center At X = 177.6 ; Y = 974.3 and Radius, 289.5 *** 2.087 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 86.74 697.22 2 105.95 691.66 3 125.51 687.52 4 145.33 684.83 5 165.29 683.59 6 185.29 683.82 7 205.22 685.51 8 224.97 688.66 9 244.44 693.24 10 263.52 699.24 11 282.11 706.62 12 300.10 715.34 13 317.42 725.36 14 333.95 736.62 15 349.61 749.05 16 364.32 762.60 17 365.00 763.33 Circle Center At X = 172.2 ; Y = 956.4 and Radius, 272.9 *** 2.092 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 89.80 697.33 2 108.78 691.02 3 128.20 686.27 4 147.95 683.09 5 167.89 681.51 6 187.89 681.55 7 207.82 683.19 8 227.55 686.44 9 246.96 691.26 10 265.92 697.63 16 of 18 H:dcacgd.OUT Page 4 11 284.31 705.51 12 302.00 714.84 13 318.88 725.56 14 334.84 737.61 15 349.78 750.90 16 361.38 763.03 Circle Center At X = 177.4 ; Y = 929.2 and Radius, 247.9 *** 2.093 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 92.86 697.43 2 111.66 690.61 3 130.97 685.42 4 150.66 681.90 5 170.58 680.06 6 190.58 679.93 7 210.51 681.51 8 230.24 684.79 9 249.62 689.73 10 268.51 696.31 11 286.77 704.47 12 304.26 714.16 13 320.87 725.31 14 336.46 737.84 15 350.93 751.64 16 360.96 763.00 Circle Center At X = 182.0 ; Y = 913.7 and Radius, 233.9 *** 2.099 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 83.67 697.12 2 102.84 691.42 3 122.39 687.17 4 142.20 684.41 5 162.16 683.14 6 182.15 683.38 7 202.08 685.12 8 221.82 688.35 9 241.25 693.05 10 260.28 699.21 11 278.80 706.78 12 296.69 715.71 13 313.86 725.97 14 330.21 737.49 15 345.65 750.20 16 358.81 762.82 Circle Center At X = 169.0 ; Y = 948.7 and Radius, 265.7 *** 2.099 *** Failure Surface Specified By 16 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 83.67 697.12 2 102.95 691.80 3 122.57 687.88 4 142.41 685.39 5 162.38 684.32 6 182.38 684.70 7 202.29 686.51 8 222.03 689.76 9 241.48 694.41 10 260.55 700.45 11 279.13 707.85 12 297.13 716.57 13 314.45 726.56 14 331.02 737.77 15 346.73 750.14 16 360.83 762.99 Circle Center At X = 167.1 ; Y = 961.9 and Radius, 277.7 17 of 18 H:dcacgd.OUT Page 5 *** 2.101 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 86.74 697.22 2 105.68 690.82 3 125.08 685.94 4 144.80 682.63 5 164.73 680.90 6 184.73 680.77 7 204.67 682.23 8 224.44 685.28 9 243.90 689.90 10 262.93 696.05 11 281.41 703.70 12 299.22 712.81 13 316.24 723.30 14 332.38 735.12 15 347.52 748.19 16 361.57 762.42 17 362.13 763.09 Circle Center At X = 176.4 ; Y = 931.1 and Radius, 250.5 *** 2.101 *** Failure Surface Specified By 17 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 95.92 697.53 2 115.36 692.82 3 135.05 689.33 4 154.92 687.09 5 174.90 686.10 6 194.90 686.37 7 214.84 687.89 8 234.65 690.66 9 254.24 694.67 10 273.55 699.90 11 292.48 706.33 12 310.98 713.94 13 328.96 722.69 14 346.36 732.56 15 363.10 743.50 16 379.13 755.46 17 390.25 764.91 Circle Center At X = 180.6 ; Y = 1004.5 and Radius, 318.5 *** 2.101 *** 18 of 18