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SEPA E02-021 - RHONE-POULENC FACILITY - SUBSURFACE BARRIER WALL ENCIRCLING CONTAMINATED GROUNDWATER
FORMER RHONE POULENC FACILITY CONSTRUCT SUBSURFACE BARRIER WALL ENCIRCLING CONTAMINATED GROUNDWATER RECOVERY SYSTEM 9229 EAST MARGINAL WAY S. E02 -021 • Cg of Tg,gkWild Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF DECISION November 7, 2002 To: Peter Wold, RCI Environmental, Inc., applicant State Department of Ecology, SEPA Division Christie Brown, EPA Region 10 Linda Matlock, Department of Ecology Donna Hogerhuis Mukleshoot Cultural Resources Program This letter is issued pursuant to Tukwila Municipal Code (TMC) Section 21- 04.156 and serves as a notice of decision that the application for the construction of a subsurface barrier wall and groundwater recovery system to contain the contaminants from entering the Duwamish Waterway at 9229 East Marginal Way South is designated. as Planned Action and no further SEPA review is required. Project Background FILE NUMBER: E02 -021 APPLICANT: Peter Wold, RCI Environmental, Inc. REQUEST: Determine that all impacts associated with the construction of a subsurface barrier wall and groundwater recovery system to contain the contaminants from entering the Duwamish Waterway at 9229 East Marginal Way South have been mitigated as part of 1998 EIS. LOCATION: 9229 East Marginal Way South PROJECT DESCRIPTION: The project is to construct a subsurface barrier wall encircling contaminated groundwater to control migration of contaminants into the Duwamish River and Slip 6. The wall will be approximately 2300 linear feet long and 50 to 70 feet deep. The Environmental Protection Agency (EPA) Region 10 is the lead governmental agency for the site. The site facility is regulated under Resource Conservation and Recovery Act (RCRA). The scope of this project at this time is for implementation of interim measures, which include a low permeable barrier wall with groundwater recovery for hydraulic control of the impacted groundwater. DETERMINATION: The project is designated as a Planned Action and no further SEPA review or threshold determination is required. This decision is final with no administrative appeals. ZONING /COMPREHENSIVE PLAN DESIGNATION: Manufacturing Industrial Center/ Heavy 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 •f Notice of Decision $02 -021 Page 2 of 2 Project materials including the application, staff report and other studies related to the permit are available for inspection at the Tukwila Department of Community Development, 6300 Southcenter Blvd., Suite 100, Tukwila WA from Monday Through Friday, between 8:30 am and 5:00 pm. The project planner is Minnie Dhaliwal who may be contacted at 206 - 431 -3685 for further information. Property owners affected by this decision may request a change in valuation for their property tax purposes notwithstanding any program of revaluation. Decision issued by: Ste be Lancaster Director, Community Development cf2,6 • • FINAL STAFF EVALUATION FOR ENVIRONMENTAL CHECKLIST Former Rhone Poulenc, Inc Facility at 9229 East Marginal Way South File No: E02 -021 I. SUMMARY OF PROPOSED ACTION The project is to construct a subsurface barrier wall encircling contaminated groundwater to control migration of contaminants into the Duwamish River and Slip 6. The wall will be approximately 2300 linear feet long and 50 to 70 feet deep. The Environmental Protection Agency (EPA) Region 10 is the lead governmental agency for the site. The site facility is regulated under Resource Conservation and Recovery Act (RCRA). The scope of this project at this time is for implementation of interim measures, which include a low permeable barrier wall with groundwater recovery for hydraulic control of the impacted groundwater. II. GENERAL INFORMATION Project Name: Implementation of interim measures for environmental cleanup at the former Rhone Poulenc site. Applicant: RCI Environmental Inc. Location: 9229 East Marginal Way South Zoning and Comprehensive Plan Designation: MIC/H III. REVIEW PROCESS This proposal was identified as a potential Planned Action as it met the requirements listed under Tukwila Municipal Code (TMC) Section 21.04.152. As part of this Planned Action review process, the proposed project is analyzed to ensure that all impacts have been mitigated as part of 1998 EIS and also if the proposal is consistent with the Tukwila Comprehensive Plan. Tukwila's Manufacturing and Industrial Center (MIC) is an important regional center of industrial activity. Industrial development over the most of the sub -area was evaluated in multi -site environmental review. In 1992, a programmatic environmental impact statement (EIS) was prepared for the Duwamish Corridor master plan, a proposal to redevelop Boeing properties in the MIC over a 10 year period. In 1998, sub -area plan/EIS updates extended the previous analysis of the corridor's Boeing properties (about 650 acres) to the entire MIC sub -area (about 1,370 acres). As part of this Planned Action review for the current proposal, the impacts of the current proposal are compared to 1998 Integrated GMA Implementation Plan and Final Environmental Impact Statement in order to ensure that all impacts have been mitigated. 1 • IV. BACKGROUND /PROPOSAL The project site is 21.5 acres, 19.5 of which is on -shore and 2 acres of which are offshore intertidal areas in the Duwamish Waterway. The subject site is within 200 feet shoreline of the Duwamish River and is zoned Manufacturing Industrial Center/Heavy (MIC/H). The property is partially paved with a few buildings and surrounded by fencing and secured gates. The property is flat except near the intertidal areas adjacent to Slip 6 and the Duwamish Waterway. The site is a former industrial facility purchased by Container Properties L.L.C. from Rhone Poulenc. The facility produced vanillin and was closed in 1991. Past process activities at the site introduced contaminants to the soils and groundwater. Primary contaminants included toluene and dissolved metals (primarily copper, arsenic and chromium). There are currently no manufacturing activities at the site. A small vapor extraction and emission control system is presently active at the site. At the time the facility was closed, process equipment, most of the tanks and several buildings were dismantled or removed. Northwest Container Services is currently leasing the facility and using it as shipping center for its ocean -going containers. The site facility is regulated under Resource Conservation and Recovery Act (RCRA). This project is a RCRA corrective action under Administrative Order of Consent No. 1091- 11- 20- 3008(h) between Container Properties, L.L.C., Rhodia Inc., and the USEPA Region 10, dated March 1993, as amended in February 1999. The order of consent lists different components of the clean up process that include interim measures (short term actions to control ongoing risks while a final remedy is being selected); RCRA facility investigation to assess the nature and extent of contamination identified during facility assessment; corrective measures study to identify and evaluate different alternative measures to remediate the site; and corrective measures implementation that includes detailed design, construction, operation, maintenance and monitoring of the chosen remedy. At this time the scope of the project is limited to implementation of interim measures, which include a low permeable barrier wall with groundwater recovery for hydraulic control of the impacted groundwater. The barrier wall is proposed to enclose, to the maximum extent practicable, source areas and affected groundwater. An Impermix barrier wall constructed using vibrated beam technology, will be installed along the western and southern portions of the wall, which border the Duwamish Waterway and Slip 6. A soil - bentonite barrier wall will be constructed using slurry wall technology along the northern and western segments, which comprise the inland portions of the barrier. Also, a groundwater recovery system will be installed within the containment area to maintain an inward hydraulic gradient and a water level monitoring system will be installed to measure the groundwater level inside the contained area and between the barrier wall and the Duwamish Waterway. The recovered groundwater will be discharged to the King County Department of Natural Resources sewer for final treatment and discharge. 2 • V. CONSITENCY WITH COMPREHENSIVE PLAN The City of Tukwila Comprehensive Plan identifies the area surrounding the subject site as a Manufacturing Industrial Center/Heavy. The proposed project meets the goals and policies listed in the Comprehensive Plan for MIC/H area. Specifically, the proposed project meets the following goals and policies: Goal 11.1: Support the existing industrial activities in the MIC and development of new industrial activity in order to maximize the employment and economic benefits to the people to Tukwila in the region, while minimizing impacts on residential neighborhoods. Policy 11.1.2.: Assist landowners in remediating site problems caused by contaminated soil. VI. REVIEW OF THE ENVIRONMENTAL CHECKLIST The following lists the elements contained within the Environmental Checklist submitted for the proposed project. The numbers in the staff evaluation correspond to the numbers in the Environmental Checklist. If staff concurs with the applicant's response, this is so stated. If the response to a particular item in the checklist is found to be inadequate or clarification is needed, there is additional staff comment and evaluation. A. BACKGROUND: 1- Concur with checklist. 2 -The construction will start after the appeal period for the shoreline permit is over and all construction permits are obtained. At this time the applicant is anticipating to start construction in December. 3- The entire clean up process will include additional measures that may be required by EPA as stated in the Order of Consent. This SEPA review is only for the installation of the barrier wall installation and ground water recovery system. 4- The applicant is in the process of getting approval for this project from National Marine and Fisheries Service and Department of Natural Resources. 5— Applicant is responsible for meeting all Washington State Department of Ecology (DOE) and EPA requirements regarding contaminated soil issues and must obtain any applicable approvals from EPA and DOE. 6 -7 -- Concur with checklist. 8 -The project site is within the shoreline zone i.e. within 200 feet of the Duwamish River 3 • • B. ENVIRONMENTAL ELEMENTS: 1. Earth: a -h -- Concur with checklist. 2. Air: a -b -- Concur with checklist. c– Applicant is responsible for obtaining all relevant permits from Puget Sound Pollution Control Agency to address any emission to the air. 3. Water: a(1) -a(5) -- Concur with checklist. a(6)— All impacts related to drainage will be addressed and mitigated during the process of reviewing the construction permit. The project will meet all erosion and sedimentation control requirements of King County Surface Water Design Manual. b(1) and (2) -- Concur with checklist. c (1) -(2) – Best Management Practices to ensure that no construction debris enters the storm drainage system shall be followed. All impacts related to construction debris will be mitigated as part of construction permit. d -- Concur with checklist. 4. Plants: a -d -- Concur with checklist. 5. Animals: a -b -- Concur with checklist. c -The Duwamish Waterway is used by Chinook and Coho Salmon. b— According to the Biological Assessment prepared by the applicant's consultant URS, the degree to which this project may affect listed anadromous fishes is unknown. Due to possible noise transmission from the vibratory beam, the project may result in the temporary avoidance of the near shore areas around the site. Acoustic monitoring to understand the frequency and intensity of underwater noise by a qualified underwater acoustic contractor will be conducted. If it is found that noise generated from the vibratory 4 beam is above the threshold for disturbance, pain, short or long -term damage or death, then additional conservation measures will be implemented, which may include a bubble screen. Bubble curtains work best in area not influenced by currents because moving water will carry the upward traveling air bubbles away from the site. The project is being reviewed by National Marine and Fisheries Service and Department of Natural Resources. Applicant shall meet all NMFS and DNR requirements and any impacts to the fish shall be mitigated as part of their review and approval. 6. Energy and Natural Resources: a -c -- Concur with checklist. 7. Environmental Health: a –The applicant shall meet all EPA and Washington State Department of Ecology (DOE) rules and regulations related to contaminated soils and obtain all necessary approval from EPA. a(1)— Hazardous Materials Control Systems must be in place to address any spills or clean up practices. a(2) —Any impacts associated with construction/grading related activities and onsite contaminants shall be addressed by compliance with federal and state regulations. b (1) -- Concur with checklist. b(2) -b (3) -- Compliance with applicable local, state and federal noise regulations will mitigate any potential adverse noise impacts, associated with the project. 8. Land and Shoreline Use: a -1 -- Concur with checklist. 9. Housing: a -c -- Concur with checklist. 10. Aesthetics` a- c— Concur with checklist. 11. Light and Glare: a -d -- Concur with checklist. 12. Recreation: 5 o a -c – Concur with checklist. 13. Historic and Cultural Preservation: a -b -- Concur with checklist. c— Verbal comments were received from Donna Hogerhuis in response to the notice of application for the shoreline permit requesting that if archeological or historic materials are discovered during the construction, all activity be stopped the Muckelshoot Cultural Resources Program and the State Archaeologist be notified. This will be condition of the shoreline permit approval. 14. Transportation: a -g -- Concur with checklist. 15. Public Services: a -b -- Concur with checklist. 16. Utilities: a -b -- Concur with checklist. VII. CONCLUSION The current proposal to construct subsurface barrier walls and install groundwater recovery system to control the migration of contaminants in to the Duwamish River is consistent with the City's Comprehensive Plan. It is also determined that all impacts associated with the current proposal have been mitigated pursuant to the environmental impact statement or will be mitigated by compliance with local, State and Federal Laws. Prepared by: Minnie Dhaliwal, Senior Planner Date: November 7, 2002 6 09/27/2002 13:01 FAX 2537356075 • RCI CONSTRUCTION Z002 City of Tukvila ESA Screening Checklist Date: City of Tukwila Endangered Species Act Screening Checklist September 27, 2002 Applicant Name: RCI Environmental 1216 140th Ave. Ct. East Street Address: City, State; Zip: Sumner, WA 98390 Telephone: (253) 863 -5300 DIRECTIONS This Screening Checklist has been designed to evaluate the potential for your project to result in potential `take" of chinook salmon, coho salmon, or cutthroat trout as defined by Section 9 of the Endangered Species Act. The checklist includes a series of "Yes" or "No" questions about your project, organized into four parts. Starting with Part A on,Page 1, read each question carefully, circle "Yes" or 'No," and proceed to the next question as directed by the checklist. To answer these questions, you may need to refer to site plans, :grading and drainage plans, critical areas studies, or other documents you have prepared for your project. The City will evaluate your responses to determine if "take" is indicated. January :i. 2001 1 09/27/2002 13:01 FAX 2537356075 RCI CONSTRUCTION 121003 City of Tukwila ESA Screening Checklist Part A: Please review and answer each question carefully. Consider all phases of your project including, but not limited to, construction, normal operation, potential emergency operation. and ongoing and scheduled maintenance. Continue to the net question as directed for each No or Yes answer. 1-0 Will the project require any form of grading? Grading is defined as any excavating, filing, clearing or creation of impervious surface, or any combination thereof. which alters the existing ground surface of the earth (see Tukwila Municipal Code (TMC) Chapter 13.06_ Zoning Code, Page 13 -11). Please circle appropriate response. NO - Continue to Question 2 -0 YES Continue to Question 1 -1 (Page 3) 2-0 Will the project require any form of clearing? Clearing means the removal or causing to be removed, through either direct or indirect actions, any vegetation from a site (see Chapter 13.06, Page 13 -3). Please circle appropriate response. NO Continue to Question 3 -0 YES - Continue to Question 2 -1 (Page 4) 3 -0 Will the project require work, during any time of the project, below the ordinary high water mark of a watercourse or the GreenlDuwamish or Black Rivers or in wetlands? Ordinary high water mark is the mark that is found by examining the bed and banks of a stream and ascertaining where the presence and action of waters are so common and usual as to distinctly mark the soil from that of the abutting upland, in respect to vegetation (see TMC Chapter 13.06, Page 13 -15). Please circle appropriate response. NO - Continue to Question 4-0 YES - Continue to Question 3 -1 (Page 5) 4-0 Will the project result in the processing or handling, 'storage, or treaiinent of hazardous substances? This does not include the proper use of fuel stored in a vehicle's fuel tank. Hazardous substances are any liquid. solid, gas, or sludge, including any material, substance, product, commodity, or waste. regardless of quantity, that exhibits the characteristics or criteria of hazardous waste as defined by Washington Administrative Code 173 -303 (see TMC Chapter 13.06, Tukwila Zoning Code, Page 13 -11). This includes fuel or other chemicals stored on -site during construction. Please circle appropriate response. NO - Continue to Question 5-0 YES Continue to Question 5 -0 5-0 Will the project result in the withdrawal, injection, or interception of groundwater? Examples of projects that may affect groundwater include, but are not limited to: construction of a new well, change in water withdrawals from an existing well, projects involving prolonged construction dewatering, projects installing French drains or interceptor trenches, and see ; -e: lines. For the purpose of this analysis, projects that require a geotechnical report pursuant to the requirements of TMC 1.3.45.060 and 13.E+5.080E.4, or would require a geotechnical report if not exempt under TMC 18.45.080A, should answer Yes. Please circle appropriare response. NO - Continue to Question 6 -0 atContinue to Question 6 -0 January >;. 2001 7 09/27/2002 13:02 FAX 2537356075 RCI CONSTRUCTION 1004 City of Tukwila ESA Screening Checklist Part A (continued) 6-0 Will the project involve landscaping or re- occurring outdoor maintenance that includes the regular use of fertilizers; pesticides. or herbicides? This does not include the one -time use of transplant fertilizers. Landscaping means natural vegetation such as trees, shrubs. goundcover. and other landscape materials arranged in a manner to produce an aesthetic effect appropriate for the use of the land (see TMC Chapter 13.06, Tukwila Zoning Code, Page 13- 13). For the purpose of this analysis, this includes the establishment of new lawn or aass. Please circle appropriate response. hecklist Complete YES — Checklist Complete Part B: Please answer each question below for projects that include grading. Review each question carefully, considering all phases of your project including, but not limited to construction, normal operation, potential emergency operation, and ongoing and scheduled maintenance. Continue to the next question as directed for each No or Yes answer. 1 -1 Will the project involve the modification of a watercourse bank or bank of the Green/Duwamish or Black Rivers between the ordinary high water mark and top of bank? This includes any projects that will require grading on any slope leading to a river or stream, but will not require work below the ordinary high water mark. Work below the ordinary high er mark is covered in Part C. Please circle appropriate response. ontinue to Question 1 -2 YES - Continue to Question 1 -2 1 -2 Could the construction, operation, or maintenance of the project result in sediment transport off site or increased rates of erosion and/or sedimentation in watercourses, the Green/Duwamish rivers, or the Black River? Most projects that involvh grading have the potential to result in increased erosion and/or sedimentation as a result of disturbances to the soil or earth. If your project involves grading and you have not prepared a Temporary Erosion and Sedimentation Control Plan specifically designed to retain 100 percent of the runoff (including during construction) from impervious surface or disturbed soils, answer Yes to this question. If your project is normally exempt under the Tukwila 'Municipal Code and would not require the preparation of a Temporary Erosion and Sedimentation Control Plan, BUT may still result in erosion or sediment transport off site or beyond the work area, answer Yes to this question. Please circle appropriate response. Continue to Question 1 -3 Continue to Question 1 -3 1 -3 Will the project result in the construction of new impervious surfaces? Impervious surfaces include those hard surfaces which prevent or restrict the entry of water into the soil in the manner that such water entered the soils under natural conditions prior to development; or a hard surface area that causes water to run off the surface in greater quantity or at an increased rate of flow from the flow presented under natural conditions prior to development (see TMC Chapter 13.06, Tukwila Zoning Code. Pane 13 -12). Such areas include, but are not limited to, rooftops, asphalt or concrete paving, compacted surfaces, or other surfaces that similarly affect the natural infiltration or runoff patterns existing prior to development. Please circle roprinte response. - Continue to Question 2-0 (Page 2) YES - Continue to Question 1 -4 January 25, 2001 3 09/27/2002 13:02 FAX 2537356075 • RCI CONSTRUCTION • 005 City of Tukwila ESA Screening Checklist Part B (continued) 1-4 Will your project generate stormwater from the creation of impervious surfaces that will not be infiltrated on site? For the purpose of this analysis, infiltration includes the use of a stormwater treatment and management system intended CO contain all stormwater on site by allowing it to seep into pervious surface or through other means to be introduced into the mound. If your project involves the construction of impervious surface and does not include the desisn of a stormwater management system specifically designed to infiltrate stormwater, answer Yes to this question. Please circle appropriate response. NO - Continue to Question 2 -0 (Page 2) YES - Continue to Question 2 -0 (Page 2) Part C: Please review each question below for projects that include clearing. Review each question carefully, considering all phases of your project including, but not limited to construction, normal operation, potential emergency operation, and ongoing and scheduled maintenance. Continue to the nest question as directed for each No or Yes answer. 2 -1 Will the project involve clearing within 200 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? Please circle appropriate response. NO - Continue to Question 3 -0 (Pace 2) YES - Continue to Question 2 -2 2 -2 Will the project involve clearing of any trees within 200 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? A tree is defined by TNIC 13.06.3.15 as ,any self-supporting woody plant, characterized by one main trunk, with a potential diameter - breast - height of 2 inches or more and potential minimum height of 10 feet_ Please circle appropriate response. , NO - Continue to Question 2 -3 YES - Continue to Question 2.3 2-3 Will the project involve clearing of any ever°r'een trees from within 200 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis everaeen means any tree that does not regularly lose all its leaves or needles in the fall. Please circle appropriate response. NO - Continue to Question 2-4 YES - Continue to Question 2-4 2 -4 Will the project involve clearing within 100 feet of the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? Please circle appropriate response. NO - Continue to Question 3 -0 (Page 1) YES - Continue to Question 2 -5 2 -5 WiII the project involve clearing within 40 feet of the ordinary high water mark of a watercourse or the Green/Duwarnish or Black Rivers? Please circle appropriate response. NO - Continue to Question 3 -0 (Page 2) - YES - Continue to Question 3 -0 (Page 2) January 15, 2001' 4 09/27/2002 13:03 FAX 2537356075 • RCI CONSTRUCTION • Z006 006 City of Tukwila ESA Screening Checklist Part D: Please review each question below for projects that include work below the ordinary high water mark of watercourses or the DuwamishlGreen or Black Rivers or in wetlands. Review each question carefully, considering all phases of your project including, but not limited to, construction, normal operation, potential emergency operation, and ongoing and scheduled maintenance. Continue to the next question as directed for each No or Yes answer. 3 -1 Will the project involve the direct alteration of the channel or bed of a watercourse. the Green/Duwamish rivers. or Black River? For the purpose of this analysis, channel :nears the area between the ordinary high water mark of both banks of a stream, and bed means the stream bottom substrates, typically within the normal wetted -width of a stream. This includes both temporary and permanent modifications_ Please circle appropriate response. NO - Continue'to Question 3 -2 . YES - Continue to Question 3 -2 3 -2 Will the project involve any physical alteration to a watercourse or wetland connected to the Green/Duwamish River? For the purpose of this analysis, "connected to the river means" flowing into via a surface connection or culvert, or having other physical characteristics that allow for access by salmonids. This includes impacts to areas such as sloughs, side channels, remnant oxbows, ditches formed from channelized portions of natural watercourses or any area that may provide off channel rearing habitat for juvenile fish from the Duwamish River. This includes both temporary construction alterations and permanent modifications. Watercourses or wetlands draining to the Green/Duwamish River that have a hanging culvert, culvert with a Clap gate, diversion, or any entirely man -made or artificial structure that precludes fish access should answer Yes to this question. Please circle appropriate response. NO - Continue to Question 3 -3 YES - Continue to Question 3 -3 3 -3 Will the project result in the construction of a new structure or hydraulic condition that could be a barrier to salmonid passage within the watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis, a barrier means any artificial or human modified structure or hydraulic condition that inhibits the natural upstream or downstream movement of salmonids, including both juveniles and adults. Please circle appropriate response. NO - Continue to Question 3-4 YES - Continue to Question 3-4 3.4 Will the project involve a temporary or permanent change in the cross - sectional area of a watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis. the cross - sectional area is defined as a profile taken from the ordinary high water mark on the right bank to the ordinary high water mark on the left bank. Please circle appropriate response. NO - Continue to Question 3 -5 YES - Continue to Question 3 -5 3 -5 Will the project require the removal of debris from within the ordinary high water mark of a watercourse or the Green/Duwamish or Black Rivers? For the purpose of this analysis, debris includes, but is not limited to fallen trees. logs, shrubs, rocks, piles, rip -rap, submersed metal, and broken concrete or other building materials. Projects that would require debris removal from a watercourse or the Green/Duwamish or Black Rivers as part of a maintenance activity should answer Yes to this question. Please circle appropriate response. NO - Continue to Question 3 -6 YES - Continue to Question 3 -6 January 25. 2001 09/27/2002 13:03 FAX 2537356075 t RCI CONSTRUCTION 1007 City of Tukwila ESQ! Screening Checklisr.. Pan D continued) 3-6 Will the project result in impacts to watercourses or wetlands that have a surface. connection to another watercourse or the Green/Duwamish or Black Rivers but do not contain habitat conditions that support salmonid use? Such areas may include, but not be limited to hillside seeps and wetlands isolated from the watercourse or river that have a surface water connection to the watercourse or river but are not assessable, nor would be assessable to saimonids under natural conditions: Wetlands with a "functions and values" ratios for basetiowizroundwater support of 9 and above (or moderate) as described in Cooke (1996) should be Included. Please circle appropriate response. NO - Continue to Question 3 -7 YES - Continue to Question 3 -7 3 -7 Will the project include the construction of artificial waterways or wetlands connected to a watercourse containing saimonids? For the purpose of this analysis, the construction of artificial waterways or wetlands includes wetlands, channels, sloughs, or other habitat feature created to enhance wildlife use, particularly waterfowl use, or may be attractive to wildlife, particularly waterfowl. Please circle appropriate response. NO - Continue to Question 3 -3 YES - Continue to Question 3 -8 3 -3 Will the project include bank stabilization? For the purpose of this analysis, bank stabilization includes, but is not limited to, rip -rap, rock, log, soil, or vegetated revetments. concrete structures, or similar structures. Please circle appropriate response. NO - Continue to Question 4-0 (Page 2) YES - Continue to Question 4-0 (Page 2) January 25. 200! 6 • Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF COMPLETE APPLICATION September 23, 2002 Peter Wold P.O. Box 1668 Sumner WA 98390 Re: Application for former Rhone Poulenc Inc facility at 9229 East Marginal Way South; File Numbers- Shoreline permit (L02 -041), and Planned Action SEPA (E02- 021). Dear Mr. Wold: The Department of Community Development received your application on August 29, 2002 to remediate groundwater contamination by construction of a barrier wall at the above referenced site. Based on a review of your submittal relative to those requirements as set out in the Complete Application Checklists for Planned Action and Shoreline Permit, your applications are deemed complete. A notice of application for shoreline permit must be distributed within 14 days of this letter. At this time we have started code related review of your application. This determination of complete application does not preclude the City to require that you submit additional plans or information, if such information is necessary to further review the application and ensure that the project meets the substantive requirements of Tukwila Municipal Code. The next step is for you to install the notice board on the site within 14 days of the date of this letter. You received information on how to install the sign with your application packet. As per our conversation today we have prepared a laminated copy of the Notice of Application to post on the board. The notice is dated September 30, 2002 and must be posted on or before that date. After installing the sign with the laminated notice, you need to return the signed Affidavit of Posting to our office. If you have any questions you can reach me at 206 - 431 -3685. Sincerely, Minnie Dhaliwal Senior Planner 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 RCI CONSTRUCTION GROUP ENVIRONMENTAL General Contractors & Engineers August 29, 2002 Ms. Nora Gierloff, Senior Planner City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, Washington 98188 • RECEIVED AUG 2 9 2002i COMMUNITY DEVELOPMENT Subject: Shoreline /SEPA Planned Action Permit Application Former Rhone Poulenc, Inc. Facility 9229 East Marginal Way S. Tukwila, Washington Dear Ms. Gierloff: RCI Environmental, Inc. is pleased to present the following information in support of the Shoreline /SEPA Planned Action Permit Application for the above - referenced facility. This application is provided in support of our proposed plan to remediate groundwater contamination by construction of a barrier wall. This action is being taken under the supervision /approval of EPA Region 10. The proposed remediation plan is included in Attachment A. The following addresses the items listed in the " Shoreline /SEPA Planned Action Permit Complete Application Checklist Table ". APPLICATION FORMS 1. Application Checklist One copy of the application checklist is included with this letter (Attachment B), which indicates items submitted with the application. 2. Complete Application Packet Eight copies and one set of high quality photo reductions, redueed to 8 ' /2" to 11" of all plans are included with this letter (Attachment A). 7 3. Application Fee The $550.00 fee is included with this letter. 4. SEPA Planned Action Environmental Checklist Eight copies of the SEPA Environmental Checklist (Attachment C). 5. King County Assessor's Maps King County Assessor's maps, indicating each property within 500 feet of the subject lot are included with this letter (Attachment D). 6. Mailing Labels Two sets of mailing labels for all property owners and tenants within 500 feet of the subject property are included with this letter (Attachment E). 7. Public Notice Board PO Box 1668 Sumner, WA 98390 • Phone (253) 863 -5300 • Fax (253) 859 -5702 website -www. rci- group. com Contractor Lic. RCIENI'099NK An Equal Opportunity Employer Former Rhone - Poulenc, Inc. Facility August 29, 2002 A 4'x4' Public Notice board will be installed at the site within 14 days of the Department determining that a complete application has been received. PROPERTY INFORMATION 8. Vicinity Map A vicinity map with site location is included with this letter (Attachment F). The site is located at 9229 East Marginal Way S., in the City of Tukwila, Washington. 9. Surrounding Land Use The site is located in an area characterized by industrial development. Major features in the site vicinity are depicted in Attachment F. 10. Title Report A title report, establishing status as a legal lot of record, ownership, and any easements and encumbrances is included with this letter (Attachment G). 11. Lot Lines A map indicating lot lines for 300 feet from the site's property lines is included with this letter (Attachment D). PROJECT DESCRIPTION AND ANALYSIS 12. Response to K.C.C.25.16.030 General Requirements The following are responses to K.C.C.25.16.030 Shoreline Management General Requirements: A. The proposed project is not waterward of the ordinary high water mark., B. There are no structures associated with this project that exceed thirty -five feet in height. C. Surface water retention and sedimentation control facilities to be utilized during construction are discussed in the enclosed engineering report (Attachment A). D. The proposed project is not abutting a natural environment. E. The proposed project does not include any parking facilities. F. Stormwater drainage facilities are discussed in the enclosed engineering report (Attachment_A). G. The proposed project will comply with all applicable regulations. H. The proposed project is not located in an area proposed for a King County trail system or public access. I. The proposed project is not located on Lake Sammamish. SITE PLANS 13. Plan Stamps and Signatures One set of all plans have been stamped and signed by the appropriate individual. 14. Boundary and Topographic Survey A boundary and topographic survey, stamped by the surveyor, are included with this letter (Attachment H). page 2 ti Former Rhone - Poulenc, Inc. Facility page 3 August 29, 2002 15. Sensitive Areas A designated sensitive area (Duwamish River) is located adjacent to the west of the site. According to the "Biological Assessment Covering Federally Listed and Candidate Species for the Barrier Wall Installation at the Former Rone - Poulenc Site on the Duwamish River in King County, Washington" (URS, 2002), the effect of the project on bull trout/Dolly Varden, chinook salmon, and coho salmon, is unknown; however, the project is "not likely to adversely affect" these species. The project is not expected to affect bald eagle, steller sea lion, humpback whale, or leatherback sea turtle populations that may be present near the project location. In addition, the project is not expected to affect chinook salmon (Duwamish HUC) or coho salmon (Duwamish HUC) habitats. Please refer to the attached report (Attachment I) for details regarding the impact of the proposed project on the Duwamish River. 16. 100 Year Flood Plain Boundary The 100 year flood plain boundary and elevation map requirement has been waived by the City of Tukwila Planning Department (see Attachment B). 17. Lot Line Plan Neither a short plat nor a subdivision is included in this project. 18. Site Improvement Plan A plan depicting site improvements (Attachment J) is provided with this letter. The project includes the construction of a slurry wall, enclosing approximately 6.9 acres. The slurry wall w ill be located at and beneath the ground surface- of the site. The construction of buildings is not included in this project. 19. Fire Access Plan A plan indicating the locations of on -site fire hydrants is . included with this letter (Attachment H). Since the project does not include the construction of any buildings, a fire access plan is not included. 20. Sewer and Water Plan A plan depicting water and sewer line locations is provided as Attachment H. 21. Sewer and Water Plan (non -City of Tukwila) According to representatives at the City of Tukwila, Public Works Department, sewer and water service at the site is provided by the City of Tukwila. 22. Storm Drainage A plan depicting storm drainage systems is provided as Attachment H. The project complies with the King County Surface Water Drainage Manual's Core and Special Requirements in the following manner: 1.2.1 All surface and storm water runoff will be discharged at the natural location and will not affect downstream properties. 1.2.2 Offsite analysis is not necessary, as the project will not change the rate, volume, duration, or location of discharges to and from the project site. 1.2.3 No new impervious surface and /or land cover is involved in the project; runoff will not be increased. 1.2.4 No new conveyance systems will be created. Former Rhone - Poulenc, Inc. Facility page 4 August 29, 2002 1.2.5 The project includes demolition of small areas of asphalt. Erosion control measures will be implemented as necessary; due to the relatively flat topography of the site significant erosion resulting from the demolition is not expected. Erosion_ control elements may include temporary containment berms, silt fences, straw bales, check dams, and stabilized construction entrances. Mulch application and hydroseeding will be used if needed. 1.2.6 Drainage facilities will be maintained and operated in compliance with King County maintenance standards. 1.2.7 No drainage facilities will be constructed or modified. 1.2.8 A groundwater recovery and treatment system, creating an inward hydraulic gradient is i ncluded i n t he p roject. T he r ecovered water will m eet K ing C ounty Department of Natural Resources criteria. 1.3.1 The project site is not a critical drainage area and does not necessitate a master drainage plan, basin plan, lake management plan, or shared facility drainage plan. 1.3.2 The site is not adjacent to a stream, lake, wetland, or closed depression. 1.3.3 A levee exists at the site; however, the levee will not be modified or demolished. 1.3.4 A Stormwater Pollution Prevention Plan has been prepared for the project and is included in Appendix F of Attachment A. 1.3.5 A project - specific Spill Prevention and Containment Plan and a Stormwater Pollution Prevention Plan have been prepared and are included in Appendices E and F of Attachment A. 23. Hydrant Plan See number 19. 24. Schematic Road Design The project is located to the west of East Marginal Way South. A schematic plan depicting nearby roadways is provided as Attachment F. 25. Geotechnical Analysis A geotechnical characterization was completed by URS in June. A copy of this report is provided a s Attachment A . T he r eport indicates t hat t he " soil s trengths are c onsidered sufficient for slurry trench construction; however, it is planned that the barrier wall be restricted to a key depth of approximately 2 feet into the upper aquitard to avoid problematic construction with soft soils ". 26. Landscape Planting Plan The site consists of an asphalt -paved area. The project will not include the removal or planting of any vegetation at the site. 27. Lighting Plan The project will not include the installation, removal, or alteration of any lights. 28. Signage The project will not include the installation of any signage. Appropriate public information signage will be installed at the site. 29. Stream Frontage Plan No streams or creeks are located within or adjacent to the project area. Former Rhone - Poulenc, Inc. Facility page 5 August 29, 2002 SITE PLANS FOR SHORELINE PROJECTS 30. River Characteristics Plan A plan indicating the top of the riverbank, landward catch point toe of the levee, riverbank toe, mean high water mark and base flood elevation is included with this letter. 31. Riverward Work The project will not extend riverward of the mean high water mark. 32. Limits of River Environment A plan indicating the limits of the 40 -foot river, 100 -foot low impact, and 200 -foot high impact environments is included with this letter (Attachment K). 33. Riverbank Easement The project is located approximately 50 feet from the riverbank, which satisfies the minimum setback distance (30 feet) required. See Attachment J for details. 34. Construction Limit Lines Construction line limits are depicted in Attachment J. The proposed volume and type of extracted material and fill is characterized in URS's in June 2002 report. A copy of this report is provided as Attachment A. ELEVATIONS 35. Building Elevations The project does not include construction of any buildings. 36. Colored Elevations The project does not include construction of any buildings. 37. Models and Photomontage As the project does not include residential development, a model or photomontage is not required (TMC 18.60.040). 38. Rendering An accurate rendering of the site is not included in this permit application. CROSS - SECTIONS FOR SHORELINE PROJECTS 39. Shoreline Cross Sections Plans depicting subsurface profiles are provided in Attachment L. Former Rhone - Poulenc, Inc. Facility page 6 August 29, 2002 RCI Environmental, Inc. appreciates the opportunity to present this Shoreline /SEPA Planned Action Permit Application. Please do not hesitate to contact the undersigned with any questions or comments. Sincerely, RCI Environmen , Inc. Pe er B. Wold President Enclosures: Attachment A — Interim Measures Construction Work Plan Volume 1 and 2, URS July 2002 Attachment B — Shoreline Permit Complete Application Checklist Attachment C — SEPA Planned Action Initial Qualifications Attachment D — King County Assessor Maps Attachment E - Two Sets of Mailing Labels Attachment F — Project Vicinity Map Attachment G — Site Title Report Attachment H — Boundary and Topographic Survey /Fire Access Plan Attachment I - Site Biological Assessment Attachment J — Site Barrier Wall Layout — Construction Limits Attachment K - Limit of River Environment Attachment L — Site Subsurface Profiles • CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 FAX (206) 431 -3665 E -mail: tukplan@ci.tukwila.wa.us • SEPA PLANNED ACTION NAME OF PROJECT/DEVELOPMENT: Former Rhone Poulenc, Inc. Facility LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL TAX LOT NUMBERS. 9229 East Marginal Way South -15422600010 Quarter: SE/SW Section: 3 3 Township: 2 4N Range: 4 E (This information may be found on your tax statement.) DEVELOPMENT COORDINATOR: The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: Peter Wold, President, RCI Environmental, Inc. Address: P.O. Box 1668, Sumner, WA 98390 Phone: (253) 863 -5300 Signature: FAX: (253) 859= 5702' Date: August 29, 2002 G: IAPPHANILANDUSE.APPLsplan.doc, 06/13/00 3 FOR STAFF USE UNLY Sierra Type: P -PACT Planner: File Number: 02- —02-1 Application Complete: (Date: ) Project File Number: Pvz _ 06 a) Application Incomplete: (Date: ) MIC Planned Action EIS File Number: E96 -0034 Other File Number: NAME OF PROJECT/DEVELOPMENT: Former Rhone Poulenc, Inc. Facility LOCATION OF PROJECT/DEVELOPMENT: Give street address or, if vacant, indicate lot(s), block and subdivision, access street, and nearest intersection. LIST ALL TAX LOT NUMBERS. 9229 East Marginal Way South -15422600010 Quarter: SE/SW Section: 3 3 Township: 2 4N Range: 4 E (This information may be found on your tax statement.) DEVELOPMENT COORDINATOR: The individual who: • has decision making authority on behalf of the applicant in meetings with City staff, • has full responsibility for identifying and satisfying all relevant and sometimes overlapping development standards, and • is the primary contact with the City, to whom all notices and reports will be sent. Name: Peter Wold, President, RCI Environmental, Inc. Address: P.O. Box 1668, Sumner, WA 98390 Phone: (253) 863 -5300 Signature: FAX: (253) 859= 5702' Date: August 29, 2002 G: IAPPHANILANDUSE.APPLsplan.doc, 06/13/00 3 PLANNED ACTION INITIAL QUALIFICATIONS (TMC 21.04.152) Please complete the following checklist to demonstrate that all significant adverse environmental impacts have been clearly avoided or mitigated. Please respond on separate sheets as needed. Applicant Responses: Agency Comments: A. BACKGROUND original 1. Date checklist prepared: July 24, 2002 2. Proposed timing or schedule (including phasing, if applicable): Proposed start of construction is October 2002. Proposed completion of construction is November 2002. Only one construction phase is planned for the project with ongoing performance monitoring. 3. Do you have any plans for future additions, expansions, or further activity related to or connected with this proposal? If yes, explain. No future additions, expansions, or further activities are planned as part of this project proposal. 4. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. RCI is currently supporting Container Properties LLC (owners) for cleanup of the former Rhone - Poulenc Site. EPA Region 10 is the lead governmental agency for the site. On May 2, 2002, The RCI Construction Group (RCI) received approval with modifications from the EPA for implementation of interim measures at the site. The scope of the interim measures is generally based upon the revised Hydraulic Control Interim Measures (HICM) work plan submitted to EPA Region 10 on November 15, 2000, the "Container Properties Seattle Brownfield Proposal, the Round 12B Groundwater Monitoring Report" dated September 24, 2001, the "2001 Geoprobe Investigation Report" dated October 8, 2001, and five technical memoranda dated April 10, 2002. 5. List any government approvals or permits that will be needed for your proposal. A RCRA corrective action is being conducted under Administrative Order of Consent No. 1091- 11- 20- 3008(h) between Container Properties, L.L.C. , Rhodia Inc., and the USEPA, Region 10, dated March 31, 1993, as amended in February 1999. RCIE, RECEIVED AUG 2 9 2002 COMMUNn DEVELOPMENT • • Applicant Responses: Agency Comments: which is under contract to Container Properties, is project coordinator for the RCRA corrective action. Based on discussions with the City of Tukwila, permits needed include SEPA Planned Action, Shoreline Permit, and Hauling Permit. A Metro discharge permit for the discharge of the groundwater. A stormwater discharge permit for construction activity will also be applied for from the Department of Ecology. 6. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. Section E requires a complete description of the objectives and alternatives of your proposal and should not be summarized here. A Hydraulic Control Interim Measures (HCIM) is proposed for the site. This HCIM is being done with the concurrence of EPA Region 10. The objective of the HCIM is to control migration of site contaminants into the Duwamish River and Slip 6. The HCIM is a combination of a low permeable barrier wall with groundwater recovery for hydraulic control of the impacted groundwater. The total site is approximately 21.5 (19.5 onshore, 2.0 intertidal) acres. The proposed slurry wall is located in the westerly half of the area of the former Rhone - Poulenc industrial facility. The barrier wall will be approximately 2300 linear feet long and 50 to 70 feet deep. The west and south portions of the barrier wall will be constructed using "Impermix" a self - hardening cement bentonite slurry wall. The north and east portions of the barrier will be constructed using soil bentonite slurry wall. The barrier wall will enclose an area of approximately 6.9 acres. A groundwater extraction system will be located inside the perimeter of the barrier wall to maintain a 1-foot hydraulic head difference between the inside and outside of the barrier wall. The barrier wall alignment will be pretenched with conventional heavy construction equipment to a depth of approximately 20 feet. This will be done to allow the cutting and capping of existing facility piping and to allow the slurry wall installation and contractor uninterrupted access to the aquitard. Following installation of the slurry wall, storm water drainage will be reconnected to existing piping for discharge to the existing outfall. 7. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The Project is located in the City of Tukwila at: 9229 East Marginal Way South located in Section 33, Township 24 North, Range 4 East, Willamette Meridian. Site plans and Applicant Responses: Agency Comments: • maps are provided in the accompanying Interim Measures Construction Work Plan (Attachment A of Shoreline Permit Application). 8. Does this proposal lie within an area designated on the City's Comprehensive Land Use Policy Plan Map as environmentally sensitive? No. This proposal does not lie within an area designated on the City's Comprehensive Land Use Plan Map as environmentally sensitive. B. ENVIROMENTAL ELEMENT 1. Earth a. General description of the site: Flat The site is generally flat with steeper banks to the Duwamish River on the west and Slip 6 on the south side of the site. b. What is the steepest slope on the site (approximate percent slope)? The steepest slope is approximately 12% along a small portion of the western edge of the site. However, the site is primarily flat. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. From the ground surface to a depth of 5 to 15 feet soils are hydraulic fill from the Duwamish River. Alluvial silt and sand having a thickness of up to 50 feet underlies the fill. More than 50 feet of marine gravel, sand, silt, and clay underlies the alluvial deposits. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. There are no significant surface indications or history of unstable soils in the immediate vicinity of the project. e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. No general filling or grading of the site will be done as part of this project. The excavated trench for the slurry wall will be backfilled with a mixture of cement, excavated soil and bentonite. See the Interim Measures Construction Work Plan for additional information (Attachment A of Shoreline Permit Application). Applicant Responses: Agency Comments: f. Could erosion occur as a result of clearing, construction or use? If so, general describe. g. Clearing of trees, brush, and grass will not be needed at the site due to its industrial nature. Site demolition of asphalt and concrete and pretrenching along the alignment of the slurry wall will be needed. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? Much of the site is currently covered with impervious and semi - impervious surfaces because of its industrial nature. The proposed project will not significantly change the surface characteristics of the site. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Proposed measures to reduce or control erosion include silt fences, straw bales, stabilized construction entrances, and equipment decontamination areas. The temporary erosion and sediment control for the project have been planned in accordance with the King County Surface Water Design Manual. 2. Air a. What types of emissions to the air would result from the proposal (for example, dust, automobile odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. During construction, air emission will include exhaust from heavy construction equipment and dust from site activities. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. There are no off-site sources of emissions or odor. c. Proposed measures to reduce or control emissions or other impacts to air, if any: Proposed measures to reduce or control emissions include proper maintenance of heavy construction equipment and water for dust control. Additional control measures are discussed in the Interim Measures Construction Work Plan (Attachment A of Shoreline Permit Application). 3. Water Applicant Responses: Agency Comments: a. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site (including year -round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. The Duwamish River is located on the West Side of the site. Slip 6 is located on the south side of the site. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. The project will require the installation of slurry wall within 200 feet of the Duwamish River and Slip 6. See the Interim Measures Construction Work Plan (Attachment A of Shoreline Permit Application) for additional information. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. No fill or dredge material will placed in or removed from surface water or wetlands for this project. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No surface water withdrawals will be required for this project. Flow of surface water drainage will be maintained to the existing outfall during the installation of the slurry wall. 5) Does the proposal lie within a 100 -year floodplain? If so, note location on the site plan. The proposal does not lie within the 100 year floodplain of the Duwamish River. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. There are no discharges of waste materials to surface waters as part of this project. • • Applicant Responses: Agency Comments: b. Ground 1) Will groundwater be withdrawn, or will water be discharged to groundwater? Give general description, purpose, and approximate quantities, if known. The groundwater recovery system is intended to maintain an inward (to the site) 1-foot hydraulic gradient in the shallow groundwater. The proposed system includes three groundwater recovery wells, piping, pump controllers, a water treatment system, and discharge to the local sewer system. Individual pumps will be operated at flow rates between 1.5 to 8 gpm. The water treatment system will include a surge tank, bag filter, activated carbon canisters, pumps, flowmeters, and controller equipment. See the Interim Measures Construction Work Plan for additional information. 2) Describe waste materials that will be discharged into the ground from septic tanks or other sources, if any (for example: domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve: Waste materials will not be discharged into the ground. Groundwater from the groundwater recovery system will be discharged to Metro for disposal. c. Water Runoff (including storm water): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow? Will this water flow into other waters? If so, describe. Runoff is currently collected in a series of manholes, catch basins, and piping and directed to a single outfall to the Duwamish River at the northwest corner of the site. During construction of the slurry wall storm water will continue to be directed to the outfall. Due to the location of the slurry wall temporary storm water piping will be used to direct water runoff to the outfall. At the completion of construction of the slurry wall water runoff will be piped through the slurry wall to existing storm water facilities and to the outfall. • • Applicant Responses: Agency Comments: 2) Could waste materials enter ground or surface waters? If so, generally describe. Waste materials are not anticipated to enter ground or surface waters. See the Interim Measures Construction Work Plan (Attachment A of Shoreline Permit Application) for additional information. d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: Proposed measures to reduce or control surface, ground, and runoff water impacts include silt fences, straw bales, stabilized construction entrances, and equipment decontamination areas. The temporary erosion and sediment control measure for the project have been planned in accordance with the King County Surface Water Design Manual. 4. Plants a. Check or circle types of vegetation found on the site: x Deciduous tree: alder, maple aspen, other x Evergreen tree: fir, cedar, pine, other x Shrubs x Grass Pasture Wet soil plants: cattail, buttercup, bulrush, Skunk cabbage, other Water plants: water lily, eelgrass, milfoil, other Other types of vegetation b. What kind and amount of vegetation will be removed or altered? The project site is a former industrial area with asphalt, concrete, and gravel roads and parking areas with little to no vegetation. c. List threatened or endangered species known to be on or near the site. There are no known threatened or endangered species on or near the site. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on this site, if any. • • Applicant Responses: Agency Comments: There is no proposed landscaping plans for the project. 5. Animals a. Circle any birds or animals which have been observed on or near the site or are known to be on or near the site: Birds Bald eagle Mammals None Fish Salmon, trout ' Other b. List any threatened or endangered species known to be on or near the site. Summary of recommended findings of effects: Bull trout, Dolly Varden, Chinook and Coho salmon — May affect, not likely to adversely affect. Bald eagle, Steller sea lion, Humpback whale, Leatherback sea turtle — no effect. See the "Biological Assessment Covering Federally Listed and Candidate Species for the Barrier Wall Installation at the Former Rhone - Poulenc Site" (Attachment J of Shoreline Permit Application) for additional information. c. Is the site part of a migration route? If so, explain. No. The site is not part of a migration route. d. Proposed measures to preserve or enhance wildlife, if any: Stormwater control berms will be constructed approximately 1.5 feet in height around the perimeter of the slurry wall alignment to control run -on and runoff and to prevent escape of slurry to the environment. A pre- trench will be excavated to identify any voids that could cause a release of slurry or contaminants into the river. Any voids would be sealed to prevent a release of slurry. In addition, accoustic monitoring during the use of the vibrating beam will be conducted for a minimum of one day. Based on the results of the monitoring, additional measures may be implemented to prevent adverse effects of the noise on the nearby fish population. 6. Energy and Natural Resources 8 • • Applicant Responses: Agency Comments: a. What kinds of energy (electric, natural gals, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Completed project energy needs will be electricity to operate groundwater pumps and associated equipment. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. The project will not affect the potential use of solar energy by adjacent properties. c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: Commercially available electrically efficient pumps, controllers, and other instrument and control equipment will be used at the site. 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. There is a RCRA corrective action currently underway at the site. Several major geotechnical or environmental investigations have been conducted at the facility between 1979 to the present. These investigations have contributed to an understanding of contanminant distribution in the subsurface and mobility in the environment. They also provide a scientific and technical basis for establishing the hydraulic control interim measures proposed for the site. The results of the investigation indicated elevated levels of toluene and metals in the groundwater. Other organic compounds were also detected, as well as light nonaqueous phase liquids consisting predominately of white mineral oil and toluene. Environmental health hazards including exposure to toxic chemicals, risk of fire, spills, and hazardous waste is discussed in the site health and safety plan (Appendix H of Attachment A). 1. Describe special emergency services that might be required. Applicant Responses: Agency Comments: Special emergency services that may be required for the site are discussed in the site - specific health and safety plan (Appendix H of Attachment A). 2. Proposed measures to reduce or control environmental health hazards, if any: Proposed measures to reduce or control environmental health hazards are discussed in the site - specific health and safety plan (Appendix H of Attachment A). b. Noise 1. What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other). No source of noise exists in the area that will affect the project. 2. What types and levels of noise would be created by or associated with the project on a short-term or long -term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. During construction of the project noise will be created by conventional and specialized slurry wall heavy construction equipment. Construction noise will be generated at the site from approximately 6 am to 6pm Monday through Friday. No heavy construction or other type of heavy industrial equipment is associated with the long -term operation of the project. Groundwater pumps and associated controls will cycle on and off periodically, but will not contribute to unacceptable noise levels. 3. Proposed measures to reduce or control noise impacts, if any. Measures to reduce or control noise impacts will include proper maintenance of construction equipment and operating equipment in conformance with applicable noise ordinances. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? The site is currently being leased by Northwest Container Services for use as temporary storage for shipping container /chassis. A Kenworth truck facility is to the north side of the site. The Duwamish River is on the west. Slip 6 and Boeing property are on the south. East Marginal Way South is on the east side of the site. • • Applicant Responses: Agency Comments: b. Has the site been used for agriculture? If so, describe. The site has not been used for agriculture. c. Describe any structures on the site. Existing structures include three one story office/administration buildings, one maintenance building, one two -story storage building, and one approximate 330,000 gallon steel storage tank. Only a small portion of one of the office /administration building is currently being used by Northwest Container Services for office space. Other facility structures were demolished during previous remediation activities. d. Will any structures be demolished? If so, what? No building structures will be demolished. Asphalt and concrete roadways /parking areas along the alignment of the slurry wall will be demolished. Concrete retaining walls (2' to 3' height) will be demolished along the alignment of the slurry wall. e. What is the current zoning classification of the site? The current zoning classification of the site is — MIC /H. f. What is the current comprehensive plan designation of the site? The current comprehensive plan designation of the site is — MIC /H. g. If applicable, what is the current shoreline master program designation of the site? The current shoreline master program designation for the site is 'Urban'. h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No part of the site has been classified as environmentally sensitive. i. Approximately how many people would reside or work in the completed project? J• This project does not include any residential or other housing units. Approximately how many people would the completed project displace? 11 • • Applicant Responses: Agency Comments: The completed project does not include any residential or other housing units; no people will be displaced. k. Proposed measures to avoid or reduce displacement impacts, if any: This project will not cause displacement impacts. 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans include compliance with applicable federal, state, and local codes. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low- income housing. This proposed project does not include housing units. b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low- income housing. This proposed project will not eliminate any housing units. c. Proposed measures to reduce or control housing impacts, if any: This proposed project will not cause housing impacts. 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? The slurry wall will be at the existing ground surface. No new building or structures are part of the project. b. What views in the immediate vicinity would be altered or obstructed? The project will not alter or obstruct views in the vicinity. c. Proposed measures to reduce or control aesthetic impacts, if any: The project will not cause any aesthetic impacts. Applicant Responses: Agency Comments: 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? The project will not produce light or glare. b. Will the finished project be a safety hazard or interfere with views? The finished project will not be a safety hazard or interfere with views. c. What existing off -site sources of light or glare may affect your proposal? No existing off -site sources of light or glare will affect the project. d. Proposed measures to reduce or control light and glare impacts, if any: The project will not cause light or glare impacts. 12 Recreation a. What designed and informal recreational opportunities are in the immediate vicinity? There are no designed or informal recreational opportunities in the immediate vicinity. b. Would the proposed project displace any existing recreational uses? If so, describe: The project will not displace any existing recreational uses. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any:, There are no measures to reduce or control impacts on recreation. 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, National, State or Local preservation registers known to be on or next to the site? If so, generally describe. There are no places or objects listed on, or proposed for, National, State or Local preservation registers known to be on or next to the site. • • Applicant Responses: Agency Comments: b. Generally describe any landmarks or evidence of historic, archaeological, scientific or cultural importance known to be on or next to the site. There are no landmarks or evidence of historic, archaeological, scientific or cultural importance known to be on or next to the site. c. Proposed measures to reduce or control impacts, if any: The project will not have direct impacts to the site. 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. The site is accessed from East Marginal Way South and is controlled by a signal light. East Marginal Way South is located on the east side of the site. b. Is the site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? The site is currently not served by public transit. c. How many parking spaces would the completed project have? How many would the project eliminate? The project will neither add nor reduce the number of parking spaces. d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private). The project will not require new roads, streets, or improvements to existing roads and streets. e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. The project will not use water, rail, or air transportation. f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. No additional vehicular trips per would be generated by the completed project. Proposed measures to reduce or control transportation impacts, if any: g. 14 • 4 • Applicant Responses: Agency Comments: The project will not have direct impacts to transportation. 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. The project will not result in an increase in the need for public services. b. Proposed measures to reduce or control direct impacts on public services, if any: The project will not have direct impacts on public services. 16. Utilities a. Utilities currently available at the site: Electricity, water, and telephone services are currently available at the site. b. Describe the utilities that are proposed for the project, the utility providing the service and the general construction activities on the site or in the immediate vicinity, which might be needed. The utilities proposed for the project include electricity, water, and telephone. Electricity is provided by Seattle City Light. Water is provided by the City of Tukwila. Telephone is provided by US West. 1 C. SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is relying on them to make its decision. Signature: Date Submitted: RCI ENVIRONMENTAL INC. ENVIRONMENTAL CONTRACTORS & ENGINEERS July 12, 2002 VIA HAND DELIVERY Ms. Christy Brown Project Coordinator US Environmental Protection Agency Region 10 (WCM -121) 1200 Sixth Avenue Seattle, WA 98101 Re: Draft Construction Work Plan — Hydraulic Control Interim Measures Administrative Order on Consent for Corrective Action ( "Order') Docket Number 1091- 11- 20- 3008(h) Former Rhone-Poulenc East Marginal Way Facility Container Properties L.L. C./Rhodia. Inc. Dear Ms. Brown: On behalf of Container Properties L.L.C., and in accordance with your May 2, 2002 Interim Measures Approval with Modifications letter, attached herewith are four complete copies of the draft Construction Work Plan associated with the forthcoming Hydraulic Control Interim Measures. This plan was prepared in accordance with your May 2, 2002 conditional approval letter and informal technical discussions held on June 17, 2002. Should you have any questions, please don't hesitate to contact me at (253) 863 -5300. Pete Wold Project Coordinator cc: Hank Landau Gary Dupuy Rod Brown, Esq. Donald J. Verfurth, Esq. Jennifer G. McDonald, Esq. Paul Linskey Byung Meang P.O. Box 1668 Sumner, WA 98390 Sumner Tel 253.863.5300 Kent Tel 253.852.4254 Fax 253.859.5702 Contractors Lb. RCIENI•0959NK An Equal Opportunity Employer On behalf of Container Properties, L.L.C., I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to evaluate the information submitted. I certify that the information contained in or accompanying this Hydraulic Control Interim Measure Construction Work Plan is true, accurate, and complete. As to those portions of the work plan for which I cannot personally verify their accuracy, I certify under penalty of law that this work plan and all attachments were prepared in accordance with procedures designed to assure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the person or persons who may manage the system, or those directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that there are significant penalties for submitting false information, induding the possibility of fine and imprisonment for knowing violations. By: Mr. Pete Wold, Project Coordinator Date: 7 - I ---c" Z-' TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 -1 1.1 PURPOSE AND SCOPE OF INTERIM ACTION 1 -1 1.2 OVERVIEW OF INTERIM ACTION 1 -2 2.0 SITE DESCRIPTION AND ENVIRONMENTAL ISSUES 2 -1 2.1 SITE DESCRIPTION 2 -1 2.2 GEOLOGIC AND HYDROGEOLOGIC SETTING 2 -1 2.2.1 Site Hydrogeology 2 -2 2.2.2 Groundwater Elevation and Flow 2 -3 2.3 NATURE AND EXTENT OF GROUNDWATER CONTAMINATION 2 -3 2.4 GEOTECHNICAL CHARACTERIZATION 2 -4 2.5 CHEMICAL ANALYSES 2 -5 3.0 BASIS OF DESIGN 3 -1 3.1 DESIGN OBJECTIVE AND SCOPE 3 -1 3.2 DESIGN CRITERIA 3 -1 3.2.1 General Design Criteria 3 -1 3.2.2 Environmental Protection Criteria 3 -2 3.2.3 Barrier Wall Criteria 3 -2 3.2.4 Groundwater Recovery System Criteria 3 -3 3.2.5 Site Restoration Criteria 3 -4 4.0 INTERIM MEASURES DESIGN 4 -1 4.1 BARRIER WALL DESIGN 4 -4 4.1.1 Barrier Wall Alignment 4-4 4.1.2 Barrier Wall Dimensions 4 -5 4.1.3 Slope Stability 4 -6 4.1.4 Trench Stability 4 -7 4.1.5 Barrier Wall Materials and Chemical Compatibility 4 -8 4.1.6 Protection of Critical Habitat 4 -10 4.2 GROUNDWATER RECOVERY SYSTEM DESIGN 4 -11 4.2.1 Groundwater Recovery Well Locations 4 -11 4.2.2 Groundwater Recovery Well Design 4 -12 4.2.3 Groundwater Collection /Pretreatment/Discharge 4 -12 4.2.4 Control and Electrical Systems 4 -15 4.3 OTHER DESIGN CONSIDERATIONS 4 -16 4.3.1 Surface Protection for Barrier Wall 4 -16 4.3.2 Excess Materials From Slurry Trench Construction 4 -17 5.0 INTERIM MEASURE CONSTRUCTION PLAN 5 -1 5.1 PERMITTING 5 -1 5.1.1 Local Requirements 5 -2 5.1.2 State Requirements 5 -2 5.1.3 Federal Requirements 5 -3 5.1.4 Duration of Permitting Activities 5 -3 W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC i July 2002 TABLE OF CONTENTS (Continued) 5.2 PRECONSTRUCTION ACTIVITIES 5 -4 5.3 CONSTRUCTION ACTIVITIES 5 -4 5.3.1 Mobilization 5 -5 5.3.2 Site Preparation 5 -5 5.3.3 Demolition 5 -7 5.3.4 Earthwork 5 -9 5.3.5 Barrier Wall System 5 -12 5.3.6 Groundwater Recovery System 5 -16 5.3.7 Groundwater Monitoring System 5 -18 5.3.8 Waste Handling, Transportation, and Disposal 5 -20 5.3.9 Site Restoration 5 -22 5.3.10 Demobilization 5 -23 5.4 CONSTRUCTION QUALITY ASSURANCE AND CONTROL 5 -23 5.5 HEALTH AND SAFETY 5 -24 6.0 OPERATION, MONITORING, INSPECTION AND MAINTENANCE PLAN 6 -1 6.1 GROUNDWATER RECOVERY SYSTEM OPERATIONS AND MAINTENANCE 6 -1 6.1.1 Groundwater Recovery Wells and Piping 6 -1 6.1.2 Groundwater Pretreatment System 6 -1 6.2 PERFORMANCE MONITORING 6 -3 6.3 INTERIM MEASURES INSPECTION AND MAINTENANCE PLAN 6 -5 6.3.1 Security System Inspection and Maintenance 6 -5 6.3.2 Barrier Walls 6 -6 7.0 SCHEDULE AND REPORTING 7 -1 7.1 PROJECT SCHEDULE 7 -1 7.2 REPORTING 7 -1 7.2.1 Monthly Reports 7 -1 7.2.2 Interim Measures Construction Reports 7 -1 7.2.3 Performance Monitoring Reports 7 -2 7.2.4 Operations and Maintenance Reports 7 -2 7.2.5 Other Reports 7 -2 8.0 REFERENCES 8 -1 W:\ 00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 11 July 2002 TABLE OF CONTENTS (Continued) TABLES 4 -1 Soil Parameters Used for Stability Analysis 6 -1 Groundwater Treatment System Monitoring FIGURES 1 -1 Vicinity Map 2 -1 Site Map 2 -2 Groundwater Toluene Concentrations, Upper Zone 2 -3 Groundwater Toluene Concentrations, Intermediate/Lower Zone 2-4 Groundwater Copper Concentrations, Upper Zone 2 -5 Groundwater Copper Concentrations, Intermediate/ Lower Zone 2 -6 Groundwater Arsenic Concentrations, Upper Zone 2 -7 Groundwater Arsenic Concentrations, Intermediate/Lower Zone 2 -8 Groundwater Mercury Concentrations, Upper Zone 2 -9 Groundwater Mercury Concentrations, Intermediate/Lower Zone 2 -10 Groundwater pH Concentrations, Upper Zone 2 -11 Groundwater pH Concentrations, Intermediate/Lower Zone 7 -1 Interim Measures Schedule APPENDICES A Construction Documents Volume II: B Geotechnical Data C Engineering Calculations D Technical Memoranda E Spill Prevention and Containment Plan F Stormwater Pollution Prevention Plan G Public Participation Plan H Health and Safety Plan I Construction Quality Assurance Plan J Performance Monitoring Plan W:\00496\0207.017VNTERIM MEASURES CONSTRUCTION WORK PLAN2.DOC iii July 2002 AOC ARI AST BA bgs CPT cm/s CQA DRC DSM Ecology EFH EPA ESA GAC gpm GWMP HAZWOPER HCIM HDPE IMCWP ksf NMFS NPDES O &M pcf PGA PLC PMP PSCAA PVC RCIE RCRA RCW RFA RFI RPD RPI SEPA SPT SWPP TESC TMC LIST OF ACRONYMS AND ABBREVIATIONS Area of Contamination Analytical Resources, Inc. aboveground storage tank biological assessment below ground surface Cone Penetration Testing centimeters per second Construction Quality Assurance. Tukwila Development Review Committee Deep Soil Mixing Washington State Department of Ecology essential fish habitat U.S. Environmental Protection Agency, Region 10 Endangered Species Act granular- activated carbon gallons per minute Groundwater Monitoring Plan Hazardous Waste Operations Hydraulic Control Revised Interim Measures High- Density Polyethylene Interim Measures Construction Work Plan kips per square foot National Marine Fisheries Service National Pollutant Discharge Elimination System operation and maintenance pounds per cubic foot peak horizontal ground acceleration programmable logic controller Performance Monitoring Plan Puget Sound Clean Air Authority polyvinyl chloride RCI Environmental, Inc. Resource Conservation and Recovery Act Revised Code of Washington RCRA Facility Assessment RCRA Facility Investigation Relative Percent Differences Rhone - Poulenc, Inc. State Environmental Policy Act Standard Penetration Test Stormwater Pollution Prevention Plan Temporary Erosion and Sediment Control Tukwila Municipal Code W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC iv July 2002 LIST OF ACRONYMS AND ABBREVIATIONS (Continued) TPH total petroleum hydrocarbons USFWS U.S. Fish and Wildlife Service VOC volatile organic compounds WAC Washington Administrative Code Waterway Duwamish Waterway WSDOT Washington State Department of Transportation W: \00496 \0207.017\INTERJM MEASURES CONSTRUCTION WORK PLAN.DOC v July 2002 1.0 INTRODUCTION 1.1 PURPOSE AND SCOPE OF INTERIM ACTION This Interim Measures Construction Work Plan (IMCWP) has been prepared to address Resource Conservation and Recovery Act (RCRA) corrective action requirements for the former Rhone - Poulenc, Inc. (RPI) property (site or facility) located on East Marginal Way in Tukwila, Washington (Figure 1 -1). The RCRA corrective action is being conducted under Administrative Order on Consent No. 1091- 11- 20- 3008(h) (Order) between Container Properties, L.L.C. (Container Properties); Rhodia, Inc.; and the U.S. Environmental Protection Agency, Region 10 (EPA), dated March 31, 1993, as amended in February 1999. RCI Environmental, Inc. (RCIE), which is under contract to Container Properties, is project coordinator for the RCRA corrective action. On May 13, 2002, RCIE received approval with modifications (dated May 2, 2002) from EPA for implementation of interim measures at the site. The scope of the interim measures is generally based upon the revised Interim Measures Work Plan dated November 15, 2000; the Container Properties, L.L.C. Seattle Brownfield Proposal (undated); the Round 12B Groundwater Monitoring Report dated September 24, 2001; the Summer 2001 Geoprobe Investigation Report dated October 8, 2001; and five technical memoranda dated April 10, 2002. A description of the requirements for the interim action and this IMCWP is included in the "Hydraulic Control Interim Measure Approval with Modifications" attachment issued by EPA with the May 2, 2002, conditional approval letter. The EPA approval specified that a performance monitoring plan must be submitted to EPA within 30 days of receipt of the approval with modifications and the IMCWP must be submitted within 60 days of receipt of the approval with modifications. The Performance Monitoring Plan was submitted to EPA on June 12, 2002 (URS, 2002). The interim measures approval with modifications required the following for the IMCWP: • A subsurface barrier wall encircling contaminated groundwater at the former RPI site must be constructed. - The northern and eastern walls must be constructed of soil - bentonite. The southern and western walls must be constructed of Impermix® and installed using vibrated beam technology. • The barrier wall must extend a minimum of 2 feet into the uppermost aquitard. • Groundwater must be pumped to reduce the groundwater level within the barrier and to maintain an inward gradient of 1 foot differential with the mean groundwater measured between the barrier wall and the Duwamish River, as determined for the same time period. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 1 -1 July 2002 • The hydraulic conductivity of the barrier wall must be less than 1 x 10-6 centimeters per second (cm/s), with laboratory permeability test results for barrier materials achieving permeabilities less than 5 x 10-7 cm/s. • Potential implications must be identified and measures taken to control potential impacts of the interim measure construction on critical habitat for threatened and endangered species, including the potential for mobilization of constituents in the nearshore area. • Plans for handling construction materials and for decontamination of construction equipment must be presented. • Plans for addressing contingencies identified in the construction quality control plan and that are applicable to the interim measures work must be presented. • Plans and procedures for post - construction maintenance must be presented. • Construction and site control plans and procedures must be presented. • A project description, 70 percent design, Construction Quality Assurance (CQA) Plan, Health and Safety Plan, and specifications must be presented. This document presents the planned approach to implementing the interim action in accordance with the requirements of the approval with modifications. Supporting plans to ensure that the work is accomplished safely, as designed, and with no significant impact on the environment have been appended to this IMCWP. A Biological Assessment (BA) supporting the planned IMCWP will be prepared separately. 1.2 OVERVIEW OF INTERIM ACTION The planned interim action provides for placement of a physical low- permeability subsurface barrier around the source areas identified in the site investigation and for establishing hydraulic control for contaminated groundwater. This action will effectively limit the discharge of site constituents to adjacent surface waters. The interim action includes the following: • Construction of a low- permeability barrier wall enclosing, to the maximum extent practicable, source areas and affected groundwater identified at the RPI site: - An Impermix® barrier wall, constructed using vibrated beam technology, will be installed along the western and southern portions of the wall, which border the Duwamish Waterway and Slip 6, respectively. A soil - bentonite barrier wall will be constructed using slurry wall technology along the northern and eastern segments, which comprise the inland portions of the barrier. W:\00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 1 -2 July 2002 1 - The barrier walls will be keyed approximately 2 feet into the uppermost aquitard that has been identified beneath the RPI site. • Compatibility testing of Impermix® materials with high pH site groundwater and with groundwater representative of the Duwamish estuary as appropriate to assess long -term effectiveness of the barrier wall material. • Installation of a groundwater recovery system within the containment area to maintain an inward hydraulic gradient. • Installation of a water level monitoring system designed to measure the groundwater level inside the contained area and between the barrier wall and the Duwamish Waterway. The proposed location for the barrier wall was determined from evaluating the results of characterization studies conducted at the RPI site to define the nature and extent of soil and groundwater contamination. The selected location maximizes containment of contaminated soil and groundwater while minimizing the potential for adverse environmental impacts on critical habitat that may result from construction of the barrier wall. Materials were selected for construction of the barrier wall to ensure compatibility with site contaminants and natural groundwater constituents. A geotechnical investigation was performed (see Section 2.4) to confirm the depth and characteristics of the uppermost aquitard and to ensure the entire barrier is properly keyed into the aquitard. The barrier construction methods were selected to provide for a continuous, low - permeability barrier and to control potential adverse effects that may result from barrier wall installation. Plans have also been prepared to provide for quality control of barrier construction, manage stormwater quality during construction, provide for proper management of construction materials and wastes generated during construction, and to provide for worker health and safety. Post - construction plans for site security, inspection, operation, and maintenance have also been prepared to provide for future effectiveness of the interim action for the RPI site. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 1 -3 July 2002 �i�,'R`fitx�r 44'• �u " �'aiw1tna.'i,Y.7 1�a7 �:S GII .4,z1KiiriL_ I/ IIINFArinfA L'ittltm ifyft,SrtkV1 0 1000 Scale in Feet 2000 i rot r, si�ti TA 0.1.11111111-11e' r°:61150111 • F1i_ENAEAE: 0: \Geo \RCIE \design \REV1 \Hvdeo\PG 1- VIC!NID NIAP.dw9 EDT DATE: 07/12/02 AT: 09:31 Job 14o. 53- 01000496.00 00040 Reference: USGS Topographic Quadrangle Map, South Seattle, Washington, Photo Revised 1968 IMS Figure 1 -1 Vicinity Map Container Properties LLC /Former Rhone - Poulenc Facility Tukwila, Washington 2.0 SITE DESCRIPTION AND ENVIRONMENTAL ISSUES 2.1 SITE DESCRIPTION The former Rhone- Poulenc facility is located in southwestern King County, City of Tukwila, Washington, in Township 24 North, Range 4 East, Section 33, Willamette Meridian at 9229 East Marginal Way South (Figure 1 -1). The site is flat -lying industrial land bordering the east bank of the Duwamish Waterway and the north bank of Slip 6. The area surrounding the facility is also zoned for heavy industrial use. Kenworth Truck Company is located to the north, the Boeing Developmental Center is located to the south, and East Marginal Way and the King County International Airport lie to the east. The property covers about 21.5 acres, 19.5 of which are onshore and 2.0 of which are offshore intertidal areas in the Duwamish Waterway. There are currently no ongoing manufacturing activities at the former RPI site. The facility closed in 1991, at which time process equipment (mostly tanks) and several of the buildings were dismantled or removed. The site is surrounded by fencing and secured gates. A container company (Northwest Container Services) is currently leasing the facility and using it as a shipping center for its ocean-going containers. Figure 2 -1 shows current site conditions and the previous locations of buildings and structures. 2.2 GEOLOGIC AND HYDROGEOLOGIC SETTING As described in the HCIM Work Plan (AGI, 2002), the facility lies within the Duwamish River Valley, which is part of the Puget Lowland —a north -south trending structural and topographic depression bordered on the west by the Olympic Mountains and on the east by the Cascade Mountains. The Puget Lowland is underlain by Tertiary volcanic and sedimentary bedrock; above these are deposits of Quaternary glacial and nonglacial unconsolidated sediments. Deposits from at least four major glaciations have been identified in the central Puget Lowland; the most recent is the Vashon stade of the Fraser Glaciation. During the Vashon stade, a lobe of ice several thousand feet thick covered the Puget Lowland and advanced to a point a few miles south of Olympia. Lake Washington and the Green River/Duwamish Valley are thought to have been deepened and widened by the scouring action of this glacier. The uplands bordering the Duwamish River Valley consist of glacial and nonglacial deposits. The Duwamish River Valley was a marine embayment following the retreat of the Vashon glacier. Marine fossils and saline groundwater are commonly encountered in deeper valley sediments, a reflection of its marine origin. Alluvial fan and floodplain deposits from the Green, White, Black, and Cedar Rivers gradually filled the Duwamish embayment, raising it above sea level and forming the current alluvial plain. Floodplain alluvium, which filled the embayment, consists mostly of complexly interbedded fine sand and silt with lesser amounts of peat. In the immediate vicinity of the facility, hydraulic fill made up of sediments dredged from the Duwamish Waterway forms the upper 5 to 15 feet of the subsurface. Alluvial silt and sand having a thickness of up to 50 feet underlies the fill. An organic rich silt/clay is often W: \00496\ 0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 2 -1 July 2002 encountered in the uppermost portion of the alluvial sequence, representing the original valley surface prior to filling. More than 50 feet of marine gravel, sand, silt, and clay underlies the alluvial deposit. These marine deposits are thought to overlie glacially deposited sediments and sandstone. Additional information onsite geology is discussed in the RCRA Facility Investigation (RFI) report (CH2M HILL, 1995). 2.2.1 Site Hydrogeology Hydrostratigraphy For the RFI, geological deposits extending to 100 feet bgs were divided into five hydrostratigraphic units (CH2M HILL, 1995). Selection of these units was based on boring logs, groundwater elevation data, and an understanding of the regional hydrogeologic framework. The identified hydrostratigraphic units include an unsaturated zone, two aquifers, and two aquitards, as described below: • Unsaturated Zone —The unsaturated zone occurs from ground surface to a depth of about 5 to 15 feet below ground surface (bgs). This zone consists primarily of hydraulic fill with smaller volumes of non - hydraulic construction fill. Low permeability silt and clay strata occur locally at the base of the unsaturated zone, which may cause perching of infiltrating precipitation. • Upper Aquifer —The Upper Aquifer underlies the unsaturated zone and is continuous beneath the facility. Groundwater in the Upper Aquifer generally occurs under unconfined conditions within the alluvial deposits. The low - permeability silt and clay beds in the Unsaturated Zone can cause locally confined or semiconfined conditions. The Upper Aquifer is approximately 50 feet thick and is composed of sands and silty sands (AGI [2000] and URS [see Section 2.4]). The Upper Aquifer was shown in Figures 4 -4 through 4 -7 of the RFI (CH2M HILL 1995) as being a relatively homogeneous sand/silty sand from about elevation 0 (about 10 to 15 feet bgs) to the contact with the underlying Upper Aquitard. A subsequent geotechnical investigation by AGI in September 2000 confirmed these general relationships and also provided significant new data about soil conditions in the lower portion of the Upper Aquifer. These data show that the lower portion has a much higher proportion of silt and a much lower permeability than the upper portion. Groundwater monitoring reports have distinguished between these two zones of the Upper Aquifer by dividing the aquifer into an Upper zone (the higher permeability sands) and an intermediate /lower zone (the lower permeability sediments). The thickness of the intermediate /lower zone ranges from 10 to 25 feet. Construction Drawings 5, 6, and 7 in Appendix A are profile cross - sections drawn along the barrier wall alignment. • Upper Aquitard —The Upper Aquitard underlies the Upper Aquifer and is composed of alluvial or glaciomarine silt with scattered traces of fine sand. The Upper Aquitard silt is distinguished from silts in the transitional zone by increased plasticity. The Upper Aquitard ranges in thickness from about 15 to 50 feet. The W: \00496\0207.017\JNTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 2-2 July 2002 top of the Upper Aquitard ranges in depth from 50 to 75 feet bgs; the bottom ranges in depth from 75 to 100 feet bgs. • Lower Aquifer —The Lower Aquifer underlies the Upper Aquitard and occurs in silty, sandy gravel of apparent marine origin. The Upper Aquitard has an average thickness of approximately 20 feet. The Lower Aquifer's potentiometric surface is higher than the unconfined Upper Aquifer, indicating a vertical groundwater flow direction upward across the aquitard. • Lower Aquitard —The Lower Aquitard underlies the Lower Aquifer. The Lower Aquitard is composed of glacial till and weathered sandstone. The thickness of the Lower Aquitard is unknown. Geotechnical investigations conducted by URS in June 2002 for the north and east alignments of the barrier wall confirmed the site hydrostratigraphy. The June 2002 investigation also confirmed the continuity of the Upper Aquitard along the barrier wall alignment. Results of this investigation are presented in Appendix B. 2.2.2 Groundwater Elevation and Flow Tidal fluctuations within the Duwamish Waterway have a diurnal effect on groundwater elevations in the Upper Aquifer. Groundwater flow conditions are particularly dynamic in the western and central portions of the facility, as shown by four RFI groundwater elevation contour maps (Figures 4 -15 through 4 -18 of the RFI report [CH2M HILL 1995]) prepared from data collected over a 10.5 -hour period in February 1994 (CH2M HILL, 1995). To evaluate the long -term groundwater flow directions and gradients, AGI calculated mean groundwater elevations for selected wells from continuous water level monitoring data collected between January 31 to February 2, 1994 (AGI, 1999b). The calculated mean groundwater elevations indicate the groundwater flow was toward the west at an average gradient of 0.003 ft/ft during the monitoring period. A mean groundwater flow condition was also prepared for the Lower Aquifer and showed groundwater flowing west - northwest at an approximate gradient of 0.002 ft/ft. 2.3 NATURE AND EXTENT OF GROUNDWATER CONTAMINATION This section describes the nature and extent of groundwater contamination at the facility. Data used in this description come primarily from groundwater monitoring rounds 6 through 9 and the geoprobe investigations conducted in September 2000 and the summer of 2001. (The data from the latter groundwater sampling rounds is of the same approximate magnitude.) The second geoprobe investigation was conducted in 2001 and reported in Summer 2001 Geoprobe Investigation Report Former Rhone - Poulenc Inc. Marginal Way Facility, Tukwila, Washington (AGI, 2001). W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 2 -3 July 2002 This summary of the nature and extent of groundwater contamination at the site is meant to be descriptive, showing the areas of affected groundwater at the site. The primary constituents of concern at the site consist of the following: • Toluene (used in the production of vanillin). • Copper (used in the production of vanillin). • Arsenic and mercury, which appear to be mobilized under the reducing aquifer conditions. • Elevated pH, which is present in the southwest comer of the site. (Caustic was used in vanillin production.) While these are not the only contaminants present at the site, these contaminants have the widest occurrence and are highest in concentration at the site. Benzene is also present in the same areas as toluene but in much lower concentrations. Figures 2 -2 through 2 -10 show isoconcentration contours of dissolved toluene, copper, arsenic, mercury and pH for the Upper and Intermediate/Lower aquifer zones drawn using data from the two geoprobe investigations and groundwater monitoring rounds 6 through 9. The approximate proposed barrier wall location is shown on these figures for reference. The results from the previous investigations indicate that affected soil and groundwater at the RFI site is limited to the western portion of the property. 2.4 GEOTECHNICAL CHARACTERIZATION Geotechnical investigations were performed in two phases along the entire alignment of the proposed barrier wall to obtain information for design. Previous geotechnical investigations (the first phase) were conducted along portions of the south and west barrier wall alignment and are discussed in the HCIM Work Plan (AGI, 2000). Subsequent discussions between RCIE and EPA resulted in an agreement to install a fully encompassing barrier wall as part of the interim measures. To obtain subsurface information for the extended alignment, additional geotechnical investigations (the second phase) were performed in June 2002 by URS. This geotechnical investigation focused on the proposed alignment along the north site boundary, at the north end of the west boundary, and on the east side of the area of identified contamination. This information was used to confirm soil conditions for design of the barrier wall along the extended alignment in areas that were not previously investigated. In addition, cone penetration testing (CPT) was performed alongside Borings GT -5, B -1 -02, and B -7 -02 to verify soil conditions (primarily soil strength) at these locations. The verification was performed because very soft soil materials were encountered in the Upper Aquitard during drilling operations and heaving soil conditions were present during drilling operations. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 2 -4 July 2002 Laboratory testing of soil samples collected in the 2002 geotechnical investigation was performed to establish soil properties. The testing included mechanical analyses, natural moisture, natural density, hydrometer analyses, Atterberg limits, unconfined compressive strength and permeability. Boring logs and the results of the laboratory testing are provided in Appendix B. Previous investigations reported by AGI in the HCIM Work Plan are also included in Appendix B. A summary of the boring logs, the geologic interpretation and the proposed base of the barrier wall are shown on Drawings 5, 6, and 7 in Appendix A. The site subsurface is generally characterized by clean sands and silty sands in the Upper Aquifer gradually becoming more silty in the underlying intermediate/lower zone. Below the intermediate /lower zone lies the Upper Aquitard, which is characterized by silty sands, silts and clays that have a marked increase in plasticity compared to the intermediate /lower zone. The upper 10 to 15 feet of the site consists of a hydraulic fill characterized by clean sands and silty sands similar to but of lower strength than those in the Upper Aquifer. The June 2002 investigation results were consistent with the earlier investigations along the south and west barrier wall boundaries, near the Duwamish Waterway and Slip 6. The Upper Aquitard appears to be continuous along the entire barrier wall alignment; however, it rises in elevation as it trends to the north and east. The depth of the Upper Aquitard varies from about 75 feet at its deepest point along the west wall alignment to about 50 feet at its shallowest point along the north wall alignment. The thickness of the Upper Aquitard varies from about 10 feet to over 25 feet in the locations investigated and is underlain by alluvial sands and gravels with indications of marine origin. Blow counts obtained during the investigations generally indicated loose to medium dense materials in the overlying hydraulic fill, medium dense to dense materials in the Upper Aquitard and intermediate /lower zone, and very soft to soft materials in the Upper Aquitard. Care was taken during the June 2002 investigation to reduce the potential for heave during sampling by using wet drilling methods. CPT testing adjacent to several of the boreholes verified that the Upper Aquitard is soft but has a strength of about 1 kip per square foot (ksf). Subsequent unconsolidated undrained laboratory triaxial tests of the Upper Aquitard silts and clays resulted in shear strengths of 0.7 to 1.0 ksf. These soil strengths are considered sufficient for slurry trench construction; however, it is planned that the barrier wall be restricted to a key depth of approximately 2 feet into the Upper Aquitard to avoid problematic construction with soft soils. 2.5 CHEMICAL ANALYSES As part of the geotechnical investigation, soil samples were collected for chemical analysis. The soil samples were obtained from the Upper Aquifer zone during the June 2002 investigation and were submitted for chemical analyses. Laboratory results from the samples were not received in time to be included in this IMCWP. These data will be reported to EPA after receipt and verification. The soil analyses included VOCs, total metals, and TCLP metals. Selected soil samples were also analyzed for total petroleum hydrocarbons (TPH) if field observations suggested the presence of hydrocarbon in the sample. W:100496\0207.0171INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 2 -5 July 2002 DM-3A. A2+I ,,;;%s m -u r -1 o M To —i! 14— 1- 4! i! — 1 - -41 EXISTING MALMO 1111211.3 KAMM c1 0 . —..1.. 1 1 . -t 1-i -h-i- -r.i_ I . iiiiii:i:i:i:ii : i H10 , OM-6 SS'S © 0 N Scale in Feet Job No 53- 01000496.00 00040 FILENAME Q: \Geo \RcIE\design \REV1 \Hydro\7- 10 -02 \FlG 2 -1— SITE MAP.dwg EDIT DATE: 07/10/02 AT: 14:48 Boeing Development center LEGEND k P. X :l DM•1A. Existing Building or Structure Former Building or Structure Monitoring Well Approximate Location of Former and Existing Railroad Track Fence Figure 2 -1 Site Map Container Properties LLC /Former Rhone - Poulenc Facility Tukwila, Washington 0 41 0 <1 MW-47 0 ► 41 ► •\ <1 B-1A0 <1 0 <1 0 41 0 <1 MW -22 Q. <1 MW-34 <1 L 0 <1 MW -14 • 27.0 • • MW -250 \ • 9 • • • • 1 • \ <1 MW -37 • • MW -12 5 • • • • 25 <1 • MW -27 • 55,000 0M•70 <1 \ • `` • •\ • <1 • •\ Hg• / • MW -29 52 • ' Note: Toluene concentrations in wells taken from Round 9 from Figure 2 -25 of the final HCIM Work Plan (AGI, 2000) D 60 1 0 Scale Feet Legend O Geoprobe Location 2001 • Geoprobe Location 2000 X50,000 Toluene Concentration Contour i;µg /L) — — — Barrier Wall Alignment Figure 2 -2 Groundwater Toluene Concentrations Upper Zone FILENAME: Q: \Geo \RCIE\ design \REV1 \ Hydra \7- 10- 02 \GW— CONC— TOL— Upper.dwg EDIT DATE: 07/11/02 AT: 12:44 Container Properties LLC /Former Rhone - Poulenc Facility Tukwila, Washington 1, 1 1 „ 1, 1. 1, 1 1 1 1 1 1 1( 1. 1 1 1 1 1 1 1 Note: Toluene concentrations in wells and direct push locations taken from Figure 2 -26 of the final HCIM Work Plan (AGI, 2000) 0 60 20 Scale in Feet Legend Geoprobe Location 2001 • Geoprobe Location 2000 X50,000 -� Toluene Concentration Contour (,ug /L) — — — Barrier Wall Alignment Figure 2 -3 Groundwater Toluene Concentrations Intermediate /Lower Zone IMS FILENAME: Q: \Geo \RCIE\ design \REV1\ Hydro\ 7- 10- 02 \GW— CONC— TOL— Intermed.dwg EDIT DATE: 07/11/02 AT: 12:43 Container Properties LLC/Former Rhone - Poulenc Facility Tukwila. Washinaton • ; ,— • 119 1 O <2 <2 O MW-A7 •7 1 <2 <20 •1 MW_� 1 ■1 15 r • 1 62 1 \ 1 78 • 110, • 110 24 • - .. 1.I1ip1.1 1.1 -41111 0 I as . , 4 .r = • 2 -*-L_* -- • 251 1 L2 - F -t-1 -I • 1 I 1 �.,.� ♦ 'i -4-4 10 MW -18 Aa -31�' 5 5 • 10 • • MW- Note: Copper concentrations shown from Figure 2 -19 of the final HCIM Work Plan (AGI, 2000), and from data presented In the Summer 2001 Geoprobe report (AGI, 2002) N© 0 60 120 Scale In Feet Legend O Geoprobe Location 2001 <2 (Copper Concentration In ug/L) • Geoprobe Location 2000 5 (Copper Concentration In ug/L) Copper Concentration Contours (/.cg/L) — — — Barrier Wall Alignment . Figure 2 -4 Groundwater Copper Concentrations Upper Zone FILENAME: 0: \Geo \RCIE\ design \REV 1 \Hydro \GW— CONC —CU— UPPER.dwg EDIT DATE: 07/03/02 AT: 11:04 Container Properties LLC/Former Rhone - Poulenc Facility T1 1A /nahinnfnn 1 O d 1 1 01 15 1 1 151 •1 s1 • 1 1 , 'r 1.1 1 \r13`, 93 • . • 75 • i 10 ` 85 •385 285 126 \ • 0 \80' 80 ` 139 11 851 O <2 1 235 385 • d0 N -k- k--- it -4 % d® d10 0 Note: Copper concentrations In intermediatellower zone from Figures 2 -20 and 2 -21 from final HCIM Work Plan (AGI, 2000), and from data presented In the , Summer 2001 Geoprobe report (AGI, 2002) N o N ' 60 120 Scale In Feet Legend O Geoprobe Location 2001 <2 (Copper Concentration In ug/L) • Geoprobe Location 2000 5 (Copper Concentration In ug/L) Copper Concentration Contours (LLgIL) — — — Barrier Wall Alignment Figure 2 -5 Groundwater Copper Concentrations Intermediate /Lower Zone U FILENAME: 0: \Geo \RCIE \design \REV1 \ Hydro\ 7- 10- 02 \GW- CONC- CU- Intermed.dwg EDIT DATE: 07/10/02 AT: 19:50 Container Properties LLC /Former Rhone - Poulenc Facility Tukwila. Washinaton • • 8 tt , : ` 1 1 . , 1 . 1 ` , 1 , , . t , , II I/ ■9 MW-34 MW-37 ■2 g ■17 13 9 1 3 x`68 `` 8 1110` 6111 4 40 B ` n• • 7 •14 95 • 38 / 3 / .• / 3 • /3 • 1 • • 1 79 / / • • 109 Note: Arsenic concentrations from final HCIM Work Plan (AGI, 2000) Figure 2 -22 and data from the Summer 2001 Geoprobe Report (AGI, 2002) 60 120 Scale In Feet O 280. Legend ♦ Monitroing Well Location 2001 5 (Arsenic Concentration in ug/L) O Geoprobe Location 2001 5 (Arsenic Concentration In ug/L) • Geoprobe Location 2000 39 (Arsenic Concentration In ug/L) Arsenic Concentration Contours (/,cg/L) — — — Barrier Wall Alignment Figure 2 -6 Groundwater Arsenic Concentrations Upper Zone U FILENAME: 0: \Geo \RCIE\ design \REV1\ Hydro \7- 10- 02 \GW- CONC -AS- UPPER.dwg EDIT DATE: 07/11/02 AT: 12:17 Container Properties LLC /Former Rhone - Poulenc Facility Tukwila Wachinntnn • , 1c x Q8 1 1 1 It 1 1 1 41 • 1 411 •! 1 I 1 13 1 •` \• \ 45 \ \1‘ 3 \ •4 •75 66 • • 8` 20 • \ 38 • 9 \ 135 119 75 x x x x 0 0 0 6 1 • 68 • r.fi- 4,,...11 •13 30 O O 1 • 1 x x x 13 II t. 1 i • / 3 7 • ■ / 2 • if --x-- x 9 0 1 25 • 58 • 55 •45 •42 • 6 Note: Arsenic concentrations from Figure 2 -23 and 2 -24 of the final HCIM Work Plan (AGI, 2000) and data from the Summer 2001 geoprobe report (AGI, 2001) 0 60 120 Scale In Feet Legend ▪ Monitroing Well Location 2001 2 (Arsenic Concentration In ug/L) O Geoprobe Location 2001 9 (Arsenic Concentration In ug/L) • Geoprobe Location 2000 3 (Arsenic Concentration In ug/L) X361 Arsenic Concentration Contours (ug /L) — — — Barrier Wail Alignment Figure 2 -7 Groundwater Arsenic Concentrations Intermediate /Lower Zone 0 -- -- 1 t \. UltS FILENAME: 0: \Geo \RCIE \design \REV1 \ Hydro \7- 10- 02 \GW- CONC- AS- Intermed.dwg EDIT DATE: 07/11/02 AT: 12:42 Container Properties LLC /Former Rhone - Poulenc Facility Tukwila Wachinntnn ote: ercury lsoconcentratlon ntours based on data from ised HCIM Work Plan (AGI, 2000), and Summer 2001 Geoprobe report (AGI, 2001) N O 0 80 0 Scale In Feet Legend Geoprobe Location 2001 • Geoprobe Location 2000 X0.51 Mercury eCoonry Concept Contour(µg /L) Below Detection Limit — — — Barrier Wall Alignment Figure 2 -8 Groundwater Mercury Concentrations Upper Zone FILENAME: 0: \Geo \RCIE\ design \REV1 \Hydro \7- 10- 02 \GW -1.dwg EDIT DATE: 07/11/02 AT: 18:39 Container Properties LLC/Former Rhone - Poulenc Facility Tukwila, Washington (_ — 1 <0.1 <0.1 O <0.1 p <0.1 111 ■ • 11 1 1 1 1 1' 1 1 11 <0.1 OD <0.1 O O <0.1 <0.1 • <0.1 <0.1 • <0.1 / <0.1 • <0.1 • Note: Mercury i • •• centration contours based on data from revised HCIM Work Plan (AGI, 2000), and Summer 2001 Geoprobe report (AGI, 2001) C.) 60 20 Scale In Feet Legend Geoprobe Location 2001 • Geoprobe Location 2000 00-0.0010 Mercury Concentration Contour(lg /L) — — — Barrier Wall Alignment Figure 2 -9 Groundwater Mercury Concentrations Intermediate /Lower Zone FILENAME: 0: \Geo \RCIE\ design \REV1 \Hydro \7- 10- 02 \GW-2.dwg EDIT DATE: 07/11/02 AT: 18:37 Container Properties LLC/Former Rhone - Poulenc Facility Tukwila, Washington 0 6.8 \ R-1 \ 8. 6.8 �I I• 1 f I I+ I I .8 0 E -15 Note: pH readin aken from data presented in the revised HCIM Work Plan (AGI, 2000), and the Summer 2001 Geoprobe report (AGI, 2001) Scale In Feet Legend Geoprobe Location 2001 • Geoprobe Location 2000 X71 pH Reading Contours — — — Barrier Wall Alignment Figure 2 -10 Groundwater pH Concentrations Upper Zone FILENAME: 0: \Geo \RCIE\ design \REV1 \ Hydro \7- 10- 02 \CW -3.dwg EDIT DATE: 07/11/02 AT: 18:33 Container Properties LLC/Former Rhone - Poulenc Facility Tukwila, Washington 1 6.52 1 1 6.51 7.08 1 z -11 • 7.11 X -11 • 7.01 1 1 I V -11 • 7.2 7;01 \ 7.7 ` R -1 7 6.83 1 1 1 1 1 1 1 1 1 1 1 . I f. 1 1 1 1 1 1 1 1 1 1 1 1 1/ 1/ 1 11 1 1 1 1 1 1 5.90 OO 6.38 11 6.1 11 1 Y 1 1 , 1 1 1 1 1 1 1 1 1 1 6.53 6.73 4 E -15 E16 0 60 20 Scale In Feet Legend Geoprobe Location 2001 • Geoprobe Location 2000 pH Reading Contours — — — Barrier Wall Alignment Figure 2 -11 Groundwater pH. Concentrations Intermediate /Lower Zone FILENAME: Q: \Geo \RCIE \design \REV1 \Hydro \7- 10- 02 \GW -4.dwg EDIT DATE: 07/11/02 AT: 18:28 Container Properties LLC/Former Rhone - Poulenc Facility Tukwila, Washington 3.0 BASIS OF DESIGN The design basis provides a foundation for completing the design and engineering for this engineering project. This section addresses the engineering considerations, design constraints, site issues, and criteria used in preparing the plans and specifications for the interim measures for the RPI site. The design and construction plans presented in Sections 4 and 5 are based upon the criteria presented below. 3.1 DESIGN OBJECTIVE AND SCOPE The interim measures objective is to control groundwater flow to minimize the release of site constituents to adjacent surface water. This will be accomplished by controlling the groundwater hydraulic gradient so that it is directed inward, toward the source areas, and away from the Duwamish Waterway. Although an inward gradient may be established by pumping groundwater alone, the quantity of water to be managed may be substantially reduced by combining groundwater pumping with a completely enclosing low - permeability barrier wall around the affected areas. The planned interim measures include a totally enclosing barrier wall and a groundwater recovery and treatment system for the RPI site. 3.2 DESIGN CRITERIA In the following sections, the design criteria are organized into five categories: General Criteria, Environmental Protection Criteria, Barrier Wall Criteria, Groundwater Recovery Criteria and Site Restoration Criteria. 3.2.1 General Design Criteria General design criteria for the interim measures address construction logistics, stormwater management, sediment control, dust control, waste management and spill prevention. The general criteria established for the RPI interim measures design are as follows: • The interim measures construction will be completed in a manner that does not create adverse impacts on local traffic. • Interim measures construction will not create excessive dust or discharge of contaminated stormwater. • Buildings located within the interim measures construction zone will remain idle during construction. • All equipment used within an active work area will be decontaminated before it may leave the work area. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 3 -1 July 2002 • The construction work will be implemented in a manner that will not adversely affect ongoing work at the RPI site outside the construction zone. • Wastes generated as a result of the interim measures construction will be managed in accordance with applicable laws and regulations. • Materials and fuels used for interim measures construction will be handled and stored in a manner that will not create adverse environmental impacts. • The interim measures construction will be conducted safely and in accordance with applicable state and federal health and safety regulations. 3.2.2 Environmental Protection Criteria The interim measures are being implemented to reduce the potential for releases from the RPI site to the Duwamish Waterway and Slip 6. The design and implementation of the interim measures must not create adverse impacts on the environment. Potential impacts include loss of barrier wall materials to surface water, release of materials via stormwater runoff, surface spills, and generation of dust. Design criteria for protecting the environment during construction of the interim measures include the following: • Identify and address subsurface pathways for potential release of barrier materials to adjacent surface water bodies. • Implement appropriate run -on and runoff protection to control work areas, material storage and handling areas, and water storage areas. • Maintain the construction zone and control stormwater quality to prevent discharge of sediments or construction materials via runoff. • Decontaminate equipment within the work areas to prevent transport of soil and construction materials outside of containment areas. • Control dust generation from construction zone roadways and from materials handling to avoid nuisance conditions and release of materials. • Minimize potential for spills of materials or fuels and maintain the capability for timely spill response. 3.2.3 Barrier Wall Criteria The barrier wall will provide a physical structure to reduce the flow of groundwater into and from the containment area at the RPI site. The design requires that the barrier wall materials, W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 3 -2 July 2002 construction techniques, depth, and location must be specified. The interim measures barrier wall for the RPI site will be based upon the following criteria: • Maximum installed permeability of 1x10 cm/s • Maximum laboratory permeability of 5x10-7 cm/s • Wall materials chemically compatible with site groundwater. • Barrier wall keyed approximately 2 feet into the Upper Aquitard • Minimum factor of safety of 1.1 for trench stability during construction. • Minimum factor of safety of 1.5 for long -term static slope stability • Maintain current seismic stability • Barrier wall support surface loading resulting from normal industrial use, where necessary Design criteria for locating the barrier wall include: • Placement of the barrier wall as close to the Duwamish Waterway and Slip 6 as practicable without posing unacceptable risk of releases to surface waters or affecting long -term stability of the barrier. • Placing the barrier wall as near as practicable to the north property boundary of the site. • Placement of the eastern barrier wall so that it contains identified soil and groundwater contamination. 3.2.4 Groundwater Recovery System Criteria Groundwater must be recovered inside the barrier wall to maintain an inward hydraulic gradient. The recovered groundwater must be discharged to the King County Department of Natural Resources (KCDNR) sewer for final treatment and discharge. The groundwater recovery system will be designed in accordance with the following criteria: • Establish an inward hydraulic gradient by maintaining the mean groundwater level measured within the containment area a minimum of 1 -foot below the mean groundwater level measured outside the containment area for the same time period. • Ensure that the recovered groundwater complies with KCDNR discharge requirements prior to discharge to the sewer. WA00496\0207.017\IlVTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 3 -3 July 2002 • Provide for automated operation. • Provide a high degree of reliability for the groundwater recovery system. 3.2.5 Site Restoration Criteria Upon completing interim measures construction, it will be necessary to restore the site to pre - construction conditions, as appropriate, given the nature of the permanent structures placed on the site under the interim measures construction. Restoration of the site must include removal of unused construction materials and any wastes generated from the construction work. The following criteria will be applied to the design for site restoration: • Place a load - bearing cap over inland portions of the barrier wall that may be subjected to surface loading. • Remove construction materials, wastes from the construction work, and temporary structures used to support interim measures construction from the site. • Return any disconnected utilities to service following interim measures construction. • Restore surface drainage to pre - construction conditions. • Clean debris and materials from the construction zone and roadways used for construction to prevent contamination of site runoff. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 3 -4 July 2002 4.0 INTERIM MEASURES DESIGN Information about the site was evaluated from previous investigations reported in the RFI (CH2M HILL, 1995), the HCIM Work Plan (AGI, 2000), and the Geoprobe Investigation report (AGI, 2001). A geotechnical investigation was performed in June 2002 to supplement existing data for design of the barrier wall to fully encompass the areas of significant contamination. The limits of contamination were verified; the depth, dimensions, and materials for the barrier wall were selected; and a groundwater recovery system design was developed. These elements of the Interim Measures Design are discussed in this section. In order to complete the interim measures design, engineering activities were conducted to address the construction listed below. • Mobilize to the site. • Set up contractor office, laydown and storage areas. • • : Establish surface water containment around the periphery of the work area. • Isolate internal stormwater collection systems from the work areas. • Identify utilities and underground structures that conflict with construction of the barrier wall. • Establish the field alignment of the barrier wall. • Remove known inactive utilities as necessary. • Demolish structures and foundations that encroach on construction on either side of the barrier wall alignment. • Pretrench the barrier wall alignment to identify any underground conduits, rock fill, open gravel materials or other items that might result in slurry loss from the open trench. • Seal any of the underground conduits that could result in slurry loss. • Set up slurry mixing areas and hydration ponds as needed with appropriate containment to minimize the potential for losses. • Construct temporary storage pad for excess materials from slurry trench excavation. • Excavate slurry trench into the uppermost aquitard based on geotechnical information and field observations. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -1 July 2002 • Backfill slurry trench with soil - bentonite. • Dispose of excess material from the soil - bentonite construction. • Set up Impermix® mixing and staging areas with appropriate containment to minimize potential losses. • Install Impermix® barrier wall with vibrating beam technology. • Overlap Impermix® barrier wall with soil - bentonite wall to complete containment. • Install groundwater monitoring wells. • Measure tidal influence on either side of cutoff wall at designated monitoring wells. • Install load- bearing protective cover over barrier wall as necessary. • Install groundwater extraction wells at selected locations. • Install pumps and electrical controls at extraction well locations. • Set up pump control logic from groundwater monitoring wells to recovery wells. • Install piping and control valves to groundwater recovery systems. • Install filter and carbon treatment system. • Install effluent piping to KCDNR discharge point. • Test all piping and commission all powered systems. • Clean-up facility area. • Demobilize. Details of the construction plan are described in Section 5. The planned design to address the interim measures construction outlined above include the following: • Selecting the alignment of the barrier wall system. • Gathering additional geotechnical information along the north and east portions of the alignment as a basis for the barrier wall design. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -2 July 2002 • Gathering chemical information along the northern and eastern alignment of the barrier wall to confirm that the wall is outside the source area of contamination and to clarify anticipated handling requirements for excess material excavated from the trench. • Performing laboratory testing for the geotechnical properties of the subsurface soils. • Performing laboratory testing for the chemical characteristics of soils along the north and east alignment of the barrier wall. • Confirming the strength of materials for trench stability over the depth of the barrier wall. • Performing both static and dynamic stability calculations for the barrier wall. • Establishing the depth to the top of the upper aquitard along the barrier wall alignment. • Establishing the depth of the barrier wall and depth criteria based on boring information along the alignment. • Selecting materials of construction. • Locating groundwater recovery wells. • Estimating pumping rates to maintain hydraulic control. • Designing conveyance systems for groundwater to transfer it to treatment and discharge. • Designing the installation process for the soil - bentonite slurry wall, including construction of slurry wall platform, installation of wall, backfill over slurry wall, and disposal of excess bentonite slurry. • Designing the installation process for the Impermix® wall. • Designing the performance monitoring system. • Preparing work plans, drawings and specifications. • Planning stormwater control and spill control measures. • Preparing a Construction Quality Assurance and Quality Control Plan, including procedures and lines of authority. W: \00496 \0207.017\INTER M MEASURES CONSTRUCTION WORK PLAN.DOC 4 -3 July 2002 • Preparing a Site Specific Health and Safety Plan. 4.1 BARRIER WALL DESIGN The barrier wall was designed to meet the criteria discussed in Section 3. The alignment and depth of the barrier wall were investigated for soil properties and chemical contamination. Geotechnical investigations were performed for the entire length of the barrier wall at about 150 - foot spacing on the average. The investigation extended to the depth of the Upper Aquitard as discussed in Section 2.4. The alignment and depth of the barrier wall are discussed in Sections 4.1.1 and 4.1.2, respectively. 4.1.1 Barrier Wall Alignment The alignment of the proposed barrier wall is shown on Drawing 3 (Appendix A). The alignment encloses the known sources of contamination at the site and extends as far towards the site boundaries to the north, west, and south as is practical for construction without impacting critical habitat or neighboring properties. The north barrier wall was placed as close as practicable to the north property line. The placement provides adequate space to construct the soil - bentonite wall with minimal potential for spills or other damage to the adjacent property. The east barrier wall location was selected to be outside defined areas with affected soil and groundwater. Data from the previous site investigations, as discussed Section 2, were reviewed in selecting the location for the eastern portion of the barrier wall. Monitoring wells that are considered representative of background groundwater quality (wells B1A and DM -5) are located near the east wall. Direct push groundwater samples collected east of the selected alignment were either very low in concentration or below detectable concentrations for the primary site constituents of concern, including metals, toluene, and pH. Affected soils previously identified at the site are also located west of the east wall. The total length of the selected barrier wall alignment is about 2,300 linear feet. The proposed barrier wall has been divided into two wall sections: the south and west barrier wall (downgradient portions adjacent to the Duwamish Waterway and Slip 6) and the north and east barrier wall (upgradient). The two walls intersect near the northwest and southeast corners of the containment area of the site. The south and west walls will be constructed using Impeimix ®, a self - hardening slurry material, installed using vibrating beam technology. The remainder of the barrier wall, along the north and east alignments, will be constructed using bentonite slurry and soil - bentonite material using a trackhoe for trenching. The proposed wall is located as close to the Duwamish Waterway and Slip 6 as practical for construction. It is anticipated that large equipment, such as a 100 -ton crane and large trackhoe, would be used to insert the vibrating beam for the Impermix® portion of the wall and excavate the slurry trench for the soil - bentonite portion of the wall. For a trench of the depths anticipated, the trackhoe would require a width of about 20 to 25 feet; therefore, the trackhoe would need about 15 feet on each side of the proposed barrier wall centerline simply for operating room. W:\00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4-4 July 2002 The work area on the inboard side of the trench will be wider to allow for slurry mixing and material handling. Along the west side of the site, there is an existing berm that is about 3 feet higher than the rest of the site. The alignment of the west barrier wall is located about 15 feet east of the toe of this berm. Construction of the barrier wall directly on top of the existing berm was considered but deemed infeasible for the following reasons: • Construction of the barrier wall directly on top of the berm would require either removing the berm or raising the grade substantially for heavy equipment access. Because the west side of the berm forms the top of the Duwamish riverbank, removal of the berm would also entail removal of a portion of the top of the riverbank, leaving the top of the riverbank and the Duwamish Waterway exposed to increased surface water runoff and erosion. This would also eliminate the surface water runoff control that the berm currently affords. • Construction of the barrier wall on top of the berm would significantly increase the potential for slurry loss to the waterway due to coarse materials used in berm construction and the proximity of the berm to the waterway. • Construction of the barrier wall on top of the berm would significantly increase trench/riverbank stability uncertainties and the potential for trench/riverbank failure during construction. 4.1.2 Barrier Wall Dimensions The design depth of the proposed barrier wall is shown on Drawings 5, 6, and 7 included with the attached Construction Documents in Appendix A. The trenches will be excavated through the hydraulic fill, Upper Aquifer, and the intermediate /lower zone to the top of the Upper Aquitard. Excavation of the wall will continue to a depth of 2 feet below the top of the Upper Aquitard to provide a key into this material. Because of the decreasing permeability of the intermediate /lower zone with depth, this 2 -foot key into the Upper Aquitard will effectively cut off groundwater flow below the barrier wall. The Upper Aquitard varies from a maximum of • about 75 feet deep along the north alignment to a minimum of about 50 feet deep along the north alignment. The depth to the top of the Upper Aquitard is shown on Drawings 5, 6, and 7 (Appendix A) and is based on the results of the geotechnical borings. During construction of the barrier wall, an experienced geotechnical engineer or geologist will be onsite full -time to observe construction of the trench and confirm that it has been extended to a minimum depth of 2 feet below the top of the Upper Aquitard. Based on the soils encountered in the geotechnical borings, there is a noticeable change in plasticity and gradation as the trench is excavated through the Upper Aquifer and the intermediate /lower zone to the Upper Aquitard. Material properties of the site soils for the barrier wall alignment are summarized on the referenced drawings in Appendix A. Additional details of soils for the alignment proposed along the Duwamish Waterway and Slip 6 are provided in Section 2.5 of the HCIM Work Plan (AGI, 2000). W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -5 July 2002 Soil - bentonite barrier walls are typically 2 to 4 feet wide and are generally dependent on the type and size of the excavating equipment. The planned soil - bentonite barrier wall will be approximately 3 feet wide. The engineering analyses have been completed based on the assumption of a 3- foot -wide wall. The technical specifications (see Appendix A) require a minimum 3- foot -wide wall. The Impermix® portion of the barrier wall will be installed using a vibrating beam that forms a section approximately 6 inches thick. Impermix® material has a significantly lower permeability than soil - bentonite; therefore, a thinner wall can provide equivalent or better containment than a soil - bentonite wall. Details of the soil - bentonite and Impermix® walls are shown on Drawing 8 in Appendix A. 4.1.3 Slope Stability An analysis of the general slope stability of the south and west slopes of the project site was conducted with the commercially available slope stability software SLOPE/W from GeoSlope International. The software calculates the factor of safety against failure using Spencer's 2- dimensional limit equilibrium methodology, which satisfies both force and moment equilibrium equations. The analyses are presented in Appendix C. The effect of seismic shaking on the stability of the slope was examined using the pseudostatic method, which gives a rough guide to seismic stability where liquefaction is not anticipated. This method involves applying a horizontal inertia force to the sliding mass in an otherwise static analysis procedure. The magnitude of the force is taken to be the weight of the soil multiplied by a "seismic coefficient," which is typically assumed to be some fraction (1/2 to 1/3 in most cases) of the actual peak horizontal ground acceleration (PGA) generated by the seismic event. The seismic event can be either a postulated future event or a representative past event. For this project, the 2001 Nisqually earthquake was chosen as the seismic event. The analysis used existing topography of the project site estimated from contour maps as well as measurements of the slopes with a slope inclinometer. Two cases were analyzed for both the south and west slopes. Case 1 estimated the stability during construction under static conditions assuming zero strength for the barrier wall. Case 2 estimated the stability after construction under seismic conditions with a horizontal seismic coefficient of 0.1 (i.e., 1/2 of the Nisqually PGA) and an Impermix® barrier wall strength (cohesion) of 200 pounds per square foot. The soil properties used for the analysis were estimated based upon information from previous borings as well as borings and CPT data collected for this investigation. The soil strength parameters were then adjusted slightly using the knowledge that the slope has not recently failed under current (static) conditions, nor did the slope fail during the recent Nisqually Earthquake (PGA of approximately 0.2g). Table 4 -1 outlines the soil parameters used for the slope stability analysis. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -6 July 2002 Table 4 -1 Soil Parameters Used for Stability Analysis Soil Description Unit Weight (pcf) Friction Angle (degrees) Cohesion (pst) Upper Silty Sand 120 33 500 Silty Sand 120 36 350 Low Perm Transition 120 34 400 Upper Aquitard 110 0 700 Barrier Wall (during construction) 80 0 0 Barrier Wall (after construction) 80 0 200 The slope stability analysis for both the south and west slope indicates a circular -type failure through the upper silty sand to a depth of between approximately 30 to 35 feet bgs. For Case 1, a factor of safety of approximately 2.2 and 1.5 were calculated for the west and south walls, respectively. For Case 2, a factor of safety of approximately 1.7 and 1.0 were calculated for the west and south walls, respectively. None of the critical failure surfaces extend into the barrier wall. A factor of safety of 1.0 is indicative of failure. However, the fact that the slope did not fail during the Nisqually earthquake likely indicates that one or more of the parameters used in the analysis is conservative. More importantly, the fact that the critical failure surface did not extend into the slurry wall implies that the slurry wall does not influence the stability of the slope. 4.1.4 Trench Stability A preliminary evaluation of trench stability was conducted by AGI in the HCIM Work Plan (AGI, 2000) to assess the trench slurry density and level required to maintain trench stability during barrier wall construction. The required trench slurry level also defines the work platform elevation. Method of Analysis The trench stability was evaluated by AGI by comparing the active earth pressures to the slurry pressures along the alignment of the trench (Xanthakos, 1979). Active earth pressures are based on the soil conditions and groundwater levels along the trench. The fluid pressure of the slurry is a function of the unit weight of the in -trench slurry. As a general rule, the trench slurry level should be at least 3 feet above the existing groundwater level for trench support. The actual required separation, however, is based on the unit weight and level of the slurryin the trench, the properties of the soil formations through which the trench passes, and the desired factor of safety against trench instability (hydrostatic slurry pressure divided by the active earth pressure). The unit weight and depth of slurry were determined by AGI based on a minimum factor of safety of 1.1. In addition, reliability-based analyses of trench stability were completed by AGI in order to evaluate the effects of variation of material properties of the site soils and the slurry. The analyses were completed using the Taylor -series method presented in Duncan (2000). The standard deviation of material properties were either based on laboratory tests or from Harr W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -7 July 2002 (1987). The unit weight and depth of slurry were determined based on a maximum probability of trench collapse of 10 percent. Results and Conclusions The results of the trench stability studies reported by AGI indicate that the unit weight of the trench slurry should be at least 78 pounds per cubic foot (pcf), and the slurry level in the trench should be maintained at about 0.5 feet bgs. These properties were determined to satisfy both of the trench stability criteria: a factor of safety greater than 1.1 and a maximum probability of trench collapse of 10 percent. Based on these results and the fact that the site is relatively flat, a work platform is not required for this project. URS will perform additional testing and analyses for the slurry mix designs and may adjust the slurry parameters based on the results. 4.1.5 Barrier Wall Materials and Chemical Compatibility The barrier wall will be constructed of earthen materials for permanency and long -term. effectiveness. The design permeability of the wall is 1x10 cm/s. Compatibility testing with soil - bentonite materials was performed by AGI and results were reported in the HCIM Work Plan (AGI, 2000). The testing used worst -case site water, obtained from a well (well H:10) within the identified toluene contamination plume area, for simulating flow through a soil - bentonite barrier. The compatibility testing performed by AGI is summarized below. AGI Compatibility Testing Preliminary mix design testing and long -term chemical compatibility were conducted by AGI for soil - bentonite barrier material. The object of these tests was to determine a proposed soil - bentonite backfill mix that would achieve the desired permeability and not be adversely impacted by the contaminated groundwater at the site. The backfill testing program was completed under closely controlled laboratory conditions using small amounts of material. Variability in both material properties and mixing proportions when working with large quantities of soil in the field were expected. The cuttings from geotechnical borings made by AGI were composited and containerized for testing. Mechanical gradation analyses were completed on composited soil samples from borings GT -1 and GT -5. The results indicated that the amount of fines material (soil passing the No. 200 sieve) was about 16 and 29 percent for borings GT -1 and GT -5, respectively. Because the fines content was lower in GT -1, mix design testing and chemical compatibility tests were conducted on this composite sample. A soil - bentonite backfill consisting of 94 percent soil from GT -1 and 6 percent bentonite slurry was mixed in AGI's geotechnical laboratory. The slurry was mixed with a mineral bentonite and potable water from the site. A sample of the proposed backfill mix was formed and placed in a flexible wall permeameter. A permeability test was then completed in general accordance with ASTM D5084. When the permeability value stabilized, contaminated site water from well H10 was introduced into the sample. The test was continued until about two pore volumes of the contaminated permeate passed through the sample. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -8 July 2002 The test results indicated that the permeability of the proposed mix was about 5.7x10-7 cm/s. The results of the chemical compatibility of the proposed backfill mix indicate that the contaminated site water had a small adverse impact on the proposed backfill material. The permeability of the proposed backfill mix after about 8.2 pore volumes had passed through the sample was about 6.7x10-7 cm/s. Even though the mix design did not achieve the desired permeability, it was anticipated by AGI that a target permeability of 1 x 10-7 cm/s could be achieved by either increasing the fines content of the soil and/or increasing the bentonite content. The testing performed by AGI did not establish the long -term integrity of the soil - bentonite backfill in contact with high pH groundwater. The pH of the contaminated water used in the chemical compatibility testing was about 7.4. However, since the soil - bentonite backfill will only be used in areas of moderate pH and away from impacted groundwater, the long -term effectiveness is not a consideration for these portions of the wall. The EPA has accepted the soil - bentonite material for use on upgradient portions of the barrier wall, and no further compatibility testing with soil - bentonite is required. The selection of barrier materials for both downgradient and upgradient portions of the wall is discussed below. Selection of Barrier Materials and Additional Compatibility Testing Contact with elevated pH groundwater will only occur in downgradient areas of the site. For this reason, Impermix®, a material composed of attapulgite clay, cement slag, and water, was selected for downgradient wall construction along the Duwamish Waterway and Slip 6, where high pH conditions are known to exist and where saline groundwater may be present. Impermix® has been shown on past projects to have significantly lower permeability than soil - bentonite under similar environmental conditions. Upgradient conditions with minimal or no contamination exist along the north and east barrier wall alignment. Soil - bentonite material has been selected for these portions of the alignment. Compatibility of soil - bentonite barrier materials with site groundwater from upgradient portions of the site is discussed above in "AGI Compatibility Testing." Additional compatibility testing will be conducted for Impermix® using soil materials and groundwater obtained from the site that are representative of the conditions along the down gradient wall alignment. The materials used in the testing will be selected to simulate the long- term performance of the Impermix®. A sample of Impermix® will be prepared by mixing contaminated site water representative of worst -case conditions with the pozzolanic slag cement, and attapulgite clay mixture that comprise the Impermix® formulation. The sample will be allowed to set for a minimum of 30 days or in accordance with the supplier recommendations. The permeability of the cured sample will then be tested using contaminated site water from selected wells as the permeant. Because contaminated site groundwater will be used to prepare the sample, and will completely fill the sample pore space, the normal criteria of passing three pore volumes through the sample will be circumvented. After a period of 2 months, the permeability results will be compared to project criteria and reported to the EPA as confirmation of compatibility. This testing has not been completed, results will be provided upon completion of the testing program. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -9 July 2002 Selection of Impermix® materials installed with vibrating beam technology and soil - bentonite installed with conventional slurry trench technology is discussed in detail in Technical Memorandum No. 2, Barrier Wall Alternatives (URS, 2002) attached in Appendix D. 4.1.6 Protection of Critical Habitat All work related to installation of the barrier wall, groundwater recovery system, and monitoring system will be performed in a manner that is protective of critical habitat. The activity that poses the most risk to the habitat is installation of the barrier wall using slurry techniques. There are several pathways that have been considered in the interim measures design to prevent slurry loss during barrier wall construction. These include surface runoff pathways, voids in rock fill, manmade conduits such as pipelines and utility trenches, and natural subsurface strata with large void space, such as open -works river gravels or highly fractured rock. Identification of potential slurry loss pathways and preventative measures to avoid slurry loss are discussed below. Surface Grades Surface grades at the former RPI site are flat and manageable from a construction perspective, except for the berm and rip rap slopes along the shoreline with the Duwamish Waterway and Slip 6. The proposed alignment of the barrier wall is along the flat portions of the site. Containment berms will be constructed and maintained around the active trench working area to control slurry loss potential via surface pathways and to prevent run on of stormwater. Precautions will be taken during mixing and pumping operations to ensure that all slurry related activities (preparation, material storage, mixing and hydraulic transport) remain within the contained area and well away from the waterway. Rock Fill Along Shoreline In some areas of Puget Sound, rock fill has been used to raise the ground elevation for development purposes, specifically in berms along a waterway. Based on existing geotechnical data for this site, extensive rock fill is not present. Rock buttresses may exist near the shoreline at the site for containment of hydraulic fills and erosion protection. Rock fill, if present at all, would probably only be present above the original ground surface (pre- filling) which occurs at about 15 foot depth. Continuous pre - trenching along the proposed alignment of the barrier wall will be used to ensure that rock obstructions that could cause slurry loss (and increase the difficulty of barrier wall construction) are not present. If present, the rock obstructions will be removed and remaining rock will be sealed to prevent slurry loss. Manmade Conduits Manmade conduits that could lead to slurry loss consist of hydraulic fill piping, utility piping, or underground trenches backfilled with coarse gravel. Each of these will be readily identified by a pre - trenching program similar to that described above. Pretrenching for conduit identification will extend through the man-made fill with an expected maximum depth of 20 feet, which is the lower bound of any feasible installation of this type that may have been used for the former RPI site. King County records will also be researched to ensure that there is not a major deep sewer outfall pipe along the alignment. The trenching operation will be monitored for contact with W:\00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -10 July 2002 piping or other foreign objects, and trench spoils will be examined for pipe, plastic, or other similar materials. The trench may also be flooded to readily identify areas of potential slurry loss. If pipes or gravel materials are identified along the proposed barrier wall alignment, the area identified will be widened and the conduit cut and sealed. Alternatively, the alignment of the barrier wall could be adjusted. Subsurface Strata Subsurface strata that could lead to slurry loss include gravels in old river channels, glacial outwash gravels, buried colluvial deposits, or fractured bedrock. However, significant slurry losses in gravel are not expected unless coarse gravel containing less than 15 percent sand or fines is encountered. Typically, soils classified as gravels contain 30 to 50 percent sand and some silt. The sand provides enough filling of the voids in the gravel that the potential for slurry losses is minimal. It is well documented at the former RPI site that there is a sand and gravel layer located below the Upper Aquitard. The planned depth of the slurry trench is to the top of the aquitard, so that slurry loss to the underlying sand and gravel is highly unlikely. The soils that have been characterized at the site to the depth of the planned barrier wall are generally silts and sands with a significant portion of silt and clay sizes. This type of material is well suited for slurry trench construction and will not contribute to slurry losses. In addition to avoiding slurry loss, the following activities will be included to mitigate the potential for impacts to the environment: • Complete enclosure of the active work areas around the perimeter of the construction with a containment berm. This will prevent accidental loss of slurry or other deleterious liquids via overland routes to the adjacent waterways. • Use of tarps and fine mist sprays during dry bentonite handling to control dust and limit exposure to the surrounding habitat. • Implementation of spill control and contingency plans to minimize the risk of fuel, oil, and grease or other fluid loss to the environment. 4.2 GROUNDWATER RECOVERY SYSTEM DESIGN 4.2.1 Groundwater Recovery Well Locations As shown in Drawing 4 in Appendix A, the groundwater recovery wells will be located in the north central portion of the interior of the barrier wall. If the barrier wall and aquitard limit flow into the interior of the wall as designed, then these well locations should provide adequate hydraulic control within the entire containment wall. The well locations were also chosen to minimize the impact of dissolved phase chemicals on the recovered groundwater quality. Among other criteria, KCDNR has a requirement that the discharged water contain no more than 1.5 milligrams per liter (mg/L) of toluene. Therefore, the recovery wells were located away from known areas with dissolved toluene concentrations. Three wells were selected to provide for W: \00496 \0207.017\JNTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -11 July 2002 balancing flow among the wells. Flow balancing will allow for flexibility in changing groundwater recovery operations. In addition, flow balancing will be used to' achieve the required 1 -foot head differential between the interior and exterior of the barrier wall. 4.2.2 Groundwater Recovery Well Design The groundwater recovery wells will be installed using mud rotary drilling methods. The wells will be screened in the higher permeability upper zone sediments. The wells will be equipped with 316L stainless steel wire -wrap screens that will minimize drawdown and frictional well losses. Six - inch - diameter wells will be used because they will require less maintenance than smaller diameter wells (due to potential fouling of the screen and filter pack). The 6 -inch diameter wells and the large percentage of open area provided by wire -wrap screens will minimize the impact of the anticipated plugging on recovery well performance. The sand filter pack was selected by evaluating upper zone soil grain sizes using the method described in Design, Construction, and Maintenance of Relief Wells EM 1110 -2 -1914 (U.S. Army Corp of Engineers, 1992). The screen slots were sized to minimize passing of filter pack material. Proper selection of filter pack material minimizes the production of fines from the wells. The recovery wells will have a Colorado 10/20 filter pack with a 30 -slot screen. This combination will allow less than 5 percent of the filter pack to pass through the screen during development. Well screen placement will be determined in the field and adjusted so that the screen is placed in the most permeable soils in the upper zone. The filter pack will be surged during installation to settle the sand grains. Upon completion, each well will be developed using a non - phosphate dispersing agent to assist mud -cake removal. The dispersing agent will be used in accordance with the manufacturer's directions. Each recovery well will be developed by surging, bailing, and pumping until sand production reaches asymptotic limits. 4.2.3 Groundwater Collection /Pretreatment/Discharge The groundwater collection system is intended to maintain an inward (to the barrier wall interior) hydraulic gradient in the shallow groundwater. The system was designed to maintain the groundwater level inside the barrier wall 1 foot below the mean groundwater level measured outside the barrier wall. The design assumes that the barrier wall and aquitard will have low permeability, thus minimizing groundwater leakage through the wall and aquitard. The proposed system includes groundwater recovery wells, piping, a water pre - treatment system, and discharge to the KCDNR sewer system. A brief description of the groundwater recovery system follows. Recovery Wells Three 6- inch - diameter groundwater extraction wells, with low -flow, variable rate extraction pumps, will be constructed on the inside of the barrier wall system. The wells will be approximately 40 feet deep, with an approximate screened range of 15 to 35 feet bgs. The proposed recovery well locations are in areas on the site that have historically shown minimal W: \00496 \0207.0I7\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -12 July 2002 impacts from site contaminants. The submersible well will discharge at relatively low flow rates to provide at least a 1 foot differential between the inside and outside of the barrier wall. The variable speed capacity for each well is expected to range from 1.5 to 8 gallons per minute (gpm). Manual throttling valves will be provided to ensure adequate flexibility for controlling well flow. Piping from the groundwater recovery wells to the treatment system will be located below ground. When the barrier wall is installed and pumping begins, groundwater flow into the containment area will be greatly reduced. However, groundwater will still flow into the containment area because of the inward gradient and surface infiltration. Groundwater will flow horizontally through the wall, vertically upwards through the underlying low permeability aquitard, and vertically downward from precipitation on unpaved surfaces. In Technical Memorandum No. 3, Subsurface Barrier Wall Permeability Requirements (URS, 2002), the groundwater fluxes through the wall and aquitard were calculated; vertical flow through the aquitard will account for the majority of the groundwater flux into the containment area. Based on these calculations, an average groundwater recovery rate of 2 gpm would be sufficient to maintain the inward gradient, and would provide a 1 foot differential head when steady -state conditions are achieved. The actual amount of groundwater flow will be determined during pump tests and through operation of the groundwater recovery system. In addition to groundwater flow through the wall, it was necessary to estimate the impact of infiltration into the containment area because any infiltrating rainfall will raise water levels within the barrier wall. The 10 -year, 24 -hour storm event for the Seattle (King County, 1998) was used to evaluate whether the selected groundwater pumps can accommodate rainfall infiltration. Site maps were reviewed, and the following assumptions and conditions were used to calculate the amount of groundwater pumping required to account for infiltration from this 10- year, 24 -hour storm event: • 50 percent of the area inside the barrier wall is paved or covered with buildings. Of this area, it is assumed that 100 percent of this rainfall is routed to drainage or evaporates. • 50 percent of the interior area is unpaved, and 50 percent of this rainfall is routed to drainage. This leaves 25 percent of the total rainfall to infiltrate or evaporate. • Of the 25 percent that is not direct runoff, 80 percent is assumed to infiltrate and 20 percent is assumed to evaporate. Therefore, 20 percent of the total rainfall within the containment area will infiltrate to the subsurface. • It is assumed that this 24 -hour rainfall will take 2 days to completely infiltrate to the groundwater surface. The 10 -year, 24 -hour storm event produces 3.35 inches of rain. The approximate area within the barrier wall is approximately 302,000 square feet. The storm event will produce approximately 126,000 gallons of water that will eventually require extraction. If it is assumed that this volume of water will take 48 hours to reach the groundwater surface, then the recovery system would W: \00496\ 0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -13 July 2002 need to extract groundwater at an equivalent rate of approximately 44 gpm to maintain the differential head at greater than 1 foot. While the recovery system will be designed with extra capacity, it would be difficult to handle the infiltrating rainfall by extraction alone. This amount of rain would also fall outside the wall, raising water levels on both sides of the wall. However, the water outside the wall is likely to fall more rapidly. Thus precipitation could raise the groundwater surface within the wall by up to 2.2 inches (assuming a 30 percent effective porosity). The relationship between rainfall outside the wall is complicated by the expected rise in water levels in the Duwamish Waterway due to precipitation. Such a rise in water level would help minimize the need to extract all of the infiltrating rainfall. In order to ensure that the recovery system can extract this water effectively, the differential head between the interior and exterior of the wall will be increased to 1.25 feet following each rainfall, thus providing a 25 percent safety factor. This extra margin will ensure that rainfall infiltration can be extracted in a timely manner, while maintaining the minimum 1 -foot differential head. This safety factor will be re- evaluated based on actual performance of the recovery system, and may be changed as appropriate. In summary, groundwater recovery rates will be determined based on actual performance of the barrier and aquitard. For the 70 percent design presented in this IMCWP, it has been assumed that the overall groundwater recovery capacity will be between 1.5 gpm and 24 gpm. 1.5 gpm represents one well pumping at minimum rate, and 24 gpm represents all three wells pumping at maximum rate. Aquifer pumping tests will be conducted after the wells are installed to select the final groundwater recovery rates, and therefore the pump and treatment equipment sizing may need to be adjusted. Section 5.3.6 provides additional details concerning these pump tests. It is anticipated that the recovery system will operate periodically since the groundwater pumps will likely operate at higher extraction rates than needed to maintain the differential head of 1.25 feet (which includes the 25 percent safety factor). Groundwater Pretreatment Groundwater extracted from the three recovery wells will be piped to a surge tank (195- gallon capacity). The surge tank will be equipped with a nitrogen blanketing system to prevent oxygenation of the groundwater, thus reducing the potential for iron precipitation and fouling. Groundwater in the surge tank will be pumped through a bag filter to remove fines and then through two granular- activated carbon (GAC) units placed in series. All units will be capable of treating the expected flow rate and constituent concentrations. Groundwater discharge from the GAC units will be discharged to the KCDNR sewer system in accordance with an approved discharge permit. The location and configuration of the treatment system are shown in the Drawings (Appendix A). The pretreatment system will be located inside an existing onsite building, as shown on the Drawings. The system will be surrounded by a minimum 6- inch -high berm for spill containment. The floor within the berm will have a low point sump that will be equipped with a level sensor to alert personnel of.a leak. Spills will be collected with a portable pump for disposal or treatment in accordance with applicable requirements. W:\ 00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -14 July 2002 The pretreatment system design has several fail -safe features that increase its reliability and reduce the possibility of an unintended release. Piping is looped and valved to permit bypass of individual pieces of equipment and to operate the two GAC units in alternating primary and secondary modes, if desired. There are redundant centrifugal pumps that pump water from the surge tank through the treatment equipment. The system can be monitored at sample taps located before and after each treatment unit. Alarms, pressure differential measurements, and interlocking are provided and discussed below with the controls. The containment system provides the last measure of reliability to prevent an unintended release. Further protection is provided by the fact that the treatment system is located within the area of the site enclosed by the barrier walls. The need for groundwater pretreatment prior to discharge to the KCDNR sewer system will be periodically reevaluated with EPA and KCDNR. Groundwater Discharge Discharges from the groundwater recovery system will occur in a continuous mode (when the groundwater recovery pumps are operating), with analytical testing and characterization of the groundwater as required by the King County Industrial Waste Program Wastewater Discharge Permit. A Wastewater Discharge Permit will be obtained prior to the collection and treatment of groundwater. Piping and discharge points are indicated in the Drawings. Piping from the groundwater treatment system to the discharge point will be located below ground. 4.2.4 Control and Electrical Systems The extraction pumps in each well will be operated using a pump controller that maintains a pre- set pressure differential equivalent to the desired head difference. This differential will be measured by pressure transducers located within a monitoring well on the interior of the barrier and a single monitoring well located on the exterior of the barrier wall. As tidally driven changes occur in the exterior well, the-interior extraction wells will be automatically run to maintain the pre -set pressure or head differential (see Section 5.3.6 for operational details). The tidally driven water level changes will be filtered using a 72 -hour moving average that will be updated. The extraction pumps will be Grundfos Model 5SQE03A -90 or equivalent, submersible, variable flow pumps, capable of operating at flow rates of 1.5 to 8 gpm. Total treatment system flows are expected to vary between 1.5 and 24 gpm. Electrical power for the pretreatment system will come from an existing building panel. A new load center will be provided at the treatment system for all new loads. Voltage will be 120/240 volts, single phase. Pumps will operate at 230 volt, single phase. Phone service for the alarm autodialer will come from the existing building telephone terminal board. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -15 July 2002 The groundwater pretreatment system will be equipped with a programmable logic controller (PLC), which will monitor and adjust well pump flow rates, treatment system flow rates, and pressure differentials through the treatment equipment. The PLC will provide alarms and run status and be capable of remotely alerting personnel of alarm conditions. The PLC will provide alarms and alert personnel for submersible pump failure, high and low surge tank levels, centrifugal pump failure, plugged bag filter or carbon units, low nitrogen blanket pressure on the surge tank, and leak detection in the containment sump, as well as system and power failures. The PLC will be interlocked to turn off the submersible pumps at low water levels in the wells or high water level . in the surge tank. Additionally, the centrifugal pumps will shut off if a low water level occurs in the surge tank. The submersible and centrifugal pumps will shut off if a leak is detected in the containment sump, or if excessive pressure differential is recorded in the bag filter or carbon units. 4.3 OTHER DESIGN CONSIDERATIONS After construction activities are complete, it is necessary to ensure long -term surface protection for the barrier wall and effective operation and maintenance of the groundwater pretreatment system, which may require storage of spare GAC canisters and other spare equipment. Surface protection of the barrier wall and storage of materials from the slurry wall construction are discussed below. Equipment stored at the groundwater pretreatment system will be located within the containment area discussed in Section 4.2.3 of this report. 4.3.1 Surface Protection for Barrier Wall The soil - bentonite wall will be protected from desiccation and surface loading appropriate for as anticipated site use with a protective cover. Desiccation of the barrier wall could cause the barrier to shrink and crack. Surface loading, if not considered during design, could cause the barrier wall to deform. Either event could contribute to unsatisfactory barrier wall performance. Desiccation The base level of the protective cap will consist of a geotextile and 20 -mil PVC geomembrane, placed immediately over the low permeability barrier material at the bottom of the proposed protective cap. Structural fill, about 3 feet thick, will be placed over the geomembrane. The combination of the geomembrane and the structural fill will reduce the possibility that the completed barrier wall will desiccate. Surface Loading When the barrier wall is completed, it is anticipated that this portion of the site could be used for material stockpiling, container storage, or some other industrial use. The protective cover has been designed assuming that the top of the barrier wall has settled (as is normal for soil - bentonite walls), thus creating a void between the top of the wall and the bottom of the protective cover. A maximum of H -20 traffic loading was also assumed. W: \00496\0207.017\INPERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -16 July 2002 The proposed protective cover will include two layers of polyethylene geogrid to provide support over the soil - bentonite barrier wall section to accommodate the design loading. The purpose of the geogrid will be to span the barrier wall trench and to spread out the applied pressure from imposed loading. The geogrid was designed based on the method presented by Valero and Anderson (see Appendix C). Based on the results of the analyses (provided in Appendix C), the protective cap should have two layers of geogrid, with vertical spacing of about 12 inches. The protective cover backfill should consist of either gravel borrow, adjusted for geosynthetics (WSDOT Standard Specifications for Road, Bridge and Municipal Construction, 9- 03.14[1]), or common borrow (WSDOT, 9-03.14[3]). The backfill should be placed in loose lifts and compacted to at least 95 percent of the maximum modified dry density (ASTM D1557). 4.3.2 Excess Materials From Slurry Trench Construction Excess materials from construction will be stored in a designated area shown on Drawing 3 (Appendix A). The area will be lined with a minimum 20 -mil geomembrane or equivalent and contained by compacted soil berms. The area and containment berms will contain the excess soil plus surface runoff for a 10 -year, 24 -hour storm event (3.35 inches of rain). During the recent geotechnical investigation, soil samples were collected and tested for TCLP- metals, total metals, and VOCs, and selected samples were tested for TPH. The results of these analyses will be used to characterize the excess soils along the slurry trench alignment. After final laboratory results have been received, the plan for final handling and disposition of the excess soils will be submitted to EPA for review. If the material is contaminated, it will be removed from the site and disposed of in accordance with federal, state, and local requirements. Waste handling is described in detail in Section 5.3.8. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 4 -17 July 2002 5.0 INTERIM MEASURE CONSTRUCTION PLAN Work activities for implementation of the interim measures for the RPI site are discussed in this section. The constructed remedy for this site includes demolition/removal actions along the Duwamish Waterway, installation of a low- permeability barrier wall system around the site perimeter, a groundwater recovery system for hydraulic control, and modifications to the site's groundwater monitoring network. Key activities of this interim measure construction plan include the following: • Permitting • Preconstruction activities • Construction activities • • Construction quality assurance and control Post - construction activities are discussed in Section 6.0. The proposed construction sequence and schedule are described in Section 7.0. 5.1 PERMITTING This section describes potential permits and related administrative requirements for the work. Early identification and coordination of known permitting and related administrative requirements between EPA and Container Properties is a key activity for project implementation. The permits identified in this section are potentially required to perform the work. RCIE, on behalf of Container Properties will obtain required permits and approvals under applicable laws /regulations, including the Revised Code of Washington (RCW), the Washington Administrative Code (WAC), and the Tukwila Municipal Code (TMC). Notifications and administrative requirements will be performed in a timely manner prior to construction. The known or potential permits identified to date are as follows: • State Environmental Policy Act (SEPA) environmental review (43.21C RCW, coordinated under the City of Tukwila's SEPA Planned Action application) • Shoreline Permit (TMC 18.44) • Well construction/abandonment (start card) notification (WAC 173 -160) • Hauling permit, and temporary water meter permit (City of Tukwila) • Puget Sound Clean Air Agency (PSCAA) Notice of Construction During permitting activities, RCIE may determine that some of these permits are not necessary, or may identify and acquire other construction permits necessary to perform the work. Ongoing W: \00496\0207.017\INrERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -1 July 2002 discussions between Container Properties and RCIE, and the regulating agencies will determine the actual permits, notices, and reporting requirements for this project. 5.1.1 Local Requirements RCIE will coordinate its work under the City of Tukwila's Pre - Permit Application Procedure. Based on discussions with the City of Tukwila's Planning Department, the Department of Community Development, and the Public Works Department, this procedure includes the submittal of a pre - application information package (a SEPA Planned Action application) and participation in a pre - application meeting with the City of Tukwila's Development Review Committee (DRC). The DRC consists of members of the City's Planning, Building, Public Works, and Fire Departments. RCIE has already attended the pre- application meeting, and the permitting process with the City has been initiated. The objective of the pre - application meeting was to discuss the scope of the project, identify all necessary city and state permitting requirements, and provide the applicant with the necessary permit applications, plan submittal requirements, selected ordinances, and general information. RCIE will continue to prepare and submit the required permit applications and perform other administrative tasks required to support the permitting process. Local permits identified to date include a hauling permit, a temporary water meter permit, and a water meter permit (if water use is required for post - construction operations). Temporary erosion and sediment control (TESC) requirements are defined in the Stormwater Management Manual for Western Washington, Volume II (Ecology, 2001). This implements the Puget Sound Water Quality Management Plan (Ecology 1994). 5.1.2 State Requirements SEPA requirements for this project will be met through the City of Tukwila's SEPA Planned Action application process. RCIE will apply for a shoreline permit from the Washington State Department of Ecology's (Ecology) Shoreline & Environmental Assistance Program. Ecology also has been delegated authority for issuing stormwater discharge permits, including oversight of construction- related activities that are covered under a stormwater general permit. Stormwater management must comply with the State of Washington's Stormwater Management Manual for Western Washington (Ecology, 2001). The State of Washington's water quality regulations include WAC 173 -200, Water Quality Standards for Ground Waters of the State of Washington; WAC 173 - 201A, Water Quality Standards for Surface Waters of the State of Washington; and WAC 173- 204, Sediment Management Standards. A Notice of Construction and Application for Approval will be submitted to PSCAA. This is required for potential dust generation during construction and to ensure compliance with opacity monitoring requirements for the heavy construction equipment's exhaust systems. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -2 July 2002 5.1.3 Federal Requirements Section 311 of the Federal Water Pollution Control Act, and its implementation under 40 CFR 112, requires the preparation of a Spill Prevention and Containment Plan for facilities or operations that could discharge oil into or upon the navigable waters or adjoining shorelines of the United States. This project is not expected to store oil or fuel in large enough volumes to require a Spill Prevention and Containment Plan. However, as a best management practice and due to the proximity of the Duwamish Waterway, a Spill Prevention and Containment Plan has been prepared and implemented at the site. In addition, construction- related stormwater discharges are regulated under the National Pollutant Discharge Elimination System (NPDES) permit program, which has been delegated to Ecology for implementation. A project - specific Spill Prevention and Containment Plan and a Stormwater Pollution Prevention Plan (SWPPP) have been prepared for this project, which are included in this IMCWP as Appendices E and F, respectively. A determination of effect under Section 7 of the Endangered Species Act (ESA) has not been made at this time. Section 7 consultation requires a preferred alternative and a design level sufficient to determine an action area where potential effects to ESA - listed species may occur. Because Section 7 consultation requires a defined action area, ESA consultation between the applicant (Container Properties or RCIE) and the expert agencies (U.S. Fish and Wildlife Service [ USFWS] and the National Marine Fisheries Service [NMFS]) under the coordination of the action agency (EPA) has not been addressed in this document. When the defined action area is suitably defined, EPA will consult USFWS and NMFS to determine if the project will affect species listed under the ESA. A biological assessment (BA) has been prepared for the project to support that action and will be submitted separately. In addition to the ESA consultation, EPA will also need to consult with NMFS if the project affects essential fish habitat (EFH), as defined by the Magnuson- Stevens Fishery Conservation and Management Act. The EFH determination is typically incorporated into the BA. 5.1.4 Duration of Permitting Activities The estimated duration for specific permitting or administrative activities are indicated below: • SEPA Planned Action review, 3 to 6 months • Shoreline Permit, 3 to 6 months • Land Altering Permit, hauling permit, and temporary water meter permit, 1 month • PSCAA Notice of Construction, 1 month If an ESA/EFH consultation is required, or other agency requirements are identified, the permitting schedule may be modified. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -3 July 2002 5.2 PRECONSTRUCTION ACTIVITIES Preconstruction activities for this project are expected to include the following: • Design and Construction Planning —The interim measures for this site are described in this IMCWP, including the overall approach and basis of design (Section 3.0), design criteria and requirements (Section 4.0), and construction drawings and details (Appendix A). Construction activities for implementation of the interim measures, as well as post - construction activities and long -term operation and maintenance (O &M) requirements . are described in Section 6. Additional project - specific planning activities are described in the following documents: - Public Participation Plan (Appendix G) Health and Safety Plan (Appendix 11) Construction Quality Assurance Plan (Appendix 1) • Construction Management and Administration —RCIE will be responsible for a variety of construction management and administrative activities to plan and execute these interim measures. These activities include project management and field supervision, administration and home office support, purchasing and subcontractor procurement, site security and emergency services, health and safety supplies, temporary construction facilities (field office, equipment, supplies, etc.), and utilities. • Preconstruction Conference and Coordination Meetings— Before the start of construction, a meeting will be held between EPA, Container Properties, and RCIE to discuss project execution, administrative procedures, recordkeeping, and construction sequencing and schedules. Representatives from permitting agencies and major subcontractors may be included in this meeting, if appropriate. Coordination meetings will occur on a periodic basis, to be agreed upon in the preconstruction meeting, throughout the construction period. These meetings will address ongoing construction activities, schedules, field modifications of design or construction requirements, and contractor quality assurance and control activities. 5.3 CONSTRUCTION ACTIVITIES The construction of this remedy will be carried out as a series of discrete, but interdependent, activities. Each activity has its own implementation and control requirements for proper execution of the work. The following major construction activities are planned for this project: • Mobilization • Site preparation • Demolition W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -4 July 2002 • Earthwork • Barrier wall system • Groundwater recovery system • Groundwater monitoring system • Waste handling, transportation, and disposal • Site restoration • Demobilization A discussion of each activity is provided below. The sequence of execution is indicated in the project schedule (Section 7.0). 5.3.1 Mobilization Personnel, materials, and equipment will be mobilized to the site according to the project schedule and sequence of construction activities. Key personnel responsible for field supervision and management, health and safety, and construction quality assurance will be identified prior to mobilization. These key personnel will be present throughout the construction period. Field personnel employed at the site will be trained and qualified for their assignments. Where required for specific activities, worker training (HAZWOPER) and specialty certifications (e.g., heavy equipment operation) will be verified and documented prior to the worker's arrival at the site. Materials received at the site will be inspected for damage and compliance with design requirements, and properly stored. ROE-owned equipment and subcontractor equipment will be used at the site. Heavy equipment types and quantities will vary by the type and sequence of construction activities. Equipment will be inspected upon delivery to the site for damage, appropriateness for the planned work, proper maintenance and repairs, and operability of safety equipment and alarms. Equipment will be properly stored and secured during daily site use and non -work hours. 5.3.2 Site Preparation Site preparation will include the following activities: • Site Management —Field site management will include siting of temporary facilities, utilities, access routes, work and decontamination zones, and staging and storage areas. Major construction, storage, and support areas are identified in the construction drawings (Appendix A, Drawings 2 and 3). • Site Security—Site security will be established during mobilization and maintained for the duration of the construction activities. ROE will secure those portions of the site where specific work activities are occurring, ensuring that only trained, authorized personnel enter the work zone. Specific activities include: - Delineation of exclusion, contamination reduction, and support zones for each construction activity WA00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -5 July 2002 - Installation of temporary fencing, barriers, and signs to mark work areas and prevent access by non - workers Detours, barriers, signs or traffic controls to divert traffic from the vicinity of active work activities. • Staging and Storage Areas— Staging and storage areas for heavy construction and slurry mixing equipment, materials, and supplies will be designated at the site. Spill containment structures for bulk fuel or chemical storage will be constructed with nominal 20 -mil liners or equivalent and perimeter berms. Pre - planning for spills and stormwater management is addressed in project - specific SPCC and SWPP Plans (Appendices E and F, respectively). • Waste Accumulation Areas— Temporary accumulation areas will be constructed as needed during construction. Two types of storage are anticipated: Interim storage areas will be used for the accumulation of lightly contaminated soil, excavation spoils, or debris. Existing paved surfaces in good condition may be used for direct storage; damaged pavement or non- paved areas will be lined with a minimum of 6 -mil polyethylene sheeting before placing wastes on them. Soil containment berms will be constructed around interim storage areas. - Waste storage areas used for containerized hazardous and non - hazardous waste solids and liquids will be constructed with nominal 20 -mil liners or equivalent and perimeter berms; alternatively, wastes may be accumulated in covered bulk storage containers or boxes. Containerized wastes will not be held on the site for longer than 90 days from the "out of service" date (i.e., when wastes are first placed in the drum or container). • Protection of Existing Work — Structures, equipment, utilities, or other appurtenances that will not be demolished under this project will be identified during site preparation. Existing work will be protected from damage or removed and replaced at the completion of the work. Utility locates and coordination with responsible utility providers will be performed before implementation of subsurface work. • Decontamination Areas— Decontamination stations for personnel and equipment will be set up within the contamination reduction zone established for each construction area or activity. All equipment and vehicles that enter the exclusion zone or come into contact with wastes will be cleaned prior to exiting the work zone. An equipment decontamination facility will be constructed at the site. Personnel will comply with sequential decontamination procedures defined in the Health and Safety Plan (Appendix H). W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -6 July 2002 • Survey Controls —Local horizontal and vertical controls will be established at the site by a registered land surveyor. Survey control points and station/grade stakes will be established along the alignment of proposed construction and protected through the construction period. At the completion of construction, the location of permanent construction features, including the barrier wall, groundwater recovery and monitoring wells, and new utilities will be documented. • Utility Locates and De- Energizing — Before subsurface work begins, RCIE will arrange utility locates from local utility providers, as well as contracting an independent locate service to mark and identify known or suspected utility locations. Required utility de- energizing, abandonment, or relocation will be evaluated prior to construction. • Stormwater Management and TESC —The TESC features for this project will be in accordance with the Stormwater Management Manual for Western Washington (Ecology 2001). Implementation of stormwater and erosion/sediment controls are described in the SWPPP prepared for the project (Appendix F). Potential control elements may include temporary containment berms, silt fences, straw bales, check dams, and stabilized construction entrances. Mulch application and hydroseeding will be used if needed. TESC features are indicated in the construction drawings (Appendix A, Drawing 2). • Dust Control —Dust control measures will be required during general site preparation and barrier wall construction. If dust levels exceed action limits specified in the Health and Safety Plan (Appendix H), dust controls will be implemented. These actions may include termination of dust - generating work during high wind periods; pre - wetting of roadways and work areas before daily work begins; and modifying excavation, demolition/removal, or slurry mixing operations to reduce dust levels. Dust suppression techniques, including water application and tarps, will be used as necessary to control the spread of dust from active work areas. Water use will be minimized or eliminated if it poses a hazardous or objectionable condition. 5.3.3 Demolition _ Areas where demolition activities will occur are indicated in the Construction Drawings (Appendix A). Demolition of existing construction will primarily occur along the alignment of the barrier wall system. Known or expected demolition items include: • Concrete slabs and foundations from previously removed structures and aboveground storage tanks (ASTs) • Portions of an existing berm along the Duwamish Waterway and the shoreline of Slip 6 (removed or relocated) • An abandoned rail spur and retaining wall located adjacent to Slip 6 W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5-7 July 2002 • Asphalt pavement along portions of the barrier wall alignment • Underground piping, conduits, and vaults along the barrier wall alignment No existing buildings or ASTs will be demolished for this project. It is expected that undocumented and unknown underground piping and conduits will be encountered along the barrier wall alignment and during installation of the groundwater recovery system. Debris, including wood, brick, concrete, metal, and miscellaneous solid wastes, and various fill materials (dredged and terrestrial sources) may be encountered during construction activities. Typical demolition activities will include the following: • Install and maintain TESC features for the duration of activities. • Surface features (concrete, asphalt, wood, and rail) will be mechanically broken up, where appropriate, removed, and stockpiled. Where restoration activities will require matching adjacent existing surface features (i.e., asphalt in existing parking or roadways, concrete slabs and sidewalks), the concrete or asphalt surface will be saw -cut to leave a vertical joint for subsequent repair and replacement. • When piping, conduits, or underground structures are encountered, they will be exposed, evaluated to determine if they are energized, and the appropriate utility provider contacted to allow proper shutdown, plugging, or termination or abandonment outside of the active work area. • Mechanical or electrical isolation of de- energized and abandoned utilities will be verified, including line testing, tapping, or visual inspection. Line breaking will be performed remotely using heavy equipment, by mechanical disassembly at existing joints, or by field cutting, as appropriate for the site conditions. Isolation and line breaking will be conducted in accordance with applicable health and safety requirements. • • Abandoned water, sewer, storm drains, and conduits will be gravity drained, directing water away from the active work areas and the adjacent waterway, and accumulated for offsite disposal. While abandoned systems may be isolated from tanks or equipment, piping and conduits may contain water under gravity- induced pressure (elevation head) or act as conduits for groundwater flow. Suspect liquids or solids (i.e., visual, olfactory, or field screening instrumentation) will be segregated in interim waste storage areas and analytically tested for proper waste characterization, transportation, and disposal. • If subsurface structures, vaults, or tanks are encountered, liquid and solid contents will be segregated and containerized for characterization prior to transportation and disposal. Tanks and enclosed vaults will be cleaned, purged, made inert, and WA00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -8 July 2002 removed in accordance with Ecology's Underground Storage Tank Regulations (WAC 173 -360). • Piping, conduits, subsurface structures, and debris will be removed and placed in interim storage areas (lined stockpiles or bulk containers) for further segregation prior to transportation and disposal. • If drums or unidentified wastes are encountered, construction activities will be suspended in the affected area until further evaluations of personnel hazards and safety requirements are completed. EPA will be notified of revisions, if any, to waste handling and disposal activities required by the new site conditions. 5.3.4 Earthwork The following earthwork activities are expected during construction of the remedy: • Installation of TESC features and maintenance for the duration of work activities • Surface grading for stormwater drainage and control, and pad preparation for the installation of the barrier wall and groundwater recovery system • Pre - trenching and subsurface exploration for open rock, porous gravel, buried utilities and conduits, and other buried debris or obstacles along the proposed alignment of the barrier wall • Temporary berms and surface barriers to prevent slurry or fuel spills to the adjacent waterway or existing stormwater controls at the site • Slurry wall trenching and installation of the barrier system(s) • Drilling for groundwater recovery and monitoring well construction • Soil relocation, spoils or unsuitable material handling, and imported materials for new construction Preliminary estimates for the project anticipate the grading, excavation, and relocation of up to 1,000 cubic yards of soil. Onsite accumulation, transportation, and disposal of up to 1,400 cubic yards of excess soil from trenching and barrier wall construction (spoils) will also occur. Imported materials for slurry mixing, grading, and pad preparation are estimated to range from 500 to 1,000 cubic yards. Clearing and Grubbing The site is largely clear of significant vegetation. Site clearing and grubbing will be limited to miscellaneous surface vegetation removal along the proposed barrier wall alignment and the buried piping for the groundwater recovery system. Clearing and grubbing wastes from this W: \00496 \0207.017\INrER1M MEASURES CONSTRUCTION WORK PLAN.DOC 5 -9 July 2002 work will be accumulated in interim storage areas, sized or chipped for transportation, and disposed of in a permitted disposal site. Surface Grading Minor surface grading may be required to adjust grades along the barrier wall alignment. Regrading and compaction of the existing ground surface is expected to provide a suitable work pad for the trenching and barrier wall installation. Construction of engineered work pads along the barrier wall is not anticipated. Work along the Duwamish Waterway and Slip 6 will include suitable setbacks for TESC installation and protection of the shoreline from equipment weight - or vibration - induced settlement or slope failure. Existing soil and asphalt berms will be incorporated into the TESC installations, where appropriate. Pretrenching Pretrenching of the barrier wall alignment will be conducted to the depth of man-made fill, anticipated to be about 20 feet below existing grade. This work will: • Identify areas of the barrier wall alignment containing open rock or porous gravel that would pose a problem for slurry loss or control . • Locate subsurface utilities or structures that are not identified in historic records and utility locates • Identify other subsurface obstacles or conditions that could interfere with installation of the barrier wall A hydraulic excavator or similar equipment will be used to create a narrow excavation along the centerline of the proposed barrier wall's alignment, allowing the identification and subsequent overexcavation and removal of buried utilities or other shallow obstacles. If significant visual soil contamination or debris is encountered during portions of this work, the excavated soil will be segregated for offsite disposal; otherwise, the excavated soil will be returned to the trench as backfill. Additionally, areas of open rock or porous gravel will be excavated or sealed with low - permeability materials prior to installation of the barrier wall. Excavated soil will be continuously observed during this operation to identify pipe, rock, or gravel excavated. Water may be added to the trench to determine if, and where, significant seepage occurs in the subsurface soil. Temporary Berms and Surface Barriers Temporary soil berms will be used at various locations during construction to protect and divert stormwater or slurry mixes away from existing features such as catch basins and along the outside of the barrier wall alignment. Temporary berms will be constructed on each side, and up to 20 feet from the centerline, of the barrier wall during active trenching and slurry installation. As the wall installation progresses, new interior berm sections will be constructed and unnecessary berms will be removed or graded for subsequent construction of the protective cap. TESC features will be installed and maintained for the duration of work activities. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -10 July 2002 Slurry Wall Trenching The barrier wall will be constructed using two installation methods as described in Section 5.3.5. The trenching activities for the soil - bentonite barrier wall will consider the following: • Location and Depth of Excavation —The excavation alignment will be delineated in the field using construction staking, with the design depth indicated. Field observations during excavation will verify subsurface conditions; adjustments in depth or width of placement will be made as necessary. The barrier wall will be excavated to the full depth indicated in the drawings or until it is properly keyed into the upper aquitard. An experienced engineer or geologist will be onsite to observe the barrier construction, including periodic measurement of the excavation depth, and to confirm that the Upper Aquitard has been encountered in the trench. • Work Zone Delineation and Barriers — Barrier tape, temporary construction fencing, and/or portable barriers will be used to define the active work zones and control access routes in the immediate area. As the trenching activities progress, barriers will be adjusted to accommodate equipment operations and slurry installation. • Excavated Soil Handling— Excavated soil suitable for mixing into the soil - bentonite slurry is discussed in Section 5.3.5. • Trench Stability —The stability of the trench will be maintained by pumping a bentonite -water slurry in to the excavation. The pressure exerted by the slurry resists the active earth pressures applied by the soil in the trench walls. Because trench stability will be the key to successful construction of the barrier wall system, full -time observation of the barrier wall construction will be provided. Signs of trench instability include setdowns and tension cracks within about 35 feet of the trench centerline. The bentonite -water slurry will be periodically tested to verify that the slurry lies within the indicated design limits, including pH, viscosity, unit weight, and filtrate loss. Design analyses for trench stability are described in Section 5.3.5. Analyses are included in Appendix C. Backfilling of the barrier wall is discussed in Section 5.4. Drill Cuttings Drill cuttings from the installation of recovery wells and groundwater monitoring wells will be placed in interim storage areas or placed directly in drums or bulk storage containers. The soil will be segregated, where possible, based on field screening as the soil is returned to the surface by the auger. The soil cuttings will be handled as a potential waste, requiring analytical characterization prior to arranging offsite transportation and/or disposal. W: \00496\ 0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -11 July 2002 Imported Fill Imported fill will be required for various uses, including occasional replacement of unsuitable soil for mixing of the soil - bentonite slurry, construction of berms and work pads, construction of a protective cap for the barrier wall, or other site applications such as grading, pipe bedding, and base coarse material. Acceptable materials and their properties are indicated in the technical specifications and areas of application are indicated on the Construction Drawings provided in Appendix A. 5.3.5 Barrier Wall System The barrier wall system is the key component of the proposed interim measures. A low - permeability subsurface barrier will surround the contaminated areas of the site and will be keyed approximately 2 feet into the Upper Aquitard, as indicated in the Drawings (Appendix A, Construction Drawings 3 and 8). Two types of barriers will be constructed at this site: • A vertical wall using the vibrated beam method will be constructed along the Duwamish Waterway (the western boundary of the site) and Slip 6 (the southern boundary of the site). • A vertical wall using a conventional, trenched soil - bentonite barrier will be constructed along the eastern and northern boundaries of the site. The soil - bentonite barrier wall will be installed first, followed by barrier wall construction using the vibrated beam method. The two wall systems will be connected by extending the vibrated beam wall into and along the soil - bentonite wall. The vibrated beam wall will extend a minimum of 8 feet into the previously installed soil - bentonite wall. A brief description of each barrier system and its installation requirements is provided below. TESC features will be installed and.rnaintained for the duration of the barrier wall construction activities. Impermix®/Vibrated Beam Wall A specialty subcontractor with experience in barrier construction using the vibrated beam method will be used for this project. Slurry preparation and barrier construction will be performed by trained personnel with experience in slurry mixing, testing, and quality control; placement, cleaning, and maintenance of the slurry; and vertical barrier construction. The slurry will be mixed onsite using a high - speed/high shear colloidal mixer or similar equipment to provide a stable, homogeneous slurry mix. Quality control procedures are discussed in Appendix I. The construction sequence for the vibrated beam barrier wall is as follows: • Vibrated Beam Installation —The vibrated beam method will use a crane with a specially fabricated wide flange steel beam connected to a vibratory hammer. The beam will be driven to the target depth using the vibratory hammer. Slurry jetting at the base of the beam may be used to aid insertion of the beam into the ground. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -12 July 2002 • Slurry Preparation —A proprietary slurry mix (Impermix ®, supplied by Liquid Earth Support, Inc. [Pelham, NewYork]) will be used for the barrier material. This product is a proprietary blend of slag cement and attapulgite clay that can achieve an in situ hydraulic conductivity of 10-8 cm/sec. Specific design requirements for this project are described in Section 4.0. • Slurry Injection —The vibratory hammer will drive the beam to the desired depth in the soil, where the slurry will be injected at the base of the beam as it is withdrawn to create a non - erodible slurry wall panel. The beam will then be extracted at a rate suitable for the slurry injection at a pumping pressure that maintains a full reservoir trench level around the beam during extraction. The injected slurry will form a low - permeability water barrier with an average thickness of 5 to 6 inches; actual in -place thickness may range from 4 to 10 inches. The average thickness of the wall can be controlled by adjusting the pressure of the injected slurry and modifying the shoe at the base of the vibrated beam. • Interlocking Adjacent Slurry Panels —The steel, wide -flange beam will have a 14- inch fin attached to its edge; each beam penetration will therefore be 47 inches long (the 33 inches of the beam and the 14 -inch fin). Advancing the next penetration of the vibrated beam by 30 inches will result in a 17 -inch overlap of the previous panel, thus creating a continuous vertical barrier. The completed wall will be continuous, with no gaps, and plumb within 1 percent of vertical. Where the vibrated beam wall intersects the soil - bentonite barrier (described below), the Impermix® slurry will extend into, and along the alignment of, the soil - bentonite wall to form a sealed transition between the two barrier systems. Soil - Bentonite Slurry Wall A specialty subcontractor with experience in soil - bentonite slurry wall construction will be used for this project. Slurry preparation and barrier construction will be performed by trained personnel with experience in slurry mixing, testing, and quality control; placement, cleaning, and maintenance of the slurry; and vertical barrier construction. The slurry will be mixed onsite using a high - speed/high shear colloidal mixer or similar equipment to provide a stable, homogeneous slurry mix. Quality control procedures are discussed in Appendix I. The construction sequence for the soil - bentonite slurry wall is as follows: • Preparation of Trench— Prior to backfill placement in the slurry- filled trench, the trench will be cleaned of loose material disturbed during excavation. Trench cleaning will be accomplished with the trenching equipment or by airlift (using air pressure to lift loose material) from the trench bottom. WA00496\0207.017\IJTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -13 July 2002 • Slurry Mixing — Suitable excavated soil from the barrier wall's trench will be thoroughly mixed with bentonite and water in accordance with the mix design. Acceptable soil properties and the mix design are discussed in Section 4.0. Imported soil may also be required to achieve the desired soil - bentonite composition. Mix properties will be controlled in accordance with the requirements of the Construction Quality Assurance Plan (Appendix I). • Excavated Soil Handling— Excavated soil suitable for soil - bentonite backfill will be side -cast along the inland side of the trench alignment, where it will be mixed with bentonite and water according to design criteria for the soil - bentonite backfill. Coarse gravel or debris will be segregated from the excavation spoils for interim storage, onsite reuse, or offsite disposal. Excavation spoils (typically 20 percent of the excavated volume) will be periodically removed from the active work zone and placed in the excess stockpile area shown on Construction Drawing 3 in Appendix A. Unsuitable soil and debris will also be segregated, removed from the active work area, and placed in the excess stockpile area. • Backfill Placement— Immediately prior to backfill placement, the slurry at the bottom of the trench will be sampled and tested for unit weight. The trench slurry should be at least 15 pcf lighter than the backfill mix so that it will be displaced properly during backfill placement. In addition, the trench bottom will be checked to make sure that it is free of material disturbed during trench excavation or settled out of the slurry. The backfill is placed in, but not dropped freely through, the slurry. The backfill will be placed in the trench to maintain a horizontal to vertical (H: V) slope ranging from about 5H:1V to 10H:1 V. The slump of the backfill mix will be monitored in accordance with the Construction Quality Assurance Plan (Appendix I). As slurry is displaced by the backfill, it will be pumped from the active fill area to the slurry mix tank or other portions of the trench that are being actively excavated in advance of the barrier construction. • Post- Backfill Monitoring— Settlement plates will be placed at selected locations along the top of the trench backfill. Settlement plates will typicallybe placed every 50 feet along the trench alignment; however, actual locations will be determined in the field. Monitoring methods and frequency are discussed in the Construction Quality Assurance Plan (Appendix I). Barrier Wall Contingencies A number of factors can impact the barrier wall construction, and have been considered in the design approach. Some specific factors that may require corrective action during wall construction are listed below: • Low Fine Content in Excavated Soil —If actual site conditions differ from design assumptions, the soil available for use in the trench backfill for the soil - bentonite wall may require amendments (addition of fine graded soil from offsite sources), replacement with imported fill, or increased bentonite content in the slurry mix. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -14 July 2002 Quality assurance procedures for handling this condition are discussed in Appendix I. • Backfill Moisture Content — Excessively moist soil could result in too much slump of the soil - bentonite slurry, requiring addition of dry soil from other portions of the site or use of imported fill. • Heavy Precipitation —Heavy precipitation, as rain or snow, could affect the characteristics of the bentonite or Impermix® slurry in the mixing area or the open trench section. Addition of dry materials (bentonite or Impermix ®, as applicable) at the mixer or trench may be required to maintain the specified slurry characteristics. • Hydraulically Connected Voids —Pre- trenching to a depth of 15 to 20 feet will be used to identify any mechanisms that might allow slurry to reach the adjacent shoreline or waterway. Geotechnical investigations completed to date have not encountered porous materials such as rock or gravel in the soil zones above the Upper Aquitard. However, if open rock or porous gravel is encountered in the subsurface during trenching, corrective actions may include temporary filling of the trench with sand to plug the void(s) or modification of the slurry to enhance plugging/filling of the hydraulically connected voids. • Trench Collapse — Frequent observations of the trench will be performed to detect any indications of trench instability (i.e., setdowns and tension cracks within 35 feet of the barrier wall alignment). Corrective measures may include raising the slurry level in the trench, increasing the slurry density, or both. If a collapse occurs, the barrier wall will be re- excavated to a stable portion of the barrier alignment and corrective actions investigated for the failed trench section. Protection of Critical Habitat from Slurry Loss Critical habitat will be protected from slurry loss and adverse environmental exposure through the following construction activities: • Pretrenching to eliminate potential pathways for slurry loss during barrier wall installation. Section 5.3.4 details the pretrenching activity. • Installation of a containment berm (stormwater control berm) around the perimeter of the site that fully surrounds the work areas. The stormwater control berm is described in the Stormwater Pollution Prevention Plan (see Appendix F). • Spill control to prevent fuel oil, grease, and other construction liquids from impacting the environment (see Spill Prevention and Containment Plan, Appendix E). W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -15 July 2002 • Dust control to prevent dust from accumulating in the area of sensitive habitat. Dust Control is described in Section 5.3.2. Barrier Wall Protection Cap A protective cap will be constructed over the barrier wall after curing of the backfilled soil - bentonite mix or the Impermix® slurry has occurred. The cap is intended to prevent dehydration of the barrier wall's backfill and to handle traffic loads from equipment and vehicles. The proposed protective caps are shown on Construction Drawing 8 (Appendix A). Construction of the protective cap will not begin until settlement at the top of the barrier wall is substantially complete, as determined by monitoring of the settlement plates. 5.3.6 Groundwater Recovery System The groundwater recovery system is intended to maintain an inward (to the site) hydraulic gradient in the shallow groundwater. The proposed system includes groundwater recovery wells, piping, a water pre - treatment system, and discharge to the local sanitary sewer system. A brief description of the groundwater recovery system follows. Recovery Wells Three 6- inch - diameter, PVC groundwater extraction wells, with low -flow, variable rate extraction pumps, will be constructed on the interior of the barrier wall system. The location, depth, and constructed features of these recovery wells are indicated on the construction drawings (Appendix A, Drawings 4, 9, and 10). The recovery wells will be constructed in accordance with Chapter 18.104 RCW and Ecology's implementing regulations (WAC 173 -160, Minimum Standards for Construction and Maintenance of Wells). Licensed drilling subcontractors will be used for this work in accordance with WAC 173 -162, Regulation and Licensing of Well Contractors and Operators. The drilling subcontractor will submit well construction notifications (start cards) to Ecology at least 72 hours before beginning recovery well construction. An experienced geologist or engineer will be present during the well installation to observe soil conditions, verify correct screen placement and construction, document as- constructed features of the recovery well, and verify proper development of the well. The recovery well installation will be documented in accordance with WAC 173 -160, using Ecology's required format. This documentation will be provided to Ecology within 30 days of the well installation. The extraction pumps in each well will be operated using a pump controller that maintains a pre- set pressure or head differential as described below. This differential head will be measured by pressure transducers located within a monitoring well on the interior of the barrier and a single monitoring well located on the exterior of the barrier wall. As tidally driven changes occur in the shoreward well, the interior extraction wells will be automatically run to maintain the pre -set head differential. The head differential will be calculated in the following manner: W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -16 July 2002 • A 72 -hour moving average pressures (or water levels) will be calculated for the exterior upper zone control well, and the corresponding interior Upper zone control well. • The two moving averages will be compared to one another, and if the difference is less than 1.1 feet (The 1 -foot minimum head difference required by EPA, plus a 10 percent safety factor), then pumps will be turned on. • The 72 -hour moving average will be recalculated every 2 hours and re- compared. If the differential is less than 1.1 feet, the pumps will remain on. If the differential is greater than 1.1, then the recovery pumps will be shutoff by the PLC. It is anticipated that then -hour recalculation period will be sufficient to control water levels, while dampening out the effects of transient water level changes. This period may be adjusted to optimize pumping and hydraulic efficiency. In order to select the most appropriate pumps for the recovery system, three groundwater pumping tests will be conducted at each of the proposed recovery wells. These tests would consist of an 8 -hour step test, followed by a 72 -hour continuous pumping test. Details of the pumping test will be described in a separate technical memorandum that will be submitted to EPA after the wall is constructed. In general, groundwater levels on the interior of the wall, and in the immediate vicinity of the pumping well will be monitored during each pump test. Groundwater samples will also be collected from the influent groundwater and monitored for changes. Extracted groundwater will be routed through the groundwater pretreatment system and discharged to the KCDNR sewer system under the water discharge permit for the site. While steady -state conditions will not be approached during these tests, pumping of these wells for an extended period of time will provide a great deal of information as to the expected performance of the barrier wall and aquitard. The groundwater pumps specified in this document may be modified to optimize performance of the recovery and treatment systems. Unless the pumping tests demonstrate that other pumps are preferable, the extraction pumps will be Grundfos Model 5SQE03A -90 or equivalent, submersible, variable flow pumps, operating at flow rates of 1.5 to 8 gpm. Total flows will vary between 1.5 and 24 gpm. Groundwater Pretreatment The groundwater pretreatment system will be designed as described in Section 4.2.3. The pretreatment system will be equipped with a PLC, which will monitor and adjust well pump flow rates, treatment system flow rates, and pressure differentials through the treatment equipment. The PLC will provide alarms and run status, and be capable of remotely alerting personnel of alarm conditions. Groundwater Discharge Discharges from the groundwater recovery system will occur in a continuous mode as described in Section 4.2.3. An Industrial Wastewater Discharge Permit will be obtained prior to the W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -17 July 2002 collection and treatment of groundwater. Piping and discharge points are indicated on the Construction Drawings 4 and 14. 5.3.7 Groundwater Monitoring System New groundwater monitoring wells will be constructed at the site prior to barrier wall installation (preconstruction monitoring and long -term performance monitoring) and after barrier wall installation (long -term performance monitoring). A number of existing monitoring wells located in or adjacent to the barrier wall alignment will be abandoned prior to the barrier wall's construction. Additional wells will be abandoned following construction of the barrier wall and groundwater recovery system. Locations, types, and constructed features of the new wells and wells scheduled for abandonment are indicated in the Construction Drawings (Appendix A). Additional details of the monitoring system are provided in the draft Performance Monitoring Plan (Appendix J). The monitoring wells will be constructed in accordance with Chapter 18.104 RCW and Ecology's implementing regulations (WAC 173 -160, Minimum Standards for Construction and Maintenance of Wells). Licensed drilling subcontractors will be used for this work in accordance with WAC 173 -162, Regulation and Licensing of Well Contractors and Operators. Abandon Existing Groundwater Monitoring Wells Three monitoring wells (H6, H -9, and DM -2A) will be abandoned prior to starting the barrier wall construction. These wells are located very close to the proposed wall path (within 10 feet). There is some concern that the pressurized grout may intrude into the well, thereby ruining the well. Therefore, these wells will be abandoned. Additionally, DM -2A and H6 have above -grade completions, so the well completions would need to be modified to allow heavy equipment access. Typical construction activities during abandonment will include the following: • Well Identification— Well abandonment will be performed in accordance with WAC 173 -160. The drilling subcontractor will submit well construction notifications (start cards) to Ecology at least 72 hours before beginning well abandonment. The well number and location will be verified by comparing field markings with the Drawings; any discrepancies between field observations and records will be resolved before proceeding with abandonment. • Well Decommissioning —If the well was designed and constructed as a resource protection well in accordance with WAC 173- 160 -500, the well casing annulus will be filled from its bottom to the ground surface with a non - shrinking cement - bentonite grout. If the well has an above ground protective casing, the casing will be removed or cut off at least 6 inches below finished grade. Flush -mount wells will be similarly removed or cut off. The ground surface will be compacted and graded for positive drainage away from the former well; if located in an area of existing concrete or asphalt, a surface patch matching the adjacent surfaces will be constructed. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -18 July 2002 • Remove the Well —If the well was not designed and constructed as a resource protection well in accordance with WAC 173 - 160 -500, or the construction cannot be verified based onsite records, the well will be abandoned by either of the following methods, as required by WAC 173- 160 -415: The casing will be perforated from its bottom to within 5 feet of the ground surface and pressure grouted with a non - shrinking cement - bentonite mix. Perforations of the casing will be at least four equidistant cuts per row, at least 1 -1/2 inches long, and at least one row per foot. The casing annulus will then be filled with the grout from its bottom to the ground surface. Removal of the protective casing, the well casing, and surface restoration may then occur in the same manner described for decommissioning of a resource protection well. - The well's protective surface casing will be removed, and the well casing will be mechanically pulled from the ground, while grout is added via the casing as it is removed. Surface restoration may then occur in the same manner described for decommissioning of a resource protection well. • Documentation of Well Abandonment —Well abandonment will be documented in accordance with WAC 173 - 160 -560 using Ecology's required format. This documentation will be provided to Ecology within 30 days of well abandonment. An experienced geologist or engineer will be present during the well abandonment to observe the work, document as- constructed features of the monitoring well, and verify correct sealing of the well. Install New Groundwater Monitoring Wells New groundwater monitoring wells will be constructed as follows: • Well Identification —The drilling subcontractor will submit well construction notifications (start cards) to Ecology at least 72 hours before beginning well construction. Each well will be uniquely numbered and coordinated with the site's current well numbering system. The well installation will be documented in accordance with WAC 173 -160 using Ecology's required format. This documentation will be provided to Ecology within 30 days of the well installation. • Well Construction —New groundwater monitoring wells will be constructed in accordance with WAC 173 - 160 -500 through –550. Two types of wells will be constructed: paired wells (one well screened between 10 to 25 feet bgs, with the second screened at 35 to 45 feet bgs) and single monitoring wells. Twenty new monitoring wells will be constructed. These wells will be located within the project site (inside the barrier wall) and around the perimeter of the site (outside the barrier wall). Locations and typical constructed features of the wells are shown in the Drawings (Appendix A). Well screens, filter packs, development, and well seals will comply with current Ecology guidelines. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -19 July 2002 • Well Installation Documentation —Well installation will be documented in accordance with WAC 173 - 160 -560 using Ecology's required format. This documentation will be provided to Ecology within 30 days of well construction. An experienced geologist or engineer will be present during the well installation to observe soil conditions, verify correct screen placement and construction, document as- constructed features of the monitoring well, and verify proper development of the well. 5.3.8 Waste Handling, Transportation, and Disposal RCIE will properly handle, accumulate and temporarily store, transport, and dispose of project- derived wastes in accordance with local, state, and federal requirements. Trained and experienced personnel will be present at the site to arrange initial waste segregation, storage, and coordination of on and offsite disposal activities. The primary project activities will include early identification and pre - planning for expected waste sources, characterization of wastes (analytical data, source and generator knowledge), interim and centralized accumulation and storage, and timely transportation and disposal of wastes. Waste Sources Waste streams anticipated for this project include: • Construction/demolition debris from site preparation activities and well abandonment, debris segregated during excavation, disposable personal protective equipment, and miscellaneous wastes associated with temporary construction facilities; materials may include concrete, asphalt, wood, steel, plastics, glass, and other solid wastes • Excavation spoils (unsuitable material, contaminated soil, or surplus backfill), drill cuttings, grading or berm materials, and clearing/grubbing wastes • Excess or off-specification slurry materials (bentonite, Impermix®), grout (well abandonment), or concrete and asphalt (subsurface /surface repairs, restoration) • Groundwater from temporary dewatering and well development activities, contents and cleaning wastes associated with piping, tanks or vaults uncovered during construction, contaminated stormwater or mixing water, and decontamination fluids • Off - specification fuel, used oils, lubricants, hydraulic fluids, and coolants from heavy equipment operations and maintenance, including potential spilled materials and cleanup activities Long -term waste management associated with operation and maintenance of the remedy are addressed in Section 6.0. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -20 July 2002 Wastes will be accumulated in interim storage areas. Accumulation methods may include surface stockpiles, drums, or bulk storage containers (supersacks, totes, or bins), as appropriate for the waste. Stockpiles will be numbered and estimated quantities tracked in an inventory log. Waste containers will be marked with their "out of service" date (first date of waste accumulation), uniquely numbered for identification, and tracked in the inventory log. Based on characterization activities, drums and bulk containers will be properly labeled in accordance with 40 CFR 261, Identification and Listing of Hazardous Wastes; WAC 173 -303, Dangerous Waste Regulations; and 49 CFR 172, Hazardous Waste Table, Special Provisions, Hazardous Materials Communications, Emergency Response Information, and Training Requirements. Municipal -type solid wastes will be handled in accordance with King County Code, Title 10, Solid Wastes. RCIE will track accumulation time for containerized wastes in accordance with 40 CFR 262. Containerized wastes will not be stored onsite for more than 90 days. Transportation RCIE or its subcontractors, depending on the type and characterization of the waste stream(s), will transport wastes from the site for disposal. The packaging, labeling, and placarding of waste loads will be performed in accordance with 49 CFR 172. Proper shipping names designated in 49 CFR 172.101's Hazardous Materials Table will be assigned to each waste stream prior to transportation. A qualified subcontractor(s) with current insurance, trained and qualified personnel (commercial driver's licenses [CDL] and required endorsements), and an EPA Identification Number (40 CFR 263) will be used for transportation of hazardous wastes. W: \00496\ 0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -21 July 2002 RC1E will coordinate preparation of waste profile documents, bills of lading, manifests, land ban forms, and other required documentation for the proper transportation of project - derived wastes. Shipments of non - hazardous wastes will be documented using bills of lading and signed by RCIE personnel. Transportation of hazardous wastes encountered in the site, if any, will be coordinated by RCIE; uniform hazardous waste manifests will be signed by an authorized representative of Container Properties. In addition, wastes generated by RCIE and its subcontractors (i.e., routine maintenance - derived wastes or spills) will be properly manifested by the responsible parties. Upon arrival at the site, transporter vehicles and containers will be inspected for damage, structural defects (holes, cracks), and presence of cargo tarps and securing devices. Driver certifications (DOT, CDL), logbooks, placards, and spill preparedness will be verified for hazardous waste loads. The bills of lading or manifests will be signed, appropriate copies will be removed for onsite records and reporting, and these will be provided to the transporter. Prior to leaving the site, transporter vehicles that have been in the active work area will be cleaned in the equipment decontamination area — specifically, tires and undercarriages that could track dirt out of the project site. The tires of other vehicles will be broom - cleaned prior to exiting to the adjacent public roadway. Disposal RCIE will arrange the offsite disposal of wastes generated during the interim measures construction and its operations at the site. Individual waste shipments, by transporter and manifest or bill of lading, will be tracked from the site until received by the designated disposal facility. Waste records, including signed manifests and certified scale receipts (if applicable) will be obtained from the disposal facility to verify waste acceptance, quantities, compliance with shipping transit restrictions, and discrepancies. These records will be available for agency review and documentation of waste generation activities. 5.3.9 Site Restoration Site restoration will include the following: • Concrete and asphalt surfaces disturbed by construction activities will be repaired and/or replaced. • Heavily rutted or scarred surface soil will be filled, regraded, or repaired to preconstruction conditions or better. • Catchbasins, manholes, and permanent stormwater controls at the site will be inspected, and any accumulated solids will be removed and disposed of • Surface areas disturbed by construction, including mulching, hydroseeding, or other protective measures to prevent erosion and sedimentation, will be final graded and stabilized; revegetation of the site will not be performed. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -22 July 2002 • Temporary protective actions for existing work will be removed and relocated, and surface equipment, materials, or other features returned to their original location. 5.3.10 Demobilization Personnel, equipment, unused materials and supplies, and temporary construction facilities will be removed from the site upon completion of construction activities. Final decontamination of equipment will be performed before removal from the site. Select portions of the work, including security measures and localized TESC features, may remain following demobilization. These items will be handled, maintained, and ultimately removed as part of the post - construction activities described in Section 6.0. 5.4 CONSTRUCTION QUALITY ASSURANCE AND CONTROL Construction quality assurance and control for this remedy will be carried out in accordance with the project- specific plan in Appendix I. Construction monitoring and inspection activities are delineated in the plan, including required documentation and recordkeeping. Specific elements of the Construction Quality Assurance Plan include monitoring the slurry level and properties, trench stability observations, measuring the slope of the backfill, and observing construction of the protective cap. Inspection activities for the barrier wall will include: • Sampling and field testing of the dry bentonite, the bentonite -water slurry in the mix tank and the in- trench slurry, and dry attapulgite clay, cement slag, and soil - bentonite backfill • Sampling and field testing of Impermix® slurry • Inspecting verticality of vertical beam during wall installation • Confirming the trench alignment and depth • Verifying that the trench bottom has been cleaned properly • Sampling and testing of the slurry and backfill Inspection activities for the groundwater recovery system, the groundwater monitoring system, and other construction activities, including site preparation, demolition, excavation, waste management, and site restoration, are also discussed in the Construction Quality Assurance Plan (Appendix I). Daily reporting, monthly progress reports, and long -term management of records are also addressed in this plan. W:\00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -23 July 2002 5.5 HEALTH AND SAFETY A site - specific Health and Safety Plan (HASP) will be developed in accordance with 29 CFR 1910.120 — Hazardous Waste Operations. This site - specific plan will address the chemical and physical hazards associated with the chemicals of concern and site location. At a minimum, it must have a site map, site work zones, site communications, safe work practices, and identification of the nearest medical assistance. Also required is the use of a "buddy system" as a protective measure in particularly hazardous situations so that employees can keep watch on one another to provide quick aid if needed. The HASP will address the following topics: introduction, key personnel, hazard assessment (chemical and physical), training, personal protective equipment (PPE), temperature extremes, medical surveillance, exposure monitoring, site control, decontamination, emergency response, spill containment. W:10049610207.0171INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 5 -24 July 2002 6.0 OPERATION, MONITORING, INSPECTION AND MAINTENANCE PLAN Routine monitoring, inspection, operation, and maintenance will be necessary to attain the interim measures objectives for the RPI site. Site security must also be provided and maintained to prevent easy access to the site by the general public. This section describes the plans to accomplish these tasks after completing interim action construction and commissioning. 6.1 GROUNDWATER RECOVERY SYSTEM OPERATIONS AND MAINTENANCE The interim action includes a groundwater recovery and treatment system designed to maintain an inward hydraulic gradient and to ensure the recovered water meets KCDNR criteria. Recovery system equipment that will require long -term operation and maintenance includes the groundwater recovery wells and pumps, surface pumps, tanks and piping, filters and GAC units, the water level monitoring wells and sensors, and the automatic control system. Each of these items will require periodic inspection and maintenance to reliably meet interim action objectives. 6.1.1 Groundwater Recovery Wells and Piping Pumping wells can become fouled for a variety or reasons, including accumulation of silt within the sand pack, chemical precipitation, and biological growth. Chemical fouling, corrosion, or biofouling can also reduce the capacity of the pumping wells. Operation of the recovery wells will be monitored to identify problems due to fouling. Yield from the groundwater recovery wells and pumps will be monitored throughout the duration of recovery operations. Pumping well water levels, individual well flow rates, and specific capacity for each well will be monitored and charted monthly during semi - monthly inspections. If the yield from a well gradually decreases over time or experiences a sudden decrease, the potential aboveground causes, including power supply, meters, controls, and piping, will be assessed. If this evaluation does not identify the source of the problem, the submersible pump will be pulled and tested according to the manufacturer recommendations. If found to be faulty, the pump will be repaired or replaced. If the pump does not appear to be the source of production loss, the well will be inspected and, if necessary, redeveloped or chemically treated (acid treatment for chemical fouling or shock chlorination for biofouling). If these actions do not restore the well to an acceptable capacity, an engineering study to correct the problem will be initiated. As noted previously, buried piping conducting groundwater from the recovery wells to the treatment system and from the treatment system to the KCDNR discharge has been designed with full redundancy to maximize system reliability. If the line originally placed into service fails, the redundant piping will be activated by completing minor piping modifications. 6.1.2 Groundwater Pretreatment System The groundwater pretreatment system includes the receiver tank, feed pump, bag filter, and GAC units, as shown on Drawing 14. The pretreatment system will require periodic inspection, W: \00496\ 0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 6 -1 July 2002 monitoring, and maintenance for effective operation. Operations issues include potential plugging of the filter or GAC units, consumption of carbon by groundwater constituents, fouling of piping and pumps, and failure of system components. Many of these items can be monitored remotely using the PLC and dial -in telephone capability. After commissioning the groundwater treatment system, it will be checked onsite twice per month for the first 6 months (i.e., approximately once every 2 weeks). Inspections may be reduced to once per month after 6 months, depending on proven system reliability, at the discretion of the Engineer. For each onsite inspection, samples will be collected as appropriate to confirm proper operation and a physical inspection of the treatment system will be conducted. Maintenance will be performed as appropriate, based on preventative maintenance requirements for system equipment and the results of monitoring and inspection. Plugging or clogging in the GAC units or bag filter will.be detected by the pressure differential switches. The switches will monitor the pressure differential across the GAC units or bag filter, and at a preset level, the PLC will issue an alarm. In the event of an alarm, the PLC will notify offsite operations personnel so that corrective action can be taken. The pressure differential will be monitored remotely and will be checked during each semi - monthly site visit or, after 6 months, monthly. The nitrogen blanketing system will also be monitored by the PLC. In the event of a loss of nitrogen pressure, the PLC will issue an alarm and notify offsite operations personnel. The source of the alarm will be investigated and, if necessary, the nitrogen cylinder will be replaced. The nitrogen cylinder will be checked for operation and inventory during each semimonthly site visit. The pretreatment system includes sample taps before and after each treatment unit (Drawing 14). Samples will be collected at each semimonthly site visit to evaluate the treatment system performance, determine if a carbon canister requires replacement, and assess water quality relative to KCDNR discharge criteria. Based upon contacts with KCDNR staff, it is expected that the KCDNR discharge permit will require monthly sampling for analysis to assess compliance with discharge criteria. Analysis of general water quality criteria, including total suspended solids (TSS) and total organic carbon (TOC) will be used to assess loading on the filter and the GAC units, and to determine whether it is necessary to replace the filter bag and/or the lead GAC canister. Toluene and TOC will be analyzed on the influent and effluent from the GAC units to assess loading and to determine if the lead GAC canister requires replacement. The GAC canister will be replaced if it becomes saturated with either toluene or TOC, as determined by comparing influent and effluent concentrations. Based the assumptions described above, the planned sampling and analysis program for the groundwater pretreatment system is summarized on Table 6 -1. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 6 -2 July 2002 Table 6 -1 Groundwater Pretreatment System Monitoring Sampling Frequency Analytical Parameters Sample Point Semimonthly' TSS, TOC, pH (field) Filter Influent Semimonthly' TOC Lead GAC Canister (C -1) Effluent Semimonthly' TOC, TSS Lag GAC Canister (C -2) Effluent Monthly Toluene, KCDNR parameters Filter Influent Monthly Toluene Lead GAC Canister (C -1) Effluent Monthly KCDNR parameters Lag GAC Canister (C -2) Effluent 'Semi - monthly inspections may be reduced to monthly at the discretion of the Engineer after system performance is evaluated using the data from the first 6 months of operation. Samples will be collected as follows: • Purge a minimum of 500 milliliters (mL) from the sample tap into a container. • Gently fill the sample container directly from the sample tap, extending the sample tap tubing to the bottom of the container. • Analyze samples as indicated in Table 6 -1. Samples for toluene must be collected in a volatile organic analysis (VOA) vial and filled without any headspace. Samples collected for monitoring the groundwater treatment system will be labeled, and handled in accordance with the quality control procedures specified in the Performance Monitoring Plan (Appendix J). General inspection and maintenance of the groundwater pretreatment system will initially be 'performed during the scheduled site visits. Piping, fittings, and valves will be inspected for leaks, cracks, damage, and obstructions. Centrifugal pumps will be checked for proper operation and maintained in accordance with manufacturer's instructions. Treatment equipment will be inspected for defects, signs of wear, damage, or over - pressure. Each inspection will be logged in the treatment plant log book. Maintenance needs will be recorded in the log book. The final action taken for maintenance requests will be noted in the log book. 6.2 PERFORMANCE MONITORING EPA's Approval with Modifications also requires that an approved Performance Monitoring Plan be implemented with the approved interim measures. The performance monitoring program requirements specified in the Approval with Modifications also include: • Immediate detection of a failure or release from the barrier wall • Verification of whether the interim measure is performing as required W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 6 -3 July 2002 • Monitoring the rate of migration of contaminants remaining in the riverbank and critical habitat outside the barrier wall The draft PMP was submitted to EPA on June 12, 2002 (URS, 2002), in accordance with the requirements of the Approval with Modifications. The draft PMP describes the monitoring approach for attaining the objectives specified in the Approval with Modifications. The monitoring plan includes preconstruction monitoring to be performed prior to construction of the barrier wall and performance monitoring to be performed after the interim measures have been implemented. A copy of the draft PMP is included as Appendix J. A performance monitoring network composed of 25 wells will be established as described in the PMP. This network will include wells located along the exterior and interior of the barrier wall. During the preconstruction phase, the exterior wells along the west and south sides of the wall will be sampled quarterly to establish baseline conditions prior to constructing the barrier wall. These samples will be analyzed for benzene, toluene, ethyl benzene, and xylenes (BTEX); selected dissolved metals (consisting of arsenic, cadmium, chromium, copper, lead, mercury, nickel, selenium, thallium, vanadium, and zinc); and general water quality parameters (pH, specific conductance, temperature, and redox potential). Samples will also be collected from six of the exterior wells in the southwestern corner of the site for major cations and anions to monitor future changes in overall groundwater chemistry. During the preconstruction monitoring phase, groundwater monitoring within the interior of the barrier wall path will include sampling and analysis of selected monitoring wells for site constituents, as has been done for the ongoing groundwater monitoring program. The draft PMP provides a detailed description of the preconstruction monitoring plan. Performance monitoring (i.e., monitoring after interim measures construction has been completed) will include: • Continuous water level monitoring for a period of 1 month in the 13 exterior wells and the 12 interior wells —Water level monitoring prior to the start of pumping will allow for selection of the primary control wells for the groundwater recovery system, and will also provide information about the effectiveness of the wall, as indicated by measured levels inside and outside the wall during diurnal tide fluctuations that will occur on the outside of the wall. • Monthly, manual water level monitoring in the monitoring well network: Monthly monitoring will continue until conditions within the wall reach steady - state. It is anticipated that it will take several months to establish steady state conditions in the interior of the wall. • Monthly sampling of exterior wells located along the Duwamish riverbank (west and south barrier walls) for measurement of general parameters — General water quality parameters will include measurement of the temperature, pH, specific conductance, oxidation/reduction potential, and dissolved oxygen. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 6 -4 July 2002 • Quarterly sampling from the performance monitoring network wells located outside the barrier wall —These samples will be analyzed for BTEX and dissolved metals, including arsenic, cadmium, chromium, copper, lead, mercury, nickel, selenium, thallium, vanadium, and zinc. Field water quality parameters will also be measured during quarterly sampling. • Sampling for any changes in groundwater chemistry—During the first quarterly sampling event after the barrier wall has been completed, six exterior performance network monitoring wells near the southwestern corner of the site will be sampled for major cations and anions to monitor any changes in overall groundwater chemistry that may have occurred due to construction of the wall. • Annual groundwater monitoring — Annual groundwater monitoring will be conducted for the six performance network monitoring wells located within the interior of the barrier wall. These samples will be analyzed for BTEX and dissolved metals (arsenic, chromium, copper, lead, mercury, nickel, vanadium, and zinc), in addition to the general water quality parameters. Additional details regarding the performance monitoring program for the RPI site can be found in the draft PMP (Appendix J). 6.3 INTERIM MEASURES INSPECTION AND MAINTENANCE PLAN The interim measures for the RPI site require periodic inspection and maintenance to ensure that interim action objectives are attained. Inspection and maintenance for the groundwater treatment system were discussed in Section 6.1. The plan for inspecting and maintaining the security system and the barrier wall are described below. The security system must be adequately maintained to avoid inadvertent access to the site by the general public. The barrier wall must be inspected and maintained to address failures identified by the performance monitoring system, settlement failures, and potential failures that may occur due to disaster events (such as an earthquake or flood). 6.3.1 Security System Inspection and Maintenance The security system for the RPI site consists of a temporary fence that encloses the north and eastern borders of the contaminated area and a permanent fence along the waterway and Slip 6. Signs clearly identifying the site and restricting access have been placed along the fence. The existing temporary fence has been in -place at the RPI site for several years. The existing temporary and permanent fences will be maintained to provide site security after completing interim action construction. The temporary fence will be visually inspected quarterly to ensure it is in good repair and that signage is present and legible. W:\00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 6 -5 July 2002 6.3.2 Barrier Walls Post - construction inspection of the barrier wall will consist of quarterly site walks around the entire alignment to observe the surface condition of the barrier wall protective cover. The protective cover will be checked for ruts, cracking, ponding, erosion or other signs of failure. Additional inspections will be performed if significant seismic activity (an earthquake of magnitude 5.8 or greater) occurs in the Puget Sound area. In addition, semi - annual monitoring of settlement plates will be performed using survey methods. Monitoring of the settlement plates will be reduced to an annual basis after it is established that settlements along.the wall are less than .02 feet per year. Observations and measurements will be recorded in an Inspection Log Book and reported as described in Section 7. The effectiveness of the barrier wall in providing hydraulic control will be evaluated on an annual basis using data collected from the water level monitoring wells installed on either side of the barrier (See Drawing 4 in Appendix A). These measurements will be analyzed as described in the PMP (Appendix J). If it is determined that a section of the wall is damaged, or is not functioning for its intended purpose, the barrier wall may need to be repaired. Repair methods for the wall would be selected at the time the damage is assessed, depending on the nature of the suspected wall damage. Damage to the soil - bentonite wall could be repaired by such methods as vibrating beam/Impermix® wall construction, jet grouting, sheet pile installation, or deep soil mixing. The actual method of wall repair would depend on the nature and extent of the suspected wall failure. W: \00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 6 -6 July 2002 7.0 SCHEDULE AND REPORTING 7.1 PROJECT SCHEDULE A projected project schedule, based on our present understanding of the interim measures and permitting requirements, is shown in Figure 7 -1. A final schedule will be prepared after finalizing project requirements. A key schedule step that may determine when the interim measures will be constructed is the ESA consultation. This consultation is necessary to ensure that the plan is protective of the endangered species that may be affected by the planned construction work. If the time required for completing the ESA consultation process can be shortened, the interim measures may be completed sooner. 7.2 REPORTING Interim measure activities will be reported to EPA in accordance with Section VII of the Order, Agency Approval/Submissions /Additional Work. Reports to be submitted are described below. 7.2.1 Monthly Reports Progress on implementing the interim measures, or in conducting investigations or analyses supporting the interim measures, will be described in monthly reports submitted to EPA by RCIE. The description will include activities completed, anticipated activities for the following month, and other pertinent information. 7.2.2 Interim Measures Construction Reports Daily field reports will be prepared by the engineer or RCIE field representative during the construction period. The field reports will summarize equipment used, construction activities completed, schedule delays or deviations from project specifications, results of any required monitoring, and other pertinent information. If significant changes to the barrier wall alignment, barrier wall design, or groundwater monitoring and recovery system design are deemed appropriate by RCIE, a design change memorandum will be prepared describing the basis for the proposed revision and the specifications for that revision. This memorandum will be submitted to EPA for review and approval prior to implementation of the proposed changes. Within 60 days after completing barrier wall construction, site restoration, and commissioning of the groundwater recovery and pretreatment system, an interim measures implementation report will be prepared in draft form and submitted to EPA for review and comment. EPA review comments will be addressed in a final document submitted within 60 days after receiving written review comments. W: \00496\0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 7 -1 July 2002 The implementation report will include the following information as a minimum: • Construction chronology • A summary of the construction activities • As -built construction drawings • Design modifications and deviations from the approved plans and specifications • Quality assurance /quality control records and test results • Project photographs • Results from chemical compatibility testing 7.2.3 Performance Monitoring Reports The PMP (Appendix J) summarizes the reports to be submitted to EPA for performance monitoring. The reporting schedule presented in the PMP will be followed for these interim measures. 7.2.4 Operations and Maintenance Reports If required, discharge monitoring reports will be prepared and submitted to KCDNR to•document compliance with the discharge permit. The EPA will be copied on discharge monitoring reports required by KCDNR. 7.2.5 Other Reports Other reports or technical memoranda will be prepared as appropriate during the course of the interim measures to summarize additional investigations or testing undertaken to support design and construction. These may include results of additional soil or groundwater sampling, results of chemical compatibility . testing, or other similar data. W:\00496 \0207.017\INTERIM MEASURES CONSTRUCTION WORK PLAN.DOC 7 -2 July 2002 DOCUMENT 00010 TABLE OF CONTENTS SERIES 0 DOCUMENTS MISCELLANEOUS DOCUMENTS 00010 Table of Contents DIVISION 1 GENERAL REQUIREMENTS 01100 Summary 01300 Administrative Requirements 01400 Quality Requirements 01500 Temporary Facilities and Controls 01600 Product Requirements 01700 Execution Requirements DIVISION 2 - SITE CONSTRUCTION 02110 Excavation, Handling, and Disposal of Hazardous Materials 02130 Removal of Existing Structures 02200 Earthwork 02210 Well Drilling 02220 Well Abandonment 02270 Erosion and Sedimentation Control 02272 Geotextile Fabrics 02273 Geogrid Material 02274 Geonet Material 02324 Trenching 02395 Soil - Bentonite Barrier Wall 02396 Impermix ® Barrier Wall 02576 Resurfacing 02630 Storm Drainage 02776 PVC Geomembrane DMSION 3 - CONCRETE 03300 Cast -in -place Concrete DIVISION 11 - EQUIPMENT 11312 Submersible Pumps and Accessories 11345 Treatment Equipment 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \00010.doc 00010 - 1 Table of Contents DIVISION 15 - 15105 15110 15120 15130 15210 DIVISION 16 - MECHANICAL Pipes and Tubes Valves Piping Specialties Pumps Process Air and Gas Piping ELECTRICAL 16050 Basic Electrical Materials and Methods 16442 Panelboards 16900 Instrumentation and Control Systems - General 16910 Process Taps and Field Instruments • 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \00010.doc END OF SECTION 00010 - 2 Table of Contents SECTION 01100 SUMMARY PART 1 GENERAL 1.01 SECTION INCLUDES A. Contract description. B. Contractor's use of site. C. Specification Conventions. 1.02 CONTRACT DESCRIPTION A. Work of the Project includes construction of a soil - bentonite slurry wall, a vibrating beam Impermix ® barrier wall, a groundwater extraction system and a groundwater monitoring system. Specifically, the Work will include: 1. Construction of a soil - bentonite slurry wall along the north and east sides of the barrier wall alignment. Slurry wall shall be constructed within a 3 -foot wide trench and shall be keyed two feet into the upper aquitard at an average depth of approximately 55 feet below ground surface (bgs), 2. Construction of an Impermix ® barrier wall along the west and south sides of the barrier wall alignment. Barrier wall shall be installed using vibrating beam methods, shall have a minimum width of 6 inches, and shall be keyed 2 feet into the upper aquitard at an average depth of approximately 65 feet below ground surface (bgs). 3. Construction of a groundwater extraction system. The system shall include 3 groundwater extraction wells, submersible pumps, an oil -water separator, a carbon treatment system controls. 4. Construction of groundwater monitoring wells and all required system piping between the wells and the point of discharge. B. The Work will be completed by RCI Environmental Inc. (RCIE). Construction Group (Contractor) with subcontracted support from a specialty barrier wall installer and URS Corporation (Engineer) for Container Properties LLC (Owner) as a design -build project. These Specifications have been developed accordingly. These Specifications are not to be used by others, except for discreet components that may be completed by subcontractors contracting directly to RCIE. 53- 01000496.00 01100 - 1 Summary W:\ 00496\ 0207 .017\Specifications \01100.doc 1.03 CONTRACTOR'S USE OF SITE A. The Owner (Container Properties LLC) will be performing normal container storage and distribution operations during the Work. B. Limit use of site to allow: 1. Owner occupancy 2. Owner operations PART 2 PRODUCTS Not Used. PART 3 EXECUTION Not Used. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01100.doc END OF SECTION 01100 - 2 Summary 01300 ADMINISTRATIVE REQUIREMENTS SECTION 01300 ADMINISTRATIVE REQUIREMENTS PART 1 GENERAL 1.01 SECTION INCLUDES A. Coordination and project conditions. B. Field engineering. C. Preconstruction meeting. D. Site mobilization meeting. E. Progress meetings. F. Pre - installation meetings. G. Submittal procedures. H. Cutting and patching. I. Special procedures. 1.02 COORDINATION AND PROJECT CONDITIONS A. Coordinate scheduling, submittals, and Work of various sections of the Construction Documents to ensure efficient and orderly sequence of installation of interdependent construction elements. B. Verify utility requirements and that characteristics of operating equipment are compatible with utilities. Coordinate work of various sections for installing and connecting operating equipment. C. Coordinate Work as indicated on the Drawings. Follow routing shown for pipes, ducts, and conduit as closely as practicable. Utilize spaces efficiently to maximize accessibility for other installations, for maintenance, and for repairs. D. Coordinate completion and clean -up of Work of separate sections of the Project. 1.03 FIELD ENGINEERING A. Employ surveyor acceptable to Engineer. B. Locate and protect survey control and reference points. Promptly notify Engineer of discrepancies discovered. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01300.doc 01300 - 1 Administrative Requirements C. Control datum for survey is that shown on Drawings. D. Verify set -backs and easements; confirm drawing dimensions and elevations. E. Provide field engineering services. Establish elevations, lines, and levels, utilizing recognized engineering survey practices. F. Unless otherwise specified, tolerances for elevations shall be 0.05 feet and tolerances for horizontal distances shall be 0.10 feet. G. Submit copy of site drawing signed by surveyor certifying elevations and locations of the Work are in conformance with Contract Documents. H. Maintain complete and accurate log of control and survey work as Work progresses. I. Protect survey control points prior to starting site work; preserve permanent reference points during construction. J. Promptly report to Engineer loss or destruction of reference point or relocation required because of changes in grades or other reasons. K. Replace dislocated survey control points based on original survey control. Make no changes without prior written notice to Engineer. 1.04 PRECONSTRUCTION MEETING A. A preconstruction meeting including all parties involved will be held at the site prior to the start of the Work. B. Attendance Required: Owner's Representative, Engineer, and Contractor. C. Agenda: 1. Introductions. 2. Discussion of roles and responsibilities. 3. Submission of list of Subcontractors, list of products, and project schedule. 4. Project health and safety. 5. Procedures and processing of field decisions, submittals, substitutions, applications for payments, proposal request, and Change Orders. 6. Scheduling. D. Record minutes and distribute copies within two days after meeting to participants, with copies to Engineer, and those affected by decisions made. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01300.doc 01300 - 2 Administrative Requirements 1.05 PROGRESS MEETINGS A. Schedule and administer meetings throughout progress of the Work at weekly intervals and additionally as required in order to complete the Work. B. Make arrangements for meetings, prepare agenda with copies for participants, preside at meetings. C. Attendance Required: Job superintendent, major subcontractors and suppliers, Engineer, as appropriate to agenda topics for each meeting. D. Agenda: 1. Review minutes of previous meetings. 2. Review of Work progress. 3. Field observations, problems, and decisions. 4. Identification of problems impeding planned progress. 5. Review of submittals schedule and status of submittals. 6. Review of off -site fabrication and delivery schedules. 7. Maintenance of progress schedule. 8. Corrective measures to regain projected schedules. 9. Planned progress during succeeding work period. 10. Coordination of projected progress. 11. Maintenance of quality and work standards. 12. Effect of proposed changes on progress schedule and coordination. 13. Other business relating to Work. 14. Health and safety issues. E. Record minutes and distribute copies within two days after meeting to participants, with copies to Engineer and those affected by decisions made. 1.06 PRE - INSTALLATION MEETINGS A. When required in individual specification sections, convene pre - installation meetings at Project site prior to commencing work of specific section. B. Require attendance of parties directly affecting, or affected by, Work of specific section. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01300.doc 01300 - 3 Administrative Requirements C. Notify Engineer two days in advance of meeting date. D. Prepare agenda and preside at meeting: 1. Review conditions of installation, preparation and installation procedures. 2. Review coordination with related work. E. Record minutes and distribute copies within two days after meeting to participants, with copies to Engineer and those affected by decisions made. 1.07 SUBMITTAL PROCEDURES A. Prepare and submit the following prior to start of Work: 1. Health and safety plan 2. Project schedule 3. List of subcontractors 4. List of products 5. Preconstruction meeting minutes B. Prepare and submit other information and materials as required within subsequent sections of the Specifications. C. Transmit each submittal with Engineer accepted form. Sequentially number transmittal forms. Mark revised submittals with original number and sequential alphabetic suffix. D. Identify Project, Contractor, subcontractor and supplier; pertinent drawing and detail number, and specification section number, appropriate to submittal. E. Apply Contractor's stamp, signed or initialed certifying that review, approval, verification of products required, field dimensions, adjacent construction Work, and coordination of information is in accordance with requirements of the Work and Contract Documents. F. Identify variations from Contract Documents and product or system limitations which may be detrimental to successful performance of completed Work. G. Allow space on submittals for Contractor and Engineer review stamps. When revised for resubmission, identify changes made since previous submission. H. Product Data/Shop Drawings: 1. Submit to Engineer for review for limited purpose of checking for conformance with information given and design concept expressed in Contract Documents. 2. Submit number of copies Contractor requires, plus two copies Engineer will retain. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \01300.doc 01300 - 4 Administrative Requirements 3. Mark each copy to identify applicable products, models, options, and other data. Supplement manufacturers' standard data to provide information specific to this Project. 4. Indicate product utility and electrical characteristics, utility connection requirements, and location of utility outlets for service for functional equipment. I. Manufacturer's Instructions 1. When specified in individual specification sections, submit printed instructions for delivery, storage, assembly, installation, start-up, adjusting, and finishing to Engineer in quantities specified for Product Data. 2. Indicate special procedures, perimeter conditions requiring special attention, and special environmental criteria required for application or installation. PART 2 PRODUCTS Not Used. PART 3 EXECUTION Not Used. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01300.doc END OF SECTION 01300 - 5 Administrative Requirements 01400 QUALITY REQUIREMENTS SECTION 01400 QUALITY REQUIREMENTS PART 1 GENERAL 1.01 SECTION INCLUDES A. Quality control and control of installation. B. Tolerances. C. References. D. Testing and inspection services. E. Manufacturers' field services. F. Examination. G. Preparation. 1.02 QUALITY CONTROL AND CONTROL OF INSTALLATION A. Monitor quality control over suppliers, manufacturers, products, services, site conditions, and workmanship, to produce Work of specified quality and comply with Construction Quality Assurance Plan (CQAP). B. Comply with manufacturers' instructions, including each step in sequence. C. When manufacturers' instructions conflict with Contract Documents, request clarification from Engineer before proceeding. D. Comply with specified standards as minimum quality for the Work except where more stringent tolerances, codes, or specified requirements indicate higher standards or more precise workmanship. E. Perform Work by persons qualified to produce required and specified quality. F. Verify field measurements are as indicated on Shop Drawings or as instructed by manufacturer. G. Secure products in place with positive anchorage devices designed and sized to withstand stresses, vibration, physical distortion, or disfigurement. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications\01400.doc 01400 - 1 Quality Requirements 1.03 TOLERANCES A. Monitor fabrication and installation tolerance control of products to produce acceptable Work. Do not permit tolerances to accumulate. B. Comply with manufacturers' tolerances. When manufacturers' tolerances conflict with Contract Documents, request clarification from Engineer before proceeding. C. Adjust products to appropriate dimensions; position before securing products in place. 1.04 REFERENCES A. For products or workmanship specified by association, trade, or other consensus standards, comply with requirements of standard, except when more rigid requirements are specified or are required by applicable codes. B. Conform to reference standard by date of issue current on date of Specifications except where specific date is established by code. C. Obtain copies of standards where required by product specification sections. D. When specified reference standards conflict with Contract Documents, request clarification from Engineer before proceeding. E. Neither contractual relationships, duties, nor responsibilities of parties in Contract nor those of Engineer shall be altered from Contract Documents by mention or inference otherwise in reference documents. 1.05 TESTING AND INSPECTION SERVICES A. Employ and pay for services of an independent testing agency or laboratory acceptable to Engineer to perform specified testing. B. Ensure that laboratory shall meet "Recommended Requirements for Independent Laboratory Qualification," published by the American Council of Independent Laboratories. C. Laboratory Duties 1. Perform specified tests and services. 2. Comply with specified standards, including ASTM and other recognized authorities. 3. Ascertain compliance with requirements of work plan documents. Compliance shall be documented in writing on all reports. 4. Promptly notify Contractor of irregularities or deficiencies of work observed during performance of services. 53- 01000496.00 W: \00496\0207.017\Speci fications \01400.doc 01400 - 2 Quality Requirements 5. Include in each report the date, project title and number, name and signature of inspector, date of inspection or sample, record of temperature and weather, date of test, identification of product and Specification Section, location in project, type of test, and observations regarding compliance with requirements. D. Contractor's Responsibilities 1. Cooperate with laboratory personnel. 2. Provide laboratory with required quantities of materials to be tested. 3. Provide facilities for storage and curing of test samples. 1.06 MANUFACTURERS' FIELD SERVICES A. When specified in individual specification sections, require material or product suppliers or manufacturers to provide qualified staff personnel to observe site conditions, conditions of surfaces and installation, quality of workmanship, and to initiate instructions when necessary. B. Submit qualifications of observer to Engineer 7 days in advance of required observations. Observer subject to approval of Engineer. C. Report observations and site decisions or instructions given to applicators or installers that are supplemental or contrary to manufacturers' written instructions. PART 2 PRODUCTS Not Used. PART 3 EXECUTION 3.01 EXAMINATION A. Verify existing site conditions and substrate surfaces are acceptable for subsequent Work. Beginning new Work means acceptance of existing conditions. B. Verify existing substrate is capable of structural support or attachment of new Work being applied or attached. C. Examine and verify specific conditions described in individual specification sections. D. Verify utility services are available, of correct characteristics, and in correct locations. 3.02 PREPARATION A. Clean substrate surfaces prior to applying next material or substance. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01400.doc 01400 - 3 Quality Requirements B. Seal cracks or openings of substrate prior to applying next material or substance. C. Apply manufacturer required or recommended substrate primer, sealer, or conditioner prior to applying new material or substance in contact or bond. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01400.doc END OF SECTION 01400 - 4 Quality Requirements 01500 TEMPORARY FACILITIES AND CONTROLS SECTION 01500 TEMPORARY FACILITIES AND CONTROLS PART 1 GENERAL 1.01 SECTION INCLUDES A. Temporary Utilities: 1. Temporary electricity. 2. Temporary lighting for construction purposes. 3. Temporary water service. 4. Temporary sanitary facilities. B. Construction Facilities: 1. Field offices and sheds. 2. Vehicular access. 3. Parking. 4. Progress cleaning and waste removal. 5. Equipment decontamination area. C. Temporary Controls: 1. Barriers. 2. Security. 3. Water control. 4. Dust control. 5. Erosion and sediment control. 6. Pollution control. D. Removal of utilities, facilities, and controls. 1.02 TEMPORARY ELECTRICITY A. Owner will pay cost of energy used. Exercise measures to conserve energy. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications\01500.doc 01500 - 1 Temporary Facilities and Controls B. Provide temporary electric feeder from existing electrical service. Do not disrupt Owner's use of service without prior approval. C. Provide power outlets, with branch wiring and distribution boxes located as required for construction operations. Provide flexible power cords as required for portable construction tools and equipment. D. Provide main service disconnect and over - current protection at convenient location. 1.03 TEMPORARY LIGHTING FOR CONSTRUCTION PURPOSES A. Provide and maintain necessary lighting for construction operations. B. Maintain lighting and provide routine repairs. 1.04 TEMPORARY WATER SERVICE A. Owner will provide temporary water. Exercise measures to conserve energy. Utilize Owner's existing water system, extend and supplement with temporary devices as needed to maintain specified conditions for construction operations. B. Extend branch piping with outlets located so water is available by hoses with threaded connections. 1.05 TEMPORARY SANITARY FACILITIES' A. Provide and maintain required facilities and enclosures. Provide facilities at time of project mobilization. 1.06 FIELD OFFICES AND SHEDS A. Office: Weather tight, with lighting, electrical outlets, and equipped with sturdy furniture including drawing table. Owner's existing facilities may be used with prior approval. B. Storage Areas And Sheds: Size to storage requirements for products of individual Sections, allowing for access and orderly provision for maintenance and for inspection of products to requirements of Section 01600. C. Preparation: Fill and grade sites for temporary structures sloped for drainage away from buildings. D. Removal: At completion of Work remove temporary buildings, trailers, foundations, utility services, and debris. Restore areas. 1.07 VEHICULAR ACCESS A. Extend and relocate vehicular access as Work progress requires, provide detours as necessary for unimpeded traffic flow. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01500.doc 01500 - 2 Temporary Facilities and Controls B. Provide unimpeded access for emergency vehicles. Maintain 20 -foot wide driveways with turning space between and around combustible materials. C. Provide and maintain access to fire hydrants and control valves free of obstructions. D. Provide means of removing mud from vehicle wheels before exiting work areas. 1.08 PARKING A. Provide temporary parking areas to accommodate construction personnel. B. Locate as approved by Owner's Representative. C. Maintenance: 1. Maintain traffic and parking areas in sound condition. D. Removal, Repair: 1. Remove temporary materials and construction at Project Completion. 2. Repair permanent facilities damaged by use, to original condition. E. Mud From Site Vehicles: Provide means of removing mud from vehicle wheels before exiting work areas. 1.09 PROGRESS CLEANING AND WASTE REMOVAL A. Maintain areas free of waste materials, debris, and rubbish. Maintain site in clean and orderly condition. 1.10 EQUIPMENT DECONTAMINATION AREA A. Construct equipment decontamination area as shown on the Drawings. B. Provide materials shown on the Drawings and as specified in Sections 02776 — PVC Geomembrane and Section 02274 — Geonet Material. 1.11 BARRIERS A. Provide barriers to prevent unauthorized entry to construction areas to allow for Owner's use of site, and to protect existing facilities and adjacent properties from damage from construction operations. 1.12 SECURITY A. Security Program: 1. Protect Work from theft, vandalism, and unauthorized entry. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01500.doc 01500 - 3 Temporary Facilities and Controls 2. Initiate program in coordination with Owner's existing security system at project mobilization. 3. Maintain program throughout construction period until Project completion. B. Entry Control: 1. Restrict entrance of persons and vehicles into Project site. 2. Allow entrance only to authorized persons with proper identification. 3. Maintain log of workers and visitors. 4. Owner will control entrance of persons and vehicles related to Owner's operations. 1.13 WATER CONTROL A. Provide Stormwater control berms and erosion protection in accordance with project Stormwater Pollution Prevention Plan (SWPPP) and Temporary Erosion and Sediment Control (TESC) Plan. Maintain excavations free of water. Provide, operate, and maintain pumping equipment. B. Protect site from puddling or running water. 1.14 DUST CONTROL A. Execute Work by methods to minimize raising dust from construction operations. B. Provide positive means to prevent air -borne dust from dispersing into atmosphere. 1.15 EROSION AND SEDIMENT CONTROL A. Plan and execute construction by methods to control surface drainage from cuts and fills, from borrow and waste disposal areas. Prevent erosion and sedimentation. B. Minimize surface area of bare soil exposed at one time. C. Provide temporary measures including berms, dikes, and drains, and other devices to prevent uncontrolled water flow. D. Construct fill and waste areas by selective placement to avoid erosive surface silts or clays. E. Periodically inspect earthwork to detect evidence of erosion and sedimentation; promptly apply corrective measures. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01500.doc 01500 - 4 Temporary Facilities and Controls 1.16 POLLUTION CONTROL A. Provide methods, means, and facilities to prevent contamination of soil, water, and atmosphere from discharge of noxious, toxic substances, and pollutants produced by construction operations. B. Comply with pollution and environmental control requirements of authorities having jurisdiction. 1.17 REMOVAL OF UTILITIES, FACILITIES, AND CONTROLS A. Remove temporary utilities, equipment, facilities, materials, at Project completion. B. Clean and repair damage caused by installation or use of temporary work. C. Restore existing and permanent facilities used during construction to original condition. PART 2 PRODUCTS Not Used. PART 3 EXECUTION Not Used. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01500.doc END OF SECTION 01500 - 5 Temporary Facilities and Controls SECTION 01600 PRODUCT REQUIREMENTS PART 1 GENERAL 1.01 SECTION INCLUDES A. Products. B. Product delivery requirements. C. Product storage and handling requirements.. D. Product options. 1.02 PRODUCTS A. Furnish products of qualified manufacturers suitable for intended use. Furnish products of each type by single manufacturer unless specified otherwise. 1.03 PRODUCT DELIVERY REQUIREMENTS A. Transport and handle products in accordance with manufacturer's instructions. B. Promptly inspect shipments to ensure products comply with requirements, quantities are correct, and products are undamaged. C. Provide equipment and personnel to handle products by methods to prevent soiling, disfigurement, or damage. 1.04 PRODUCT STORAGE AND HANDLING REQUIREMENTS A. Store and protect products in accordance with manufacturers' instructions. B. Store with seals and labels intact and legible. C. Store sensitive products in weather tight, climate controlled, enclosures in an environment favorable to product. D. For exterior storage of fabricated products, place on sloped supports above ground. E. Provide off -site storage and protection when site does not permit on -site storage or protection. F. Cover products subject to deterioration with impervious sheet covering. Provide ventilation to prevent condensation and degradation of products. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01600.doc 01600 - 1 Product Requirements G. Store loose granular materials on solid flat surfaces in well- drained area. Prevent mixing with foreign matter. H. Provide equipment and personnel to store products by methods to prevent soiling, disfigurement, or damage. I. Arrange storage of products to permit access for inspection. Periodically inspect to verify products are undamaged and are maintained in acceptable condition. 1.05 PRODUCT OPTIONS A. Products Specified by Reference Standards or by Description Only: Any product meeting those standards or description. B. Products Specified by Naming One or More Manufacturers: Products of one of manufacturers named and meeting specifications; no options or substitutions allowed. C. Products Specified by Naming One or More Manufacturers with Provision for Substitutions: Submit request for substitution to Engineer. Written approval from Engineer required prior to incorporating product substitution into Work. PART 2 PRODUCTS Not Used. PART 3 EXECUTION Not Used. END OF SECTION 53- 01000496.00 01600 - 2 Product Requirements W:\ 00496\ 0207 .017\Specifications \01600.doc SECTION 01700 EXECUTION REQUIREMENTS PART 1 GENERAL 1.01 SECTION INCLUDES A. Closeout procedures. B. Final cleaning. C. Starting of systems. D. Demonstration and instructions. E. Testing, adjusting and balancing. F. Protecting installed construction. G. Project record documents. H. Operation and maintenance data. 1.02 CLOSEOUT PROCEDURES A. Submit written certification that Work has been inspected, and that Work is complete in accordance with Contract Documents and ready for Engineer's review. B. Provide submittals to Engineer required by authorities having jurisdiction. 1.03 FINAL CLEANING A. Execute final cleaning prior to final project assessment. B. Clean equipment and fixtures to sanitary condition with cleaning materials appropriate to surface and material being cleaned. C. Clean site; sweep paved areas, rake clean landscaped surfaces. D. Remove waste and surplus materials, rubbish, and construction facilities from site. 1.04 STARTING OF SYSTEMS A. Coordinate schedule for start-up of various equipment and systems. B. Notify Engineer 7 days prior to start-up of each item. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01700.doc 01700 - 1 Execution Requirements C. Verify each piece of equipment or system has been checked for proper lubrication, drive rotation, belt tension, control sequence, and for conditions which may cause damage. D. Verify tests, meter readings, and specified electrical characteristics agree with those required by equipment or system manufacturer. E. Verify wiring and support components for equipment are complete and tested. F. Execute start-up under supervision of applicable manufacturer's representative, if necessary, in accordance with manufacturers' instructions. 1.05 DEMONSTRATION AND INSTRUCTIONS A. Demonstrate operation and maintenance of products to Engineer two weeks prior to date of final inspection. B. Utilize operation and maintenance manuals as basis for instruction. Review contents of manual with Engineer in detail to explain all aspects of operation and maintenance. C. Demonstrate start-up, operation, control, adjustment, trouble- shooting, servicing, maintenance, and shutdown of each item of equipment. D. Prepare and insert additional data in operations and maintenance manuals when need for additional data becomes apparent during instruction. 1.06 TESTING, ADJUSTING AND BALANCING A. Reports shall be submitted to Engineer indicating observations and results of tests and indicating compliance or non - compliance with requirements of Contract Documents. 1.07 PROTECTING INSTALLED CONSTRUCTION A. Protect installed Work and provide special protection where specified in individual specification sections. B. Provide temporary and removable protection for installed products. Control activity in immediate work area to prevent damage. 1.08 PROJECT RECORD DOCUMENTS A. Maintain on site one set of the following record documents; record actual revisions to the Work: 1. Drawings. 2. Specifications. 3. Addenda. 53- 01000496.00 W: \00496\ 0207 .017\Specifications \01700.doc 01700 - 2 Execution Requirements 4. Change Orders and other modifications to the Contract. 5. Reviewed Shop Drawings, Product Data, and Samples. 6. Manufacturer's instruction for assembly, installation, and adjusting. B. Ensure entries are complete and accurate, enabling future reference by Owner. C. Store record documents separate from documents used for construction. D. Record information concurrent with construction progress, not less than weekly. E. Specifications: Legibly mark and record at each product section description of actual products installed, including the following: 1. Manufacturer's name and product model and number. 2. Product substitutions or alternates utilized. 3. Changes made by Addenda and modifications. F. Record Drawings and Shop Drawings: Legibly mark each item to record actual construction including: 1. Measured horizontal and vertical locations of underground utilities and appurtenances, referenced to permanent surface improvements. 2. Measured locations of internal utilities and appurtenances concealed in construction, referenced to visible and accessible features of the Work. 3. Field changes of dimension and detail. 4. Details not on original Contract drawings. G. Submit documents to Engineer. 1.09 OPERATION AND MAINTENANCE DATA A. Submit data bound in 8 -1/2 x 11 inch (A4) text pages, three D side ring binders with durable plastic covers. B. Prepare binder cover with printed title "OPERATION AND MAINTENANCE INSTRUCTIONS ", and title of project. C. . Internally subdivide binder contents with permanent page dividers, logically organized as described below; with tab titling clearly printed under reinforced laminated plastic tabs. D. Drawings: Provide with reinforced punched binder tab. Bind in with text; fold larger drawings to size of text pages. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \01700.doc 01700 - 3 Execution Requirements E. Contents: Prepare Table of Contents for each volume, with each product or system description identified, typed on white paper, in three parts as follows: 1. Part 1: Directory, listing names, addresses, and telephone numbers of Engineer, Contractor, Subcontractors, and major equipment suppliers. 2. Part 2: Operation and maintenance instructions, arranged by system and subdivided by specification section. For each category, identify names,, addresses, and telephone numbers of Subcontractors and suppliers. Identify the following: a. Significant design criteria. b. List of equipment. c. Parts list for each component. d. Operating instructions. e. Maintenance instructions for equipment and systems. 3. Part 3: Project documents and certificates, including the following: a. Shop drawings and product data. Certificates. c. Photocopies of warranties. PART 2 PRODUCTS Not Used. PART 3 EXECUTION Not Used. 53- 01000496.00 W:\00496\ 0207 .017\.Specifications\01700.doc END OF SECTION 01700 - 4 Execution Requirements 02110 EXCAVATION, HANDLING, AND DISPOSAL OF HAZARDOUS MATERIALS SECTION 02110 EXCAVATION, HANDLING, AND DISPOSAL OF HAZARDOUS MATERIALS PART 1 GENERAL 1.01 SUMMARY A. This Section includes procedures to perform the excavation, dewatering, handling, stockpiling, temporary storage, and/or disposal of potentially hazardous and contaminated soils or water that are known or that may be encountered during the Work.. Hazardous and contaminated substances include those defined in Paragraph 1.02 - References below. B. Section Includes: 1. Excavation of contaminated site soils 2. Dewatering excavations of contaminated site water 3. Handling of contaminated site soils or water 4. Stockpiling of contaminated site soils 5. Temporary storage of contaminated site water 6. Disposal of contaminated site soils or water C. Related Sections: 1. Section 02200 Earthwork 2. Section 02210 Well Drilling 3. Section 02220 Well Abandonment 4. Section 02324 Trenching 5. Section 02395 Soil - Bentonite Barrier Wall 1.02 REFERENCES A. The publications listed below form a part of this section to the extent referenced. The publications are referred to in the text by basic designation only. The most recent revision of the reference applies. 1. CODE OF FEDERAL REGULATIONS (CFR) a. 40 CFR 61 National Emission Standards for Hazardous Air Pollutants 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02110.doc 02110 - 1 Excavation, Handling, and Disposal of Hazardous Materials b. 40 CFR 261 c. 40 CFR 262 d. 40 CFR 263 e. 40 CFR 264 f. 40 CFR 265 g. 40 CFR 266 h. 40 CFR 268 i. 40 CFR 270 J• k. 40 CFR 300 40 CFR 279 1. 40 CFR 302 m. 40CFR761 n. 49 CFR 107 o. 49 CFR 172 P. 49 CFR 173 q. 49 CFR 178 Identification and Listing of Hazardous Waste Standards Applicable to Generators of Hazardous Waste Standards Applicable to Transporters of Hazardous Waste Standards for Owners and Operators of Hazardous Waste Treatment, Storage, and Disposal Facilities Interim Status Standards for Owners and Operators of Hazardous Waste Treatment, Storage, and Disposal Facilities Standards for the Management of Specific Hazardous Wastes and Specific Types of Hazardous Waste Management Facilities Land Disposal Restrictions EPA Administered Permit Programs: The Hazardous Waste Permit Program Standards for the Management of Used Oil National Oil and Hazardous Substances Pollution Contingency Plan Designation, Reportable Quantities, and Notification Polychlorinated Biphenyls (PCBs) Manufacturing, Processing, Distribution in Commerce, and Use Prohibitions Hazardous Materials Program Procedures Hazardous Materials Table, Special Provisions, Hazardous Materials Communications, Emergency Response Information, and Training Requirements Shippers - General Requirements for Shipments and Packagings Specifications for Packagings 2. WASHINGTON ADMINISTRATIVE CODE a. WAC 173 -303 b. WAC 173 -304 c. WAC 173 -340 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02110.doc Dangerous Waste Regulations Solid Waste Handling Regulations Model Toxics Control Act Cleanup Regulation 02110 - 2 Excavation, Handling, and Disposal of Hazardous Materials d. WAC 173 -360 Underground Storage Tank Regulations e. WAC 296 -62 General Occupational Health Standards 1.03 PERFORMANCE REQUIREMENTS A. All contaminated materials shall be excavated, handled, and disposed of in accordance with the above - referenced regulations. 1.04 SUBMITTALS A. Section 01330 - Submittal Procedures: Requirements for submittals. 1.05 QUALITY ASSURANCE A. Perform Work in accordance with Federal and Washington State standards and Construction Quality Assurance Plan (CQAP). B. Maintain one copy of each document on site. PART 2 PRODUCTS 2.01 MATERIALS A. The Contractor shall provide materials required for the packaging, labeling, marking, placarding, and transportation of wastes in conformance with Department of Transportation standards. 53 -01000496.00 1. Packagings a. The Contractor shall provide covering for all loads transported offsite. 2. Markings a. The Contractor shall provide markings for each transport vehicle consistent with the requirements of 49 CFR 172, Subpart D. 3. Placards a. For all off -site transport of waste, the Contractor shall provide primary and subsidiary placards consistent with the requirements of 49 CFR 172, Subpart F. Placards shall be provided for each side and each end of transport vehicles. 4. Spill Response Materials a. The Contractor shall provide spill response materials including, but not limited to, containers, adsorbent, shovels, and personal protective equipment (PPE). Spill response materials shall be available at all times in which wastes are being handled or transported. Spill response materials shall be compatible with the type of material being handled. 02110 - 3 Excavation, Handling, and Disposal of Hazardous Materials W:\ 00496\ 0207 .017\Specifications \02110.doc 2.02 EQUIPMENT AND TOOLS A. The Contractor shall provide miscellaneous equipment and tools necessary to handle wastes in a safe and environmentally sound manner. PART 3 EXECUTION 3.01 EXCAVATION AND DEWATERING OF POTENTIALLY HAZARDOUS MATERIALS A. Excavate potentially contaminated soils as specified in Section 02200 — Earthwork and Section 02324 — Trenching in accordance with all above - referenced regulations. Stockpile on site as specified in this section. B. If necessary, dewater excavations of contaminated site water into temporary dedicated storage tanks. C. Test accumulated potentially hazardous soils and site water for indicator parameters established in the IMCWP to classify materials as hazardous or non - hazardous prior to reuse or disposal. 3.02 HANDLING OF HAZARDOUS MATERIALS A. Stockpile potentially contaminated site soils on plastic sheeting placed in the designated bermed containment area shown on the Drawings. Cover the stockpile with plastic sheeting during rain events and at the end of each workday to keep material dry.. B. Store potentially contaminated site water not contained in lined areas in a temporary storage tank dedicated for that purpose. Ensure that tank valves are locked closed at the end of each workday to prevent accidental releases. 3.03 DISPOSAL OF HAZARDOUS MATERIALS A. Transportation shall be provided by Contractor in accordance with Department of Transportation (DOT) Hazardous Material Regulations and federal, state and local requirements, including obtaining all necessary permits, licenses, and approvals. B. Treatment, Disposal, and Recycling 1. The treatment, disposal, and recycling of contaminated materials shall be in accordance with all applicable laws and regulations referenced herein. 2. Contaminated soil can be treated or landfilled, with preference given to treatment as in the hierarchy described in MTCA WAC 173 -340. 3. If landfilled, contaminated soils shall be disposed of in an appropriate landfill in accordance with applicable requirements. C. Records 53- 01000496.00 1. Records shall be maintained by the Contractor of all waste determinations, including appropriate results of analyses performed, substances and sample 02110 - 4 Excavation, Handling, and Disposal of Hazardous Materials W:\ 00496\ 0207 .017\Specifications \02110.doc location, the time of collection, and other pertinent data as required by 40 CFR 280, Section 74 and 40 CFR 262 Subpart D, and other applicable regulations. Transportation, treatment, disposal methods and dates, the quantities of waste, the names and addresses of each transporter and the disposal or reclamation facility, shall also be recorded and available for inspection, as well as copies of the following documents: a. Manifests. b. Waste analyses or waste profile sheets. c. Certifications of final treatment/disposal signed by the responsible disposal facility official. d. Land disposal notification records required under 40 CFR 268 for hazardous wastes. e. Records shall be provided in accordance with all applicable federal, state, and local regulations. D. Manifesting shall conform to WSDOT and all applicable federal, state, and local regulations. E. Documentation of Treatment or Disposal: 1. The wastes, other than recyclable or reclaimable product or metal, shall be taken to a treatment, storage, disposal facility which has EPA or appropriate state permits and hazardous or special waste identification numbers and complies with the provisions of the disposal regulations. 3.04 SCHEDULES 1. Utility Investigation Trenching and Storm Drainage Trenching Soils will be temporarily stockpiled adjacent to the trenching location. These soils may be used as backfill. Excavated soils in excess of that required for backfill shall be characterized and disposed of in accordance with applicable regulations, or re- used on site as appropriate. 2. Utility Investigation Trenching and Storm Drainage Trenching Water generated during excavation dewatering (if any) shall be temporarily stored in onsite storage tanks. Water will be characterized and disposed of in accordance with applicable regulations or reused for dust control as appropriate. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \02110.doc 02110 - 5 Excavation, Handling, and Disposal of Hazardous Materials 3. Excess Soil - Bentonite Barrier Wall Excavated Soils should be temporarily stockpiled on plastic sheeting in the designated excess soil containment area shown on the Drawings. Those soils that meet the requirements specified in 02395 — Soil- Bentonite Barrier Wall may be used for mixing in the soil- bentonite slurry. Stockpiled soils in excess of that required for soil - bentonite backfill shall be characterized and disposed of in accordance with applicable regulations or re- used on site as appropriate. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02110.doc END OF SECTION 02110 - 6 Excavation, Handling, and Disposal of Hazardous Materials 02130 REMOVAL OF EXISTING STRUCTURES SECTION 02130 REMOVAL OF EXISTING STRUCTURES PART 1 GENERAL 1.01 SCOPE OF WORK A. Demolish and remove the existing tank foundation as shown on the Drawings. B. Remove portions of the existing berm, as shown on the Drawings. C. Remove the abandoned railroad tracks, as shown on the Drawings. D. Remove the wall adjacent to the abandoned railroad tracks, as shown on the Drawings. E. Demolish and remove ramps, concrete pads, foundations, asphalt and other site structures and features along the barrier wall alignment as shown on the Drawings. 1.02 1.02 RELATED WORK A. Soil - Bentonite Barrier Wall is included in Section 02395. B. Earthwork is included in Section 02200. PART 2 PRODUCTS (NOT USED) PART 3 EXECUTION 3.01 REMOVAL OF TANK FOUNDATION A. Remove the abandoned concrete tank foundation which is partly within the wall alignment. The tank foundation is about 60 feet in diameter and about 2 feet high and constructed of concrete. The footing embedment and dimensions are not known. The top of the tank foundation is currently covered in asphalt. The asphalt thickness is not known. 3.02 REMOVAL OF EXISTING BERM A. There is an existing berm bordering the west, and a small portion of the south side of the site. The berm is approximately 2 to 3 feet tall and the top is about 10 feet wide. The berm is covered with asphalt. B. Remove portions of the berm where it encroaches on the wall alignment, or work area, or is within 15 feet of the trench centerline. Ensure that sufficient berm material remains to provide containment of the work area. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02130.doc 02130 - 1 Removal of Existing Structures 3.03 REMOVAL OF ABANDONED RAILROAD TRACKS A. Remove the abandoned railroad tracks, ties, and associated concrete where they cross the proposed wall alignment and work area. 3.04 REMOVAL OF WALL A. There is a concrete wall in the southwest corner of the site adjacent to the abandoned railroad tracks. The wall is approximately 2 to 3 feet tall and 210 feet long. Remove this entire wall. 3.05 REMOVAL OF MISCELLANEOUS FOUNDATIONS AND CONCRETE PADS. A. There are miscellaneous foundations and concrete pads along the barrier wall alignment. Remove the foundations and concrete walls to a minimum of 10 feet on either side of the barrier wall alignment. 3.06 REMOVAL OF ASPHALT A. Saw cut and remove all asphalt to a minimum of 10 feet on either side of the barrier wall alignment. 3.07 DISPOSAL A. Materials to be removed shall be neatly stockpiled on site where they shall be characterized by the Contractor for disposal as specified below. B. Materials to be removed from the site shall be disposed of off site in accordance with Federal, State, and local requirements. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02130.doc END OF SECTION 02130 - 2 Removal of Existing Structures EARTHWORK SECTION 02200 EARTHWORK PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and perform all excavation, backfill, fill and grading required to complete the work as shown on the Drawings and as specified herein. The work shall include, but not necessarily be limited to; trenching excavation and backfilling for barrier wall protection cap; construction of slurry ponds and berms; disposal of waste and surplus materials; and all related work. 1.02 RELATED WORK A. Soil - Bentonite Barrier Wall is included in Section 02395. B. Trenching is included in Section 02324 C. Resurfacing is included in Section 02576. D. Removal of Existing Structures is included in Section 02130. E. Geogrid Material is included in Section 02273. F. PVC Geomembrane is included in Section 02776. 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) 1. ASTM C33 - Specification for Concrete Aggregates. 2. ASTM D1557 - Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort [56,000 ft- lbf/ft3 (2,7001N-111/m3)] 3. ASTM D2487 - Standard Classification of Soils for Engineering Purposes. 4. ASTM D4318 - Test Method for liquid limit, plastic limit, and plasticity index of soils. B. Washington Department of Transportation 1. Standard Specification 9 -03 - Aggregates C. Where reference is made to one of the above standards, the revision in effect at the time of work shall apply. 53- 01000496.00 W:\00496\ 0207 .017\Specifications \02200.doc 02200 - 1 Earthwork PART 2 PRODUCTS 2.01 MATERIALS A. Structural Fill shall meet either requirements for either gravel borrow, or common borrow (WSDOT Standard Specification 9- 03.14(1) or 9- 03.14(3), respectively) which have been modified for use with geosynthetics. 1. Gravel Borrow shall be crushed and be gravel, sandy gravel, or gravelly sand free of organic material, loam, wood, trash, snow, ice, frozen soil and other objectionable material and shall be within the following limits. Sieve Size Percent Finer by Weight 1 -1/2 -inch square 100 No. 4 30 to 80 No. 40 30 max. No. 200 7 max. 2. Common Borrow: Material for common borrow shall consist of granular or nongranular soil and/or aggregate which is free of deleterious material and is nonplastic. Deleterious materials includes wood, organic waste, coal, charcoal, or any other extraneous or objectionable material. The material shall be considered nonplastic if the soil fraction passing the No. 40 sieve is less than 15 percent (by weight) of the total sample, or if the soil fraction passing the No. 40 sieve cannot be rolled, at any moisture content, into a thread as prescribed in ASTM D4318. 3. Submit to the Engineer a representative sample of proposed structural fill and common borrow, weighing approximately 50 lbs, at least 5 days prior to the date of anticipated use of such material. PART 3 EXECUTION 3.01 BARRIER WALL PROTECTION CAP EXCAVATION A. Excavation shall be made to the grades and limits shown on the Drawings. The bottom of the excavations shall be rendered firm and dry and in all respects acceptable to the Engineer. B. Excavation shall be accomplished by methods which preserve the undisturbed state of subgrade soils and the Soil - Bentonite Barrier Wall. Subgrade soils which become soft, loose, "quick ", or otherwise unsatisfactory for support of the protection cap as a result of inadequate excavation or other construction methods shall be removed and replaced by structural fill as required by the Engineer. Damage inflicted to the Soil - Bentonite Barrier Wall will be repaired. C. Excavation equipment shall be satisfactory for carrying out the work in accordance with the requirements specified. In no case shall the earth be ploughed, scraped, or dug with 53- 01000496.00 W:\00496\ 0207 .017\Specifications \02200.doc 02200 - 2 Earthwork machinery so near to the finished subgrade as to result in excavation of, or disturbance of, material below grade. D. When excavation for the Protection Cap has reached prescribed depths, the Engineer shall be notified and will inspect conditions. If materials and conditions are not satisfactory to the Engineer, the Engineer will issue instructions as to the procedures for preparing finished subgrade. E. During final excavation to subgrade level, take whatever precautions are required to prevent disturbance and remolding. Material which has become softened and mixed with water shall be removed. The Engineer will be the sole judge as to whether the work has been accomplished satisfactorily. 3.02 EXCAVATION BELOW GRADE A. If the bottom of any excavation is extended below the limits shown on the Drawings, specified, or directed by the Engineer, it shall be refilled with 8 -inch layers of compacted structural fill. B. If, in the opinion of the Engineer, the material, in its undisturbed natural condition, at or below the normal grade of the excavation as indicated on the Drawings is unsuitable for foundations, it shall be removed to such depth and width as he /she may direct and be replaced with suitable material as directed by the Engineer. 3.03 BARRIER WALL PROTECTION CAP BACKFILLING A. Structural fill shall be placed in layers having a maximum thickness of 8 inches in open areas and 6 inches in confined areas, measured before compaction. Each layer of fill shall be compacted to at least 95 percent of maximum modified dry density determined by ASTM D1557. B. Fill shall not be placed on frozen surfaces or ones covered by snow or ice, nor shall snow, ice or frozen earth be incorporated in the compacted fill. C. Geogrid shall be installed during placement of the structural fill as shown on the Drawings. Geogrid is specified in Section 02273. 3.04 MISCELLANEOUS EARTHWORK A. Ponds, berms, and related facilities required for slurry handling during trench excavation shall be constructed as shown on the Drawings. Locations for said construction are to be determined by the Contractor and submitted to the Engineer for review. Construction • activities are to be contained within the property boundaries. B. After completion of the wall, the following items shall be completed. 1. Temporary work platforms and/or temporary berms shall be removed. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02200.doc 02200 - 3 Earthwork 2. Excess material, including any slurry remaining in the ponds, shall be removed in accordance with Paragraph 3.05, below. 3. After removal of excess slurry, perimeter berms around the ponds shall be removed and any depressions shall be backfilled with common borrow to original grade. The fill shall be placed in lifts of no more than 8 inches and compacted to at least 95 percent of the maximum modified dry density as determined in accordance with ASTM D1557. 4. Fence damaged or removed during construction shall be replaced to Engineer's approval. 5. After the site has stabilized, temporary erosion and sedimentation controls shall be removed as specified in Section 02270. 3.05 DISPOSAL OF SURPLUS MATERIAL A. No excavated materials shall be removed from the site of the work or disposed of, except as specified by the Engineer. Surplus materials shall be neatly stockpiled on site where it will be characterized by the Contractor for disposal as specified below. B. Surplus material that is classified by testing as hazardous shall be removed and disposed of off site in accordance with Federal, State, and Local requirements. Material that is classified as non - hazardous may be removed off -site or incorporated in the work on -site. 53- 01000496.00 W: \00496\ 0207 .017\Specifications \02200.doc END OF SECTION 02200 - 4 Earthwork WELL DRILLING SECTION 02210 WELL DRILLING PART 1 GENERAL 1.01 SCOPE OF WORK/DEFINITIONS A. Drilling borings for monitoring and recovery well installation. B. Installing monitoring and recovery wells. C. Developing monitoring and recovery wells. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Boring and well abandonment requirements are specified in Section 02220. B. Excavation, handling and disposal of hazardous materials requirements are specified in Section 02110. 1.03 SUBMITTALS A. Submit under provisions of Section 01300 — Administrative Requirements. B. Submit the following: 1. Copies of permits for installation of monitoring wells required by State and local governing authorities; 1. Proposed schedule of Work and methods for monitoring well construction; 2. Certificate of 29 CFR Part 1910.120 training for on -site personnel; 3. Shop drawings, manufacturers' data, and certifications for well casing pipe, well screen, joints, and fittings; 4. Test results and certification of filter pack and buffer sand and bentonite; 5. Copies of driller's well log and development logs. 1.04 REFERENCE STANDARDS A. The publications listed herein form a part of this Specification to the extent referenced. The publications are cited in the text by basic designation only. During implementation, the most recent version of the publication and test method shall be used in all cases. 53- 01000496.00 02210 -1 Well Drilling W:\ 00496\ 0207 .017\Specifications \02210.doc B. American Society for Testing Materials (ASTM) 1. A53/A53M -01: Standard Specification for Pipe, Steel, Black and Hot - Dripped, Zinc - Coated, Welded and Seamless. 6. ASTM C150 -02: Standard Specification for Portland Cement. 7. ASTM F480 -00: Standard Specification for Thermoplastic Well Casing Pipe and Couplings Made in Standard Dimension Ratios (SDR), SCH 40 and SCH 80 8. ASTM D1586 -99: Standard Test Method for Penetration Test and Split- Barrel Sampling of Soils 9. ASTM D 1784 -99ae 1: Standard Specification for Rigid Poly(Vinyl Chloride) (PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC) Compounds 10. ASTM D1785 -99: Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe, Schedules 40, 80, and 120 11. ASTM D2467 -01: Standard Specification for Poly(Vinyl Chloride) (PVC) Plastic Pipe Fittings, Schedule 80 1.05 QUALITY ASSURANCE A. Qualifications 1. Company specializing in Work described in this Section, with 3 years of documented experience. 2. Complete drilling and soil sampling under supervision of experienced driller capable of identifying geological formations. 3. On -site personnel trained per 29 CFR 1910.120. B. Pre - Drilling Conference. Attend conference at site prior to commencement of drilling and/or well installation. 1.06 DELIVERY, STORAGE AND HANDLING A. Packing and Shipping: 1. Furnish well casing and screen packaged in new, heavy -wall, wax - coated, corrugated boxes free of rips or tears, and clearly labeled with box contents. 2 Furnish granular and powdered bentonite, granular materials, and Portland cement in bags free of rips or tears. 3. Furnish bentonite pellets in sealed pails. 53- 01000496.00 02210 -2 Well Drilling W:\ 00496\ 0207 .017\Specifications \02210.doc B. Acceptance at Site: Inspect products and materials delivered to site. Reject products and materials that are damaged, show evidence of being previously used, or are unsatisfactory in other ways. C. Storage: Protect products and materials from physical damage. PART 2 PRODUCTS 2.01 MATERIALS A. Well Casing Pipe, Screen, and Fittings 1. Well casing pipe shall be PVC, flush - threaded pipe, Type 1, Grade 1 manufactured as specified in ASTM D1785. Wall thickness, concentricity, and surface in conformance with ASTM F480. Pipe diameter and schedule as specified on the Drawings. 2. Pipe joints to provide leakproof seal: modified stub acme thread with chamfered lead thread, 4 threads per inch, uniformly fitting shoulders, o -ring groove turned into male end with o -ring. 3. Fittings shall be PVC Type 1, Grade 1 (Cell Class 12454 -B) manufactured as specified in ASTM D1784 and ASTM D2467 as applicable. 4. Well screen: factory milled to the dimensions shown on the Drawings. Engineer may require a different filter pack gradation based on geologic conditions encountered at time of installation. 5. Well cap: as shown on the Drawings. 6. Bottom plug: flush - threaded. 7. Pipe, screen, and fittings free of ink marks, oil, grease, and dirt. 8. Acceptable manufacturers: Brainard - Kilman, Johnson, or approved equal. B. Filter Pack 1. Thoroughly washed and kiln dried, sound, durable, well- rounded siliceous sand, containing when placed less than 2 percent silt and clay and no organic material, anhydrite, gypsum, mica, or calcareous material. Specific gravity greater than 2.5. 2. Filter pack: as specified on the Drawings. 3. Engineer may require a different filter pack gradation based on geologic conditions encountered at the time of installation. 4. Acceptable manufacturers: Colorado Silica Sand, Inc., Ottawa Sand, Lone Star, or approved equal. 53- 01000496.00 02210 -3 Well Drilling W:\ 00496\ 0207 .017\.Specifications \02210.doc C. Bentonite Pellets 1. Sodium bentonite. 2. Pellet dimensions: as specified on the Drawings. 3. Acceptable manufacturers: Wyo -Ben, Inc., American Colloid Company, Inc. or equal. D. Portland Cement: Type I or Type II, as specified in ASTM C150. E. Protective Cover 1. ASTM A53 steel. 2. Dimensions as specified on the Drawings. 3. 1/4 inch wall thickness. 4. Locking cover. F. Padlocks: 1. Master Lock Number 1 or equal. 2. Keyed alike. G. Protective Bollards: as specified on the Drawings. H. Spill Containment Box and Cover 1. H -20 rated 2. Water -tight cover 3. Locking cover 4. Hinged, with gas shock assist 5. CNI Manufacturing or equal 2.02 MIXES A. Water for Mixing. Potable water from approved source having the following minimum characteristics: 1. pH equal to 7.0 plus or minus 0.5 2. TDS less than or equal to 500 milligrams per liter 53- 01000496.00 02210 -4 Well Drilling W:\00496\0207.017\Specifications\02210.doc B. Cement Grout 1. Thoroughly mix with a mechanical mixer or recirculating pump until all lumps disintegrated. 2. Measure and record weights of admixtures. 3. Material proportions: a. 94 pounds of Type I or Type II Portland cement mixed with 6 to 7 gallons of water; b. 2 to 3% bentonite by weight. 4.. Mix Portland cement before adding bentonite. C. Concrete 1. Sacrete U -mix, or approved equal, mixed according to manufacturer's specifications PART 3 EXECUTION 3.01 PREPARATION FOR DRILLING A. Boring locations generally as shown in Drawings. Engineer shall identify the exact locations of all borings in the field. B. Before drilling at each boring location, decontaminate drilling rig and accessory equipment. Between each soil sample, decontaminate sampling equipment. 3.02 DRILLING AND SOIL SAMPLING A. Drilling Equipment 1. Provide clean, well- maintained equipment in good operating condition. Operate and maintain equipment in conformance with manufacturer's recommendations. 2. Drilling rig capable of: a. Accessing drill locations shown on Drawings. b. Drilling borings to depth and diameter shown on Drawings. 3. Provide tools, bits, and necessary equipment and materials for drilling, maintaining an open boring, and soil sampling. 4. Provide two stainless steel standard split -spoon samplers. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02210.doc 02210 -5 Well Drilling 5. Provide 3 -inch diameter thin - walled samplers in conformance with ASTM D1587. B. Drill borings straight and plumb. Minimize use of water during drilling to avoid dilution of groundwater and introduction of foreign substances into boring. Do not introduce drilling muds or additives into boring without prior approval of the Engineer. Stabilize boring to prevent wall cave -in and blow -in. C. Prevent contamination of boring and soil samples during drilling. Do not allow gasoline, hydraulic fluid, grease, oil, or other substances to enter boring. Prevent contamination of decontaminated equipment while drilling and soil sampling. D. Disturbed samples. Collect split -spoon samples using Standard Penetration Test procedures in accordance with ASTM D1586. Split -spoon samples maybe collected by pushing sampler as approved by Engineer. Collect samples intervals and at prominent lithologic changes. 3.03 PREPARATION FOR WELL INSTALLATION A. Examine boring and remove blow -in or cave -in materials. Correct obstructions before installing well screen and casing. B. Inspect well materials for conformance to these Specifications. Reject or correct nonconforming materials. C. Decontaminate materials and equipment. 3.04 INSTALLATION A. Well Casing and Screen 1. Assemble bottom plug, and screen well casing above ground. Ensure o -•ring is positioned in groove and hand - tighten couplings. • 2. Similarly assemble sounding tube as shown on Drawings. 3. Prevent contact of well assembly with grease, oil, dirt, or other potential contaminants. 4. Insert well assembly and sounding tube (for groundwater recovery wells only) into boring and position at target depth. 5. Temporarily cap well casing that extends aboveground. 6. Suspend well assembly and sounding tube in boring until filter pack is placed. B. Filter Pack 1. Compute required volumes of filter pack. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02210.doc 02210 -6 Well Drilling 2. Introduce filter pack to annular space in a manner that allows even placement around the well screen and sounding tube (for groundwater recovery wells only). Use tremie pipe or other approved method. 3. Where placing filter pack inside temporary casing, incrementally pull temporary casing during placement. Do not pull temporary casing above top of emplaced filter pack. 4. Periodically sound depth to filter pack to ensure continuous placement around well screen and sounding tube (for groundwater recover wells only) without separation or bridging. C. Bentonite Seal 1. Compute required volume of bentonite pellets. 2. Introduce bentonite pellets into annular space in a manner that allows even placement around well casing and sounding tube (for groundwater recovery wells only). Use tremie pipe or other approved method. 3. Where placing bentonite seal inside temporary casing, pull temporary casing during placement. Do not pull temporary casing above top of emplaced bentonite seal. 4. Periodically sound depth to bentonite seal to ensure continuous placement around well casing and sounding tube (for groundwater recover wells only) without separation or bridging. 5. Where placing bentonite seal above water table, add 1 gallon potable water for every 6 inches of emplaced seal. 6. Allow bentonite seal to set up for 1/2 hour before placing grout. D. Cement Grout 1. Compute required volume of cement grout. 2. Mix a sufficient quantity of cement grout to allow continuous placement to ground surface. 3. Introduce cement grout to annular space using a tremie pipe with side discharge. Maintain tremie pipe discharge approximately 1 foot below top of emplaced cement grout. 4. Where placing grout inside a temporary casing, incrementally pull the temporary casing. Do not pull the temporary casing above the top of emplaced grout. 5. Allow cement grout to set up for 24 hours. Refill annulus to account for shrinkage. 53- 01000496.00 02210 -7 Well Drilling W:\ 00496\ 0207 .017\Specifications \02210.doc E. Well Completion 1. Cut well casing to stickup height shown on Drawings and install cap. 2. Install protective cover centered over the well casing as shown on the Drawings. Embed protective cover in concrete and place concrete surface pad as shown on Drawings. Slope surface pad 1/4 inch per foot away from the well. Place concrete to ground surface in annular space between well casing and protective cover as shown on the Drawings. 3. Install padlock. 4. Paint protective cover and guard posts. F. Development 1. Furnish pumps, compressors, plungers, surge blocks, bailers, and other equipment to develop monitoring wells and groundwater recovery wells. 2. Begin development no sooner than 48 hours after installation of bentonite seal, and no later than 5 days. 3. Develop wells until well water is free from sand, silt, and clay, or as approved by Engineer. 4. Remove at minimum a quantity of water equal to 5 times the well and filter pack volume plus quantity of water introduced to boring and well during drilling. 5. Do not introduce air, water, or other additives to wells during development. 6. Periodically measure water quality of developed water, including pH, conductivity, temperature and turbidity. 3.05 SITE RESTORATION A. At completion of Work at each well location, remove all equipment, unused materials, temporary facilities, debris, and miscellaneous items resulting from or used in the operations. Restore site as nearly as possible to original conditions. B. Collect drill cuttings in 55- gallon drums, seal drums, and transport sealed drums to approved disposal facility in accordance with Section 02110 - Excavation, Handling and Disposal of Hazardous Materials. 3.06 FIELD QUALITY CONTROL A. Record boring log: 1. Reference point for depth measurements. 2. Description of geologic materials and encountered depths. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02210.doc 02210 -8 Well Drilling 3. Depth of water entry during drilling. 4. Static water level. 5. Depths of lost circulation and methods employed to regain circulation. 6. Drilling rates. 7. Time, depth, and description of problems and corrective measures. 8. Depth and diameter of temporary casing. B. Record well construction log: 1. Reference point for depth measurements. 2. Boring diameter. 3. Depth to bottom of well. 4. Type, manufacturer, and dimensions of well casing, sounding tube (where installed), screen, and fittings. 5. Screened interval. 6. Filter pack interval and quantity used. 7. Bentonite seal interval and quantity used. 8. Cement grout interval and quantity used. 9. Well completion details. 10. Problems and corrective measures. C. Record well development log: 1. Quantity of water removed. 2. Water quality measurements of development water. 3. Problems and corrective measures. D. Plumbness and Alignment 1. Test plumbness and alignment by lowering plumb to bottom of well. 2. Plumb dimensions: a) Length: 20 -feet. 53- 01000496.00 02210 -9 Well Drilling W:\ 00496\ 0207 .017\Specifications \02210.doc b) Diameter: %z -inch smaller than inside diameter of well casing. 3. Plumb shall move freely throughout entire length of monitoring well casing and screen. E. Water Quality 1. Collect samples from two consecutive well water volumes. 2. Measure pH, conductivity, and temperature. 3. Consecutive measurements of pH, conductivity, and temperature shall be within 10 percent of each other. 3.07 DEMONSTRATION A. Demonstrate that monitoring well conforms to these Specifications: 1. Screen and casing in correct position. 2. Well casing and screen plumb and straight. 3. Well produces water of consistent water quality. B. Abandon and install substitute wells for those wells not conforming to these Specifications. Abandon wells in accordance with Section 02220 - Well Abandonment. Engineer will select the location of replacement wells. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02210.doc END OF SECTION 02210 -10 Well Drilling SECTION 02220 WELL ABANDONMENT PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required to abandon existing wells as shown on the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Removal of Existing Structures is included in Section 02130. • B. Earthwork is included in Section 02200. 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) 1. C94, Specification for Ready Mixed Concrete 2. C150, Specification for Portland Cement B. Washington State Department of Ecology 3. WAC 173 -160 - Minimum Standards for Construction and Maintenance of Wells. 1.04 SUBMITTALS A. Submit in accordance with Section 01300. B. Submit the following: 1. Proposed methods and equipment. 2. Copy of log showing and describing completed abandonment. 1.05 DELIVERY, STORAGE AND HANDLING A. Packing and Shipping. Furnish granular bentonite, powdered bentonite, sand, and Portland cement in bags free of rips or tears. B. • Acceptance at Site. Inspect products and materials that are delivered to site. Reject all products and materials that are damaged or show evidence of being previously used. C. Storage and Protection. Store products and materials outside of work zones. Protect products and materials from physical damage. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02220.doc 02220 -1 Well Abandonment 1.06 PROJECT CONDITIONS A. Utilities and Reference Points. 1. Verify location and existence of underground utilities. Protect existing utilities from damage caused by construction activities. Repair damage to utilities. 2. Protect and maintain benchmarks, monuments, and other established reference points. If disturbed or destroyed, replace these items to satisfaction of Engineer. B. Access. Provide full access to public and private premises to prevent interruption of traffic. C. Well Logs. Well construction logs of wells to be abandoned have been prepared by Engineer and are available at office of the Engineer. These well construction logs may be used as a guide to conditions at specific wells. PART 2 PRODUCTS 2.01 MATERIALS A. Bentonite 1. Sodium bentonite. 2. Acceptable manufacturers: a. Wyo -Ben, Inc. b. American Colloid Company, Inc. c. Or equal B. Portland Cement: Type I or Type II, as specified in ASTM C150. C. Sand 1. Thoroughly washed and kiln dried, sound, durable, siliceous sand, containing when placed less than 2 percent silt and clay and no organic material, anhydrite, gypsum, mica, or calcareous material. Specific gravity greater than 2.5. 2.02 MIXES A. Water for Mixing: Potable water from an approved source having the following minimum characteristics: 1. pH equal to 7.0 plus or minus 0.5 2. TDS less than or equal to 500 milligrams per liter 53- 01000496.00 02220 -2 Well Abandonment W:\ 00496\ 0207 .017\Specifications \02220.doc B. Cement Grout 1. Thoroughly mix using a mechanical mixer or recirculating pump until lumps are disintegrated. 2. Measure and record weights of admixtures. 3. Proportions: a. 94 pounds of Type I or Type II Portland cement mixed with 6 to 7 gallons of water. b. 3 to 4 pounds of powdered bentonite. 4. Mix Portland cement and water before adding bentonite. C. Bentonite Slurry 1. Thoroughly mix using a mechanical mixer or recirculating pump until lumps are disintegrated. 2. Measure and record weights of admixtures. 3. Proportions: a. 1 to 1.25 pounds of powdered bentonite per gallon of water. b. 1 to 2 pounds of Type I or Type 11 Portland cement per gallon of hydrated bentonite. 4. Mix bentonite and water before adding Portland cement. D. Concrete 1. Sacrete U -mix, or equal, thoroughly mixed according to manufacturer's specifications. 2. Ready mix, as specified in ASTM C94. PART 3 EXECUTION 3.01 APPLICATION A. Boring Abandonment 1. Compute required volume to completely backfill the boring. 2. Introduce granular bentonite to boring. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \02220.doc 02220 -3 Well Abandonment 3. Where placed above water table, hydrate granular bentonite by adding 1 ,gallon of water for every 6 inches of emplaced granular bentonite. 4. Fill boring with hydrated granular bentonite to ground surface. B. Well Abandonment 1. If the well being abandoned was built in accordance with WAC 173 -160, it shall be abandoned in the following manner: a. Remove protective cover and concrete surface seal. b. Excavate soil to provide access to wall casing pipe. Cut well casing 3 feet below the ground surface. c. Compute well casing volume below and above well water surface. d. Fill casing from bottom to within 5 feet of land surface with bentonite, cement grout, or neat cement. e. Sealing material placed below the static water level shall be tre:mied or dump - bailed into the casing. The discharge end of the tremie pipe shall be placed below the ground surface to prevent dilution. f. Sealing material may be hand poured above the static water level provided that the material does not dilute or segregate, and the resulting seal is free of voids. Place concrete in access hole around well from 3 feet below ground surface to 6 inches below ground surface. Embed a steel pipe in concrete centered above well. Backfill upper 6 inches using pavement. 2. If the well being abandoned was not built in accordance with WC 173 -160, it shall be abandoned in accordance with WAC 173 -160 -381. 3.02 SITE RESTORATION A. At completion of Work at each abandonment location, remove equipment, unused materials, temporary facilities, debris, and miscellaneous items resulting from or used in the operations. Restore site as nearly as possible to original conditions. 3.03 FIELD QUALITY CONTROL A. Record abandonment log: 1. Name, date, time and location. 2. Reference point for depth measurements. 3. Type, manufacturer, and quantity of materials used. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02220.doc 02220 -4 Well Abandonment 4. Problems and corrective measures. B. Submit Well Abandonment Records to Washington State Department of Ecology. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02220.doc END OF SECTION 02220 -5 Well Abandonment 02270 EROSION AND SEDIMENTATION CONTROL SECTION 02270 EROSION AND SEDIMENTATION CONTROL PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and perform all installation, maintenance, removal and area cleanup related to erosion and sedimentation control work as shown on the Drawings, as specified herein and as described in the Stormwater Pollution Prevention Plan. The work shall include, but not necessarily be limited to: installation of temporary stormwater control berms, installation of silt fences and straw bales, catch basin inserts, truck wash station, sediment removal and disposal, device maintenance, removal of temporary devices, temporary mulching, and final cleanup. 1.02 RELATED WORK A. Earthwork is included in Section 02200. B. Trenching is included in Section 02324. C. Backfill Soil — Bentonite barrier wall is included in Section 02395. D. Removal of existing structures is included in Section 02130. 1.03 SUBMITTALS A. Submit to the Engineer, in accordance with Section 01300, at least 10 days prior to mobilization to the site, technical product literature for all commercial products to be used for erosion and sedimentation control. 1.04 QUALITY ASSURANCE A. The Contractor shall be responsible for the quality and timely installation and maintenance of sedimentation control devices necessary to prevent the movement of sediment from the construction site to offsite areas or into adjacent water bodies via surface runoff or underground drainage systems. B. Sedimentation and erosion control measures shall conform to the requirements outlined in the Stormwater Management Manual for Western Washington, Volume II, August 2001. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \02270.doc 02270 -1 Erosion and Sedimentation Control PART 2 PRODUCTS 2.01 MATERIALS A. Common borrow for temporary stormwater control berms shall meet the requirements of Section 02200 - Earthwork. B. Crushed stone for equipment decontamination area and stabilized construction entrance access ways shall conform to Washington Department of Transportation "Standard Specifications for Road, Bridge, and Municipal Construction" Section 9- 03.9(2), Shoulder Ballast. C. Silt Fence 1. Silt fence shall be a prefabricated commercial product made of a woven, polypropylene, ultraviolet resistant material such as "Envirofence" by Mirafi Inc., Charlotte, NC, or approved similar material. 2. Straw bales shall be used, as required, as filter barriers and to maintain stability of silt fences. D. If deemed necessary by Engineer, straw mulch shall be utilized on all areas not undergoing active construction in which bare soil is exposed to protect areas against washouts and erosion. Straw mulch shall be comprised of threshed straw of oats, wheat, barley, or rye that is free from noxious weeds, mold or other objectionable material. The straw mulch shall contain at least 50 percent by weight of material to be 10 inches or longer. Straw shall be in an air-dry condition and suitable for placement with blower equipment. E. Geotextile catch basin inserts shall be installed in all catch basins and yard drains that receive surface water from the site. The inserts shall be a prefabricated geotextile product such as "StreamGuard Catch Basin Insert for Sediment" manufactured by Foss Environmental of Seattle, Washington, or approved similar product. PART 3 EXECUTION 3.01 INSTALLATION A. Temporary Stormwater Control berms shall be constructed to the lines and grades indicated on the Drawings. Materials shall be placed in maximum 8 -inch loose lifts and compacted with a minimum of 2 passes with a vibrating plate compactor or other equipment approved by the Engineer. B. Silt Fence Installation 1. Silt fences shall be positioned as indicated on the Drawings and as necessary to prevent off site movement of sediment produced by construction activities as directed by the Engineer. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02270.doc 02270 -2 Erosion and Sedimentation Control 2. Dig trench approximately 6 inches wide and 6 inches deep along proposed fence lines. 3. Drive stakes, 10 feet on center (maximum) at back edge of trenches unless silt fence is attached to other support such as chain link fence as shown on the Drawings. Stakes shall be driven 2 feet (minimum) into ground. 4. Hang filter fabric on posts carrying to bottom of trench with about 4 inches of fabric laid across bottom of trench. Stretch fabric fairly taut along fence length and secure both ways. 5. Backfill trench with excavated material and tamp. 6. Install pre - fabricated silt fence according to manufacturer's instructions. 7. Straw bales shall be placed adjacent to the silt fence outside the work area as required to maintain the stability of the silt fence. Bales shall be fitted snug against adjacent bales and staked securely to the ground. C. Catch Basin Inserts 1. Catch basin inserts shall be installed per manufacturer's directions. 2. Inserts shall be placed on all catch basins along the proposed construction traffic route to the work area. D. An equipment decontamination area shall be installed near the entrance to the site as shown on the Drawings. All construction vehicles leaving the site shall have their tires broomed and/or washed to remove sediment. Access to the equipment decontamination area and stabilized construction entrance shall be surfaced with a minimum depth of 4 inches of crushed stone. 3.02 MAINTENANCE AND INSPECTIONS A. Inspections 1. Make a visual inspection of erosion and sedimentation control devices once per week and promptly after every rainstorm. If such inspection reveals that additional measures are needed to prevent movement of sediment to offsite areas, promptly install additional devices as needed. Sediment controls in need of maintenance shall be repaired promptly. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02270.doc 02270 -3 Erosion and Sedimentation Control B. Device Maintenance 1. Stormwater Control Berms Repair or replace eroded or damaged stormwater control berms to installed condition shown on the Drawings and specified herein. 2. Silt Fences a. Remove accumulated sediment once it builds up to 1/2 of the height of the fabric. b. Replace damaged fabric, or patch with a 2 -foot minimum overlap. c. Ensure straw bales are securely fastened to the ground and that there are no gaps between bales. Replace any deteriorating bales. d. Make other repairs as necessary to ensure that the fence is filtering all runoff directed to the fence. 3. Catch Basin Inserts a. Remove accumulated sediment once it reaches 1/3 the height of the insert. b. Replace damaged inserts. c. Make adjustments as necessary to ensure that all water flowing to the catch basin passes through the insert. 4. Add crushed stone to the equipment decontamination area and stabilized construction entrance access way as necessary to maintain a firm surface free of ruts and mud holes. 3.03 TEMPORARY MULCHING A. If deemed necessary by Engineer, apply temporary mulch to areas where bare soil has been exposed and construction activity is not expected to occur within 7 days. B. Straw mulch shall be applied at rate of 100 lbs /1,000 sq. ft. 3.04 EQUIPMENT DECONTAMINATION AREA AND STABILIZED CONSTRUCTION ENTRANCE A. The equipment decontamination area shall be installed as shown on the Drawings. B. The equipment decontamination area shall be located adjacent to the site exit as shown on the Drawings. The location of the construction entrance shall be determined by the Contractor and approved by the Engineer. 53- 01000496.00 W:\ 00496\ 0207.017\Specifications \02270.doc 02270 -4 Erosion and Sedimentation Control C. All vehicles leaving the site shall first pass through the equipment decontamination area. D. Sediment that is retained in the equipment decontamination area sump shall be periodically removed, neatly stockpiled on site and characterize for reuse /disposal if not reused. This material shall be removed and disposed of off site in accordance with Federal, State, and local requirements, and these specifications. E. Vehicles leaving the site shall remain in the equipment decontamination area until material accumulated on the tires and underside of a truck is removed. The equipment shall be visually inspected before exiting the site. 3.05 REMOVAL AND FINAL CLEANUP A. Once the site has been fully stabilized against erosion, remove sediment control devices and all accumulated silt. Dispose of silt and waste materials in proper manner. Regrade all areas disturbed during this process and stabilize against erosion with surfacing materials as indicated on the Drawings. B. Removal of the equipment decontamination area and stabilized construction entrance shall be completed with the Engineer's approval. The Owner may choose to keep the equipment decontamination area and stabilized construction entrance onsite after construction. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02270.doc END OF SECTION 02270 -5 Erosion and Sedimentation Control 02272 GEOTEXTILE FABRIC SECTION 02272 GEOTEXTILE FABRIC PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish and install geotextile fabrics for separation of subsurface layers. The work shall include the installation and all other related work as shown on the Drawings and as specified herein. 1.02 RELATED WORK A. Soil - Bentonite Barrier Wall is included in Section 02395. B. Geogrid Material is included in Section 02273. C. Pre Geomebrane is included in Section 02776. D. Earthwork is included in Section 02200. 1.03 QUALITY ASSURANCE A. The materials supplied under this Section shall be first quality products designed and manufactured specifically for the purposes of this work and which have been satisfactorily demonstrated by prior use to be suitable and durable for such purposes. Supply the Engineer with the name of the fabric manufacturer and, later, a test report from the fabric producer certifying that the fabric meets this Section for fabric material. 1.04 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) 1. ASTM D3776 - Standard Test Methods for Mass Per Unit Area (Weight) of Woven Fabric. 2. ASTM D4491 - Test Methods for Water Permeability of Geotextiles by Permittivity. 3. ASTM D4751 - Test Method for Determining the Apparent Opening Size of a Geotextile B. Where reference is made to one of the above standards, the revision in effect at the time shall apply.' 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02272.doc 02272 -1 Geotextile Fabrics 1.05 PROJECT /SITE REQUIREMENTS A. Fabric Protection 1. The subgrade shall be inspected and approved by the Engineer prior to installation of the fabric. The subgrade shall be maintained in a smooth, uniform and compacted condition during the installation of the fabric. 2. No mechanical equipment shall be driven directly on top of the fabric. 3. The fabric shall be stored in such a way that it is protected from damage and prolonged exposure to ultraviolet radiation. PART 2 PRODUCTS 2.01 MATERIAL A. Nonwoven Geotextile 1. The fabric shall be a nonwoven fabric consisting of synthetic polymers formed into a stable network. The fabric shall be nonbiodegradable, resistant to ultraviolet light exposure, insect and rodent resistant and conform to the minimum properties in the following table: Properties Value. Test Method Fabric Weight - oz/sq yd 7 ASTM D3776 Apparent Opening Size (AOS) No. 100 ASTM D4751 Permeability (Transverse) - cm/sec 0.01 ASTM D4491 2. Nonwoven geotextile fabric shall be Mirafi 180N; Trevira 1127, or approved similar material. B. Soil Cover 1. Soil cover shall consist of common borrow as specified in Section 02200 Earthwork. C. General 1. No fabric shall be covered until inspected and approved by the Engineer. Fabric surfaces shall be covered with soil materials shown on Drawings. 2. Soil cover materials shall be as specified in Section 02200. 3. Comply with the requirements of Paragraphs 1.05 and 3.05 of this Section for fabric protection during storage, handling and soil cover placement. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02272.doc 02272 -2 Geotexti le Fabrics PART 3 EXECUTION 3.01 SUBGRADE PREPARATION A. General 1. Preparation of the subgrade is specified in Section 02200. 2. Prior to ordering fabric material, submit, for the Engineer's approval, the manufacturer's name and fabric type, the engineering properties of the fabric as determined by manufacturer's tests, a sample of the proposed fabric type and the manufacturer's installation recommendations. 3. The earth subgrade shall be maintained in a smooth, uniform and compacted condition during installation of the fabric. 3.02 FILTER FABRIC INSTALLATION A. The fabric shall be installed as shown on the Drawings and in accordance with the manufacturer's recommendations. Overlaps shall be a minimum of 7 percent of the fabric roll width. 3.03 SOIL COVER A. Placement of Soil Cover Over Fabric 1. The soil cover shall be placed with mechanical equipment; however, no mechanical equipment shall be allowed directly on top of the fabric material. Equipment shall be driven on pre - deposited soil material. 2. Soil cover shall be brought in with earth - carrying equipment, deposited on the previously spread soil cover, then pushed onto the uncovered portion of the fabric with low ground pressure bulldozers. This operation shall be repeated until the total area is covered. 3. Damage to the fabric occurring during the placement of soil cover shall be repaired immediately. 4. Cover material shall be placed as soon as possible to protect materials from ultraviolet degradation and temperature fluctuations. 3.04 DISPOSAL OF WASTE MATERIAL A. On completion of installation, dispose of all trash, waste fabric and equipment used in connection with the work herein and the premises shall be left in a neat and acceptable manner, as approved by the Engineer. FINAL INSPECTION A. Upon completion of the work, the fabric installation shall be subjected to a final inspection. All work in the system therein being inspected shall be complete, clean and 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02272.doc 02272 -3 Geotextile Fabrics ready for use. All work shall meet the requirements workmanship, as determined by the Engineer. B. All discrepancies shall be noted and repaired. Final contingent upon the approval of the Engineer. END OF SECTION as to line, grade, cleanliness and acceptance of the system shall be 53 -01000496.00 02272 -4 Geotextile Fabrics W:\ 00496\ 0207 .017\Specifications \02272.doc ^_ SECTION 02273 GEOGRID MATERIAL PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install polyethylene (PE) geogrid as shown on the Drawings and as specified herein. 1.02 RELATED WORK A. Soil - Bentonite Barrier Wall is included in Section 02395. B. Geotextile Fabric is included in Section 02272. C. PVC geomembrane is included in Section 02776. D. Earthwork is included in Section 02200. 1.03 SUBMITTALS A. Submit to the Engineer, in accordance with Section 01300, at least 10 calendar days prior to geogrid installation, the following information: 1. Manufacturer's background information. 2. List of material properties and samples of geogrid with attached certified test results. 3. Copy of quality control certificates in conformance with Paragraph 2.02 below. 1.04 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) 1. ASTM D1388 - Standard Test Methods for Stiffness of Fabrics. 2. ASTM D 1777 - Standard Test Method for Thickness of Textile Materials. 3. ASTM D4101 - Standard Specification for Propylene Plastic Injection and Extrusion Materials. 4. ASTM D4218 - Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by the Muffle- Furnace Technique. 5. ASTM D4595 — Standard Test Method for tensile properties of geotextiles by the wide -width strip method. 53- 01000496.00 02273 -1 Geogrid Material W:\ 00496\ 0207 .017\Specifications \02273.doc B. Geosynthetic Research Institute (GRI) 1. GRI GG1 -87 - Geogrid Textile Strength. 2. GRI GG2 -87 - Geogrid Junction Strength. 3. GRI GG3 -87 - Creep Behavior and Long Term Design load of geogrids. C. Where reference is made to one of the above standards, the revision in effect at the time of the work shall apply. 1.05 QUALITY ASSURANCE A. The quality control and quality assurance consist of quality control certification by the manufacturer of material delivered to the site and field quality control during installation. 1. Quality control certificates from the manufacturer shall be provided as specified in Paragraph 2.03 certifying that the material meets required specifications. B. Field Quality Control 1. Field quality control requirements are specified in Paragraph 3.03 below. The purpose of field quality control procedures is to assure that the geogrid material has been installed in accordance with this Section and the manufacturer's recommendations. 1.06 DELIVERY, STORAGE AND HANDLING A. The geogrid shall be shipped, stored, and handled in accordance with manufacturer's recommendations and as specified herein. B. No mechanical equipment shall be driven directly on top of the geogrid. C. The geogrid shall be stored in such a way that is protected from damage and prolonged exposure to ultraviolet radiation and shall be elevated from the ground (a minimum of 3 inches) to protect the geogrid from standing water. 1.07 PROJECT /SITE REQUIREMENTS A. The subgrade shall be inspected and approved by the Engineer prior to installation of each layer of geogrid. The subgrade shall be maintained in a smooth, uniform and compacted condition during the installation of the geogrid. 1.08 MATERIAL WARRANTY A. The geogrid manufacturer shall warrant the material against manufacturing defects and material degradation for a period of 20 years from the date of installation. The manufacturer shall replace any material which fails from the above causes within the warranty period. The manufacturer shall furnish a written warranty covering the requirements of this Paragraph. 53- 01000496.00 W: 100496\ 0207 .017\Specifications \02273.doc 02273 -2 Geogrid Material PART 2 PRODUCTS 2.01 GENERAL A. The use of a manufacturer's name and model or catalog number is for the purpose of establishing the standard of quality and general configuration. 2.02 MATERIALS A. Biaxial geogrid material shall be manufactured as a continuous sheet of select polyethylene (PE) or polypropylene (PP) material having aperture geometry and rep and junction cross - sections similar to the uniaxial geogrid. B. The geogrid shall contain stabilizers to prevent ultraviolet light degradation. • C. The geogrid shall have high flexural rigidity and high tensile modulus in relation to the material being reinforced. D. The geogrid shall have high continuity of tensile strength through all ribs and junctions of the grid structure. E. The geogrid shall maintain its reinforcement and interlock capabilities under repeated dynamic loads while in service. F. The geogrid material shall be resistant to all forms of biological and chemical degradation normally encountered in the material being reinforced. G. The geogrid material shall be a Tensar BX 1200 biaxial geogrid or equivalent. 2.03 QUALITY CONTROL DOCUMENTATION A. Prior to installation commencement of any geogrid material, submit to the Engineer the following information certified by the manufacturer for the delivered geogrid material. 1. Each roll delivered to the site shall have the following identification information: a. Manufacturer's name b. Product identification c. Thickness d. Roll number e. Roll dimensions 2. Quality control certificates, signed by the manufacturer's quality assurance manager. Each certificate shall have roll identification number, sampling procedures, frequency and test results. At a minimum the following test results shall be provided every 50,000 sq. ft. of manufactured geogrid in accordance with test requirements specified in Paragraph 2.02 above. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02273.doc 02273 -3 Geogrid Material a. Thickness b. Tensile strength c. Junction strength d. Creep behavior and long term design load e. Open area PART 3 EXECUTION 3.01 PREPARATION A. General 1. The subgrade shall be placed and prepared in accordance with Section 02200. 2. The subgrade shall be inspected by the Engineer prior to installation of the geogrid. 3.02 INSTALLATION A. Panel Placement 1. Care should be taken in handling the geogrid material in such a manner as to ensure it is not damaged in any way and the following shall be followed during panel placement: a. In the presence of wind, all geogrids shall be weighted with sandbags or by other means. Such sandbags shall be installed during placement and shall remain until replaced with cover material. Repair any damage to the geogrid due to improper anchoring, as approved by the Engineer. b. Geogrid shall be cut using shears only. If in place, special care shall be taken to protect other materials from damage that could be caused by the cutting of the geogrid. c. Take all necessary precautions to prevent damage to underlying materials during placement of the geogrid. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02273.doc 02273 -4 Geogrid Material B. Field Connections and Overlaps 1. The following shall be complied with during placement of the geogrid. a. For a multiple layer placement system, no overlap is needed in the cross - machine directions. Adjacent rolls shall be butted against each other and secured with plastic ties every 5 feet. b. Adjacent rolls shall be overlapped by a minimum of 6 inches in the cross - machine directions and secured with plastic ties every 5 feet. c. Plastic ties shall be white or bright color for easy inspection. Metallic ties shall not be used. d. An HDPE flat bar shall be used to make "bodkin" connections in the machine direction. The connections shall be staggered by a minimum of 5 feet. 3.03 FIELD QUALITY CONTROL A. Any damaged roll shall be discarded. No repairs shall be allowed. B. Cover material shall be placed in such a manner to ensure that the geogrid and underlying materials are not damaged. 3.04 DISPOSAL OF WASTE MATERIAL A. Upon completion of installation, the Contractor shall dispose of trash, waste material and equipment used in connection with the performed work and shall leave the premises in a neat and acceptable condition. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02273.doc END OF SECTION 02273 -5 Geogrid Material a a� W.4 N N o F 0 W SECTION 02274 GEONET MATERIAL PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install high density polyethylene (HDPE) drainage net in the equipment decontamination area as shown on the Drawings and as specified herein. 1.02 RELATED WORK A. PVC geomembrane is included in Section 02776. B. Earthwork is included in Section 02200. 1.03 SUBMITTALS A. Submittals in accordance with Section 01300. REFERENCE STANDARDS B. American Society for Testing and Materials (ASTM) 1. ASTM D638 - Standard Test Method for Tensile Properties of Plastics 2. ASTM D751 - Thickness 3. ASTM D1505 - Density of Plastics 4. ASTM D1603 - Carbon black content 5. ASTM D1682 - Tensile strength MD 6. ASTM D4101 - Standard Specification for Propylene Plastic Injection and Extrusion Materials. 7. ASTM D4218 - Standard Test Method for Determination of Carbon Black Content in Polyethylene Compounds by the Muffle- Furnace Technique. 8. ASTM D4595 — Standard Test Method for tensile properties of geotextiles by the wide -width strip method. 1.04 QUALITY ASSURANCE A. Quality assurance in accordance with Section 01400. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02274.doc 02274 -1 Geonet Material B. Field Quality Control Field quality control requirements are specified in Paragraph 3.03 below. The purpose of field quality control procedures is to assure that the geonet material has been installed in accordance with this Section and the manufacturer's recommendations. 1.05 DELIVERY, STORAGE AND HANDLING A. The geonet shall be shipped, stored, and handled in accordance with manufacturer's recommendations and as specified herein. B. No mechanical equipment shall be driven directly on top of the geonet. 1.06 PROJECT /SITE REQUIREMENTS A. The substrate shall be inspected and approved by the Engineer prior to installation of the geonet. The substrate shall be maintained in a smooth, uniform and firm condition during the installation of the geonet. 1.07 MATERIAL WARRANTY A. The geonet manufacturer shall warrant the material against manufacturing defects and material degradation for a period of 20 years from the date of installation. The manufacturer shall replace any material which fails from the above causes within the warranty period. The manufacturer shall furnish a written warranty covering the requirements of this Paragraph. PART 2 PRODUCTS 2.01 GENERAL A. The use of a manufacturer's name and model or catalog number is for the purpose of establishing the standard of quality and general configuration. 2.02 MATERIALS A. The geonet shall be profiled mesh formed by extruding two sets of HDPE strands together. 53 -01000496.00 02274 -2 Geonet Material W:\ 00496\ 0207 .017\Specifications \02274.doc B. Minimum 7 feet wide, free of defects or flaws which significantly affect its properties, shall meet the following requirements: Property ASTM Method Required Value Carbon Black Content D 1603 2 to 3% Nominal Thickness D 751 >_ 0.16 inches Density D 1505 >_ 0.940 Tensile Strength MD D 1682 >_ 251b /in 2.03 QUALITY CONTROL DOCUMENTATION A. Prior to installation commencement of any geonet material, provide to the Engineer the following information certified by the manufacturer for the delivered geonet material. 1. Each roll delivered to the site shall have the following identification information: a. Manufacturer's name b. Product identification c. Thickness d. Roll number e. Roll dimensions 2. Quality control certificates, signed by the manufacturer's quality assurance manager. Each certificate shall have roll identification number, sampling procedures, frequency and test results. At a minimum the following test results shall be provided every 50,000 sq. ft. of manufactured geonet in accordance with test requirements specified in Paragraph 2.02 above. a. Carbon black content b. Nominal thickness c. Density d. Tensile strength MD PART 3 EXECUTION 3.01 PREPARATION A. General 1. The substrate shall be placed and prepared in accordance with Section 02200 and as shown on the Drawings. 2. The subtrate shall be inspected by the Engineer prior to installation of the geonet. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \02274.doc 02274 -3 Geonet Material 3.02 INSTALLATION A. General 1. The Manufacturer's installation guide, which shall include complete written instructions for storage, handling, installation, seaming, quality control and repair of geonet, shall be referenced and followed for all aspects of geonet construction/installation. 2. Should manufacturer's instructions conflict with construction package, request clarification from Engineer before proceeding. 3. Examine the surface of the substrate to make sure it is free of dust or dirt prior to the installation of geonet. 4. At a minimum, the following requirements for joining the adjacent geonet shall be met: a. Adjacent rolls shall be overlapped by at least 4 inches. b. The geonet overlaps shall be tied with plastic fasteners. Tying devices shall be white or yellow for easy inspection. Metallic devices are not allowed. c. Tying shall be every 5 ft along the length at the adjacent rolls and every 6 inches along end -to -end seams. d. When more than one layer of geonet is installed, joints shall be staggered. e. When several layers of geonet are stacked, rolls shall be deployed in the same direction to prevent strands of one layer from penetrating the channels of the adjacent layer. 5. Any holes on tears in the geonet shall be repaired using one of the following procedures: a. If a hole or tear width is less than 50% of the width of the roll, the damaged area shall be repaired as follows: 1) A patch shall be placed extending 1 ft beyond the edges of the hole or tear. 2) The patch shall be secured to the original geonet by tying every 6 inches. Tying devices shall be as indicated in paragraph 3.02.A.4.b b. If a hole or tear width across the'roll is equal to or more than 50% of the width of the roll, the damaged area shall be repaired as follows: 1) The damaged area shall be cut out and the two portions of the geonet shall be joined as indicated above. 53- 01000496.00 02274 -4 Geonet Material W: \00496\ 0207 .017\Specifications \02274.doc 3.03 FIELD QUALITY CONTROL A. Inspect that installation is in accordance with paragraph 3.0.2. B. Cover material shall be placed in such a manner to ensure that the geonet and underlying materials are not damaged. Inspect placement of all materials as they are installed over geonet. 3.04 DISPOSAL OF WASTE MATERIAL A. Upon completion of installation, the Contractor shall dispose of all trash, waste material and equipment used in connection with the performed work and shall leave the premises in a neat and acceptable condition. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02274.doc END OF SECTION 02274 -5 Geonet Material SECTION 02324 TRENCHING PART 1 GENERAL 1.01 SUMMARY A. Section Includes: 1. Excavating trenches for investigation of utilities located .within fill between the ground surface and the top of native soils at approximately 15 to 20 feet below ground surface (bgs). 2. Excavating trenches for installation and repair of utilities located within 15 to 20 feet bgs. 3. Excavating trenches for groundwater recovery system pipelines and electric conduit. 4. Backfilling and compaction. B. Related Sections: 1. Section 02200 - Earthwork 2. Section 02395 - Soil - Bentonite Barrier Wall 3. Section 15210 - Process Air and Gas Piping. 4. Section 16050 - Basic Electrical Materials and Methods. 1.02 REFERENCES A. American Society for Testing and Materials: 1. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft- lbf/ft3 (2,700 kN- m/m3)). 2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand - Cone Method. 3. ASTM D2922 - Standard Test Method for Density of Soil and Soil - Aggregate in Place by Nuclear Methods (Shallow Depth). 4. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth). 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications\02324.doc 02324 -1 Trenching 1.03 DEFINITIONS A. Utility: Any buried pipe, duct, conduit, or cable. 1.04 SUBMITTALS A. Section 01300 — Administrative Requirements, Submittal Procedures: Requirements for submittals. B. Excavation Protection Plan (as necessary): Describe sheeting, shoring, and bracing materials and installation required to protect excavations and adjacent structures and property; include structural calculations to support plan. 1.05 QUALITY ASSURANCE A. Perform Work in accordance with current version of Washington State Department of Transportation Standard Specifications. B. Maintain one copy of each above document on site. 1.06 QUALIFICATIONS A. Prepare excavation protection plan (as necessary) under direct supervision of Professional Engineer experienced in design of this Work and licensed in the State of Washington. 1.07 FIELD MEASUREMENTS A. Verify field measurements prior to fabrication. 1.08 COORDINATION A. Section 01300 - Administrative Requirements: Coordination and project conditions. PART 2 PRODUCTS 2.01 FILL MATERIALS A. Structural Fill: Gravel Borrow and Common Borrow as specified in Section 02200. B. Concrete: as specified in Section 03300. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02324.doc 02324 -2 Trenching C. Bedding Material: * Clean sand free from organic matter and conforming to the following gradation: Sieve Size Percent Passing #4 100 #20 20 -80 #40 10 -55 #200 0 -3 2.02 ACCESSORIES A. Geotextile Fabrics: as specified in Section 02272. B. Geogrid Material: as specified in Section 02273. C. PVC Geomembrane: as specified in Section 02776. D. Magnetic Ribbon Tape: Bright colored, continuously printed, magnetic, minimum 3 inches (76 mm) wide by 4 mil (0.10 mm) thick, manufactured for direct burial service. PART 3 EXECUTION 3.01 LINES AND GRADES A. Lay pipes to lines and grades indicated on Drawings. 1. Engineer reserves right to make changes in lines, grades, and depths of utilities when changes are required for Project conditions. B. Use qualified surveyor to establish lines and grades. 3.02 PREPARATION A. Call Local Utility Line Information service before performing Work. 1. Request underground utilities to be located and marked within and surrounding construction areas. B. Identify required lines, levels, contours, and datum locations. Utility investigation trench centerline shall be identical to barrier wall centerline. C. Protect bench marks, fences, sidewalks, paving, and curbs from excavating equipment and vehicular traffic. D. Establish temporary traffic control when trenching is performed in public right -of -way or along site access roads. Relocate controls as required during progress of Work. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02324.doc 02324 -3 Trenching 3.03 TRENCHING A. Excavate subsoil for installation or repair of utilities pipelines and conduit only to depth necessary to access utilities, or to install pipelines and conduits as shown on the Drawings. B. Provide trench installations with uniform and continuous bearing and support for bedding material and utilities, pipelines or conduits. C. Minimize excavation of subsoil for investigation of utilities prior to installation of barrier wall. Excavate to depth of native soils at approximately 15 to 20 feet bgs using minimum practicable trench width. D. Provide means to protect excavation in order to observe utilities if present. E. Backfill with excavation spoils or Common Borrow and compact as specified in. Paragraph 3.6. F. Stockpile excess excavated subsoil in area designated on site and protect from erosion. 3.04 BACKFILLING A. Backfill trenches to original grades. B. Systematically backfill to allow maximum time for natural settlement. C. Place fill material in continuous layers and compact in accordance with schedule at end of this section. D. Employ placement method that does not disturb or damage trench walls or utilities in trench. E. Maintain optimum moisture content of fill materials to attain required compaction density. 3.05 FIELD QUALITY CONTROL A. Section 01400 - Quality Requirements: Testing and inspection services. B. Perform laboratory material tests in accordance with ASTM D1557. C. Perform in place compaction tests in accordance with the following: 1. Density Tests: ASTM D1556, or ASTM D2922. 2. Moisture Tests: ASTM D3017. D. Frequency of Tests: every 500 cy of backfill placed, or every lift placed. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02324.doc 02324 -4 Trenching 3.06 SCHEDULE A. Storm Piping and Other Shallow Utility Piping. 1. Place bedding material a minimum of 4 inches below and 6 inches above outside diameter of utilities, pipelines, or conduits. 2. Cover pipe and bedding with Common Borrow to original site grade. 3. Place magnetic ribbon tape 12 inches above utilities, pipelines, or conduits. 4. Place backfill in maximum 16 -inch lifts. 5. Compact uniformly to minimum 95 percent of maximum density as determined in accordance with ASTM D1557. B. Utility Investigation Trenches. 1. Backfill with Common Borrow to original site grade. 2. Place Common Borrow backfill in maximum 6 -inch lifts. 3. Compact materials with backhoe buckets or other method until firm, in opinion of the Engineer. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02324.doc END OF SECTION 02324 -5 Trenching 02395 SOIL-BENTONITE BARRIER WALL SECTION 02395 SOIL - BENTONITE BARRIER WALL PART 1 GENERAL 1.01 SCOPE OF WORK/DEFINITIONS A. Furnish all plant, labor, equipment and materials, and perform all operations as required to construct a soil - bentonite barrier wall as shown in the Drawings and specified herein at the former Rhone- Poulenc Marginal Way Facility, Tukwila, Washington. B. The slurry trench shall be a continuous, vertically sided trench excavated through soil supported using slurry. The alignment and minimum depth are indicated on the Contract Drawings. The slurry in the trench shall be a stable, dispersed colloidal suspension of hydrated bentonite, naturally occurring sodium montmorillonite clay, in water used to maintain trench stability during excavation of the slurry trench. C. The work platform (if required) shall be designed and constructed by the Contractor. The work platform shall be a soil surface graded and compacted to the minimum lines and grades indicated on the Drawings. The work platform is intended to support truck traffic, ban-ier wall construction equipment and backfill mixing operators, and to contain bentonite slurry and soil bentonite backfill within the outside limits of the work platform. D. Barrier wall backfill is defined as a mixture of naturally- deposited, on -site and off -site soils (if required) and bentonite slurry proportioned to provide hydraulic conductivity of less than or equal to 1 x 10 "6 cm/sec. when mixed to a homogenous consistency and placed within the excavated slurry trench in a controlled manner. The controlled laboratory mix design for the proportioned backfill mix shall be 5 x 10 "' cm/sec. The on -site soil material shall be excavated from the slurry trench and off -site soil material (if required) shall be brought to the site from an approved off -site source. The maximum allowable particle size in the backfill is 3 inches. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Safety, Health, and Emergency Response Requirements are specified in the Contractor's HASP. B. Trenching is specified in Section 02324. C. Resurfacing is specified in Section 02576. D. Earthwork is specified in Section 02200. E. Erosion and Sedimentation Control is specified in Section 02270. F. Geogrid Material is specified in Section 02273. G. Removal of Existing Structures is specified in Section 02130. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -1 Soil- Bentonite Barrier Wall H. PVC geomembrane is specified in Section 02776. 1.03 REFERENCE STANDARDS A. American Society for Testing Materials (ASTM) 1. ASTM C143 Standard Test Method for Slump of Hydraulic- Cement Concrete. 2. ASTM D422 Standard Test Method for Particle -Size Analysis of Soils. 3. ASTM D2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. 4. ASTM D4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 5. ASTM D5084 Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter. B. American Petroleum Institute (API) 1. API 13B -1 Recommended Practice Standard for Procedure for Field Testing Water -Based Drilling Fluids. C. Where reference is made to one of the above standards, the revision in effect at the time of work shall apply. 1.04 SUBMITTALS A. Submit a Barrier Wall Construction Plan. Submit a minimum of 2 weeks prior to the start of barrier wall construction and in accordance with Section 01300. The Construction Plan shall include drawings and written text as necessary to clearly indicate the following: 1. Proposed wall construction sequence and anticipated schedule, including description of comer construction and any revisions to meet backfill material properties required for comer construction. 2. Proposed slurry mixing, and pumping equipment. 3. Proposed trench excavation equipment. 4. Proposed trench backfill mixing and placement equipment and procedures. 5. Documentation that the off -site borrow soil (if required) proposed by the Contractor for use in preparing the barrier wall backfill is free of man- placed materials, oils or other potentially hazardous materials. 6. Results of geotechnical index property testing (gradation per ASTM D422 and Atterberg Limits per ASTM D4318) conducted on the off -site borrow soil proposed by the Contractor for use in preparing the barrier wall backfill, if off -site borrow soil is required. 53- 01000496.00 W: \00496\ 0207 .017\Specifications \02395.doc 02395 -2 Soil- Bentonite Barrier Wall 7. Calculations of proposed slurry trench stability used by the Contractor as the basis for selecting the proposed minimum slurry elevation. 8. Proposed truck traffic patterns and bentonite stockpile areas and hydrating ponds and equipment decontamination area (per the Drawings). Include locations and design of temporary slurry trench/barrier wall crossings by trucks and other construction equipment. The existing on -site tank may be used for slurry storage, if the Contractor so chooses. Any repairs to the tank required for slurry storage shall be performed by the Contractor prior to storage use. Any slurry that remains in the tank after construction shall be removed and disposed of in accordance with these specifications. Subsequent to slurry removal, the tank shall be cleaned to its pre -use condition. The Contractor's intention to use the existing tank shall be made known to the Engineer, and such plan shall also be approved by the Engineer. 9. Sample quality control test and measurement forms to be completed by the Contractor during construction; description of quality control testing equipment and procedures, and off -site testing laboratory proposed for use. 10. Proposed excess soil and slurry disposal and site cleanup procedures. B. Submit results of construction quality control testing, trench depth measurements and daily field reports during construction. C. Prepare and submit four copies of a construction quality assurance report after completing barrier wall construction that includes the results of construction quality control test results, trench depth measurements, and record barrier wall surface elevation and wall alignment surveys conducted by a Land Surveyor registered in the State of Washington, documenting that the wall was constructed in accordance with the Drawings and Specifications. 1.05 SYSTEM DESCRIPTION A. Barrier Wall Performance 1. The intent of the barrier wall as shown on the Drawings and specified herein is to provide a continuous and stable barrier to horizontal flow of groundwater through the subsurface soils above the upper aquitard at the source area. It is intended that the wall consist of a homogeneous mixture of soil, bentonite and slurry. The barrier wall length shall be approximately 1050 linear feet, and the wall shall be essentially vertical, shall have a minimum width of 36 inches, and shall be installed to the bottom elevations shown on the Drawings, subject to field modification by the Engineer. 2. The barrier wall shall have an effective hydraulic conductivity of less than or equal to 1 x 10-6 cm/sec. All efforts shall be made to provide a continuous, homogeneous mixture of soil and bentonite within the trench, and the occurrence of material having a hydraulic conductivity greater than 1 x 10.6 cm/sec., trapped pockets. or "windows" shall not be allowed. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -3 Soil - Bentonite Barrier Wall 3. The barrier wall backfill mix design shall be selected by the Contractor. [NOTE: The hydraulic conductivity and chemical compatibility of a proposed backfill mix has been tested previously. The test results are discussed in the Hydraulic Control Interim Measures Reports. Additional compatibility testing by the Engineer will be appended to the IMCWP as it becomes available.] Successful barrier wall backfill design testing and documentation including hydraulic conductivity and chemical compatibility testing will be required for alternative backfill mixes prior to use on the site. 1.06 QUALITY CONTROL A. General 1. The Contractor shall provide quality control measures as necessary to assure that the barrier wall is constructed in a manner that satisfies the performance requirements set forth in these Specifications. Quality control measures shall be implemented by the Contractor during the construction sequence to avoid defects in the finished wall that would reduce the effectiveness of the barrier. These measures shall include but are not limited to visual observations and measurements by the Contractor's experienced personnel on the excavation and _ backfilling procedures, trench depths and alignment, barrier continuity, and testing of slurry and backfill, as necessary, to provide a barrier wall meeting these Specifications. The Contractor is required to perform quality control testing in accordance with Parts 2 and 3 of this Specification and to provide the Engineer with the results of quality control testing, measurements and documentation of observations on a daily basis. 1.07 QUALITY ASSURANCE A. Additional testing, measurements and observations as described for quality control, will be conducted by the Engineer for purposes of quality assurance. The Contractor shall cooperate with the Engineer in conducting quality assurance testing. PART 2 MATERIALS 2.01 FILL MATERIALS A. Fill Material are specified in Section 02200. B. Geogrid material is specified in Section 02273. C. PVC Geomembrane is specified in Section 02776. D. Geotextile fabric is specified in Section 02272. 2.02 BENTONITE A. The bentonite used in the slurry and backfill mixes shall be "HYDROGEL 90" sodium montmorillonite bentonite produced by Wyo -Ben, Inc. of Lovell, Wyoming, or approved similar material. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -4 Soil- Bentonite Barrier Wall B. The bentonite shall be API -grade with a minimum barrel yield of 90 barrels per ton and the bentonite will have a minimum of 80 percent ( ±2 percent) finer than the No. 200 sieve. The bentonite shall be an untreated, powdered, premium -grade sodium montmorillonite, which conforms to the applicable standards set forth in the American Petroleum Institute (API) Recommended Practice 13A and in these Specifications. Minimum parameters shall include viscometer reading, water loss, and wet screen analysis for residue on the No. 200 sieve, percent moisture and yield point. The Contractor shall furnish a statement from the supplier detailing the properties and composition of the product including physical properties, chemical purity, and dry fineness. The manufacturer shall also submit certificates of compliance that the bentonite is natural and no additives have been added other than those allowed in this specification. The Contractor shall provide to the Engineer certificates of compliance for each truckload of bentonite delivered to the site. 2.03 WATER A. Water used for the slurry and barrier backfill mixing shall be from the local potable water source. The mixing water shall be free of deleterious substances, leachate, or oil and grease that may adversely affect the properties of the bentonite slurry. Mixing water supply shall be tested weekly by the Contractor for the properties listed here with the results submitted to the Engineer. The water shall exhibit a pH in the range of 7 (±0 :5), shall have a total hardness less than 300 ppm, and shall have total dissolved solids below 500 ppm. The water shall be tested weekly for conductivity as well. Potential water sources for slurry preparation are City of Tukwila water from an existing hydrant near the site. The Contractor shall obtain and provide the potable water. 2.04 SOIL FOR THE TRENCH BACKFILL A. The on -site soils shall be comprised of well graded soil particles excavated from the trench that are less than 3 inches in diameter. Soil particles equal to or larger than 3 inches in diameter shall be separated and removed from the on -site soils and stockpiled in the designated excess soil area shown on the Drawings. The on -site soils shall also be free of roots, rubbish, organics, or other foreign matter which could be detrimental to the backfill mix. 2.05 SLURRY A. The fresh slurry shall be a stable, hydrated homogeneous colloidal solution of bentonite and water treated with at least 0.5 pounds per barrel of soda ash (sodium carbonate). Prior to pumping into the trench, the slurry shall conform to the following requirements from A.P.I. Recommended Practice 13-B1: percent bentonite (by weight): Minimum 6 percent unless otherwise approved by Engineer slurry unit weight: > 63.5 pounds per cubic foot (pcf) apparent viscosity: > 35 sec - Marsh Funnel at 68 Deg. F rate of filtrate loss: between 15 cc and 25 cc in 30 minutes at 100 psi pH: between 7 and 10 53- 01000496.00 02395 -5 Soil - Bentonite Barrier Wall W: \00496\0207.0 l 7\Specifications \02395.doc Testing to verify that these requirements have been met shall be performed by the Contractor as outlined in Paragraph 3.04 of this Section. B. Slurry within the trench shall be monitored for consistency with the following parameters in accordance with A.P.I. Recommended Practice 13B -1: pH: pH shall be measured to be at least 7 unit weight: shall be at least 78 pcf and less than 90 pcf apparent viscosity: the entrenched slurry shall be capable of passing through a Marsh funnel. sand content: shall be no greater than 20 percent by weight retained on a No. 200 sieve. Testing to verify that these requirements are followed shall be performed by the Contractor as outlined in Paragraph 3.04 of this Section. Immediately adjust the slurry properties if measurements indicate variations from these requirements. 2.06 BARRIER WALL BACKFILL A. Backfill introduced into the trench shall be a stable, homogeneous mixture of soil excavated from the trench with maximum particle size less than 3 inches, imported soil from the off -site borrow (if necessary) and trench slurry. The resulting mix shall be reasonably well - graded, shall have a hydraulic conductivity less than or equal to 1 x 10 -6 cm/sec, and shall conform to the following requirements: backfill unit weight: > 105 pcf and at least 15 pcf greater than the slurry within the trench slump: liquid limit: plasticity index: 4 to 6 inches (ASTM C143-90a) (Maybe higher, depending on the contractor's method of corner construction). >20 >5 The backfill mix shall meet the following gradation per ASTM D422 (Classification): Sieve Size Percent Passing No. 10 No. 40 No. 200 90 to 100 60 to 100 25 min. The Contractor shall perform tests for the backfill unit weight and slump for each 200 cubic yards (cy) of backfill soil mix prepared and at least once per day that backfill is placed. The Contractor shall perform tests for the liquid limit, plasticity index and gradation for each 800 cubic yards (cy) of backfill soil mix prepared. Based on workability test results, the water content of the backfill is expected to vary between 30 and 45 percent in accordance with ASTM D2216. The shear strength of the 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -6 Soil - Bentonite Barrier Wall mixed backfill material shall be such that the material is stable within the trench at a slope of between 5 horizontal:1 vertical (5H:1 V) and 10H:1 V. B. The Contractor may propose an alternative barrier wall backfill provided that the laboratory barrier wall backfill mix design testing is conducted and that the results verify that the proposed barrier wall backfill has acceptable hydraulic conductivity and long term compatibility results as defined in the IMCWP, URS, 2002. C. Testing to verify that these requirements are met in the backfill shall be performed by the Contractor as outlined in Paragraph 3.04 of this Section. Meeting the minimum gradation requirements alone may not be sufficient to obtain a hydraulic conductivity less than the specified 1 x 10 -6 cm/sec. PART 3 EXECUTION 3.01 GENERAL A. All barrier wall construction activities shall be conducted in the presence of the Engineer. B. All work performed in this section shall comply with the Safety, Health, and Emergency Response Requirements set forth in the HASP. C. All work performed in this section shall comply with the Stormwater Pollution Prevention Plan for the Project. 3.02 SITE PREPARATION A. Prepare the barrier wall trenching area and staging areas as described in this paragraph. B. Remove existing asphalt pavement within the lateral limits of the barrier wall area. Remove existing structures as specified in Section 02130 and as shown on the Drawings. Limits of the work area shall be as shown on the Drawings. Install and maintain survey stakes in appropriate locations along the trench to identify 100 -foot station locations along the trench. These stakes will be referenced for quality control and quality assurance measurements during trench construction. C. Contractor shall have suitable earth trenching equipment such as a backhoe and/or clamshell so that the required width of trench can be carried to its final depth of cut continuously along the trench alignment line. Additional equipment such as air lift pumps and slurry desanders shall be provided by the Contractor, to clean the slurry in accordance with the requirements of these Specifications. Impact drills or chisels shall be available as necessary for breaking and removal of boulders and/or dense soil layers from the trench. D. The slurry batching plant shall include the necessary equipment including a mixer capable of continuously producing a homogenous colloidal suspension of bentonite in water, pumps, valves, hoses, supply lines, and other equipment as required to adequately supply slurry to the trench and to adjust the pH of the slurry as necessary. The slurry shall be agitated or recirculated in storage ponds or tanks as required to maintain a homogeneous mix. No slurry is to be made in the trench. Mixing of water and bentonite shall continue until bentonite particles are fully hydrated and the resulting slurry is homogeneous. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -7 Soil - Bentonite Barrier Wall Storage ponds or tanks shall be provided by the Contractor to store freshly mixed slurry during hydration, and to serve as a reserve supply of slurry in the event of slurry loss from the trench. E. Equipment and methods, for processing, mixing and placing backfill shall include suitable means of separating particles 3 inches in diameter and larger from the excavated on -site soil, a suitable type of earthmoving or grading machine, such as a bulldozer, motor grader, power harrow, or pug mill blender that is capable of thoroughly mixing the backfill materials into a homogeneous mix having the required properties, and suitable earthmoving or grading equipment for placing the material in the trench as hereinafter specified. F. The Contractor shall have available the equipment necessary to test the fresh bentonite slurry, in -trench slurry, and soil - bentonite backfill mix including a pH meter, slump cone, Marsh funnel, filter press, mud balance, slurry .sampler, and any other equipment required to adequately assess the properties of the slurry and backfill. 3.03 SLURRY TRENCHING A. Excavation of the slurry trench shall be performed as outlined below. 1. The Contractor shall excavate the slurry trench in a continuous manner, carrying the excavation to the full depth required at the point where work is started and carrying the required depth along the line of the trench for each trench segment. Slurry shall be introduced into the trench at the same time trenching is begun and shall be maintained in the trench during excavation and until backfilling has been completed. The Contractor shall maintain the stability of the excavated trench at all times for its full depth. The level of the bentonite slurry shall be maintained within 6 inches of the work platform surface, except as approved by the Engineer to maintain the stability of the trench. The Contractor shall have personnel, equipment, and materials ready to raise the slurry level at any time. To this end, the Contractor shall have personnel on call to raise the slurry level at all times, weekends and/or holidays included. The Contractor shall provide the Engineer for review and approval the proposed method to construct the intersection of the two walls. This submittal shall be provided at least 10 days prior to commencing trench excavation. 2. Bentonite slurry introduced into the trench shall be mixed and handled as specified herein. Soil excavated from the trench which is suitable for backfill shall be stockpiled on the working platform for blending with off -site soil borrow material (if required) and slurry. Such stockpiles shall not be placed within 25 feet of the open trench, or further as necessary to maintain trench stability. The Contractor shall separate cobbles greater than or equal to 3 inches in diameter from the excavated soil stockpiles. Cobbles greater than or equal to 3 inches in diameter shall be excluded from the soil - bentonite trench backfill. In addition, the Engineer may require the Contractor to segregate soils with visible signs of contamination, or soils with unusually high VOC concentrations based on health and safety screening, from soils stockpiled for backfill mixing. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -8 Soil - Bentonite Barrier Wall 3. The excavation under slurry head shall be carried out in a manner which, when completed, provides a continuous minimum 36 -inch wide trench to the required depth for the full length of the trench. The trench shall be excavated to the appropriate bottom elevations shown on the Drawings unless otherwise directed by the Engineer. 4. The Contractor shall cooperate with the Engineer in determining that the bottom of the trench has reached the intended depth and is properly cleaned prior to advancing the excavating equipment. After the trench bottom has been cleaned, the Contractor shall measure the actual excavated depth of trench relative to surveyed stations. Depth measurement frequency shall be every 10 feet unless otherwise directed by the Engineer. Trench bottom cleaning equipment shall be operated in a manner which prevents removal of material from the walls of the trench. 5. The Contractor shall provide a suitable means for determining the depth of trench to within 0.5 foot. 6. The horizontal alignment of the trench must not deviate from that shown on the plans by more than 2 feet unless otherwise authorized by the Engineer. Measurements shall be taken every 50 feet of trenching to verify that the trench meets this tolerance. 7. Excess soil and oversized particles from slurry trench excavation shall be stockpiled for characterization and offsite disposal, if necessary, throughout barrier wall construction. Excess materials of a sandy nature shall be selected; prior to undue mixing with slurry, for transport to the excess soil material stockpile area. Excess materials shall be stockpiled in the Excess Soil Stockpile Area indicated on the Drawings. The Contractor shall maintain the excess for stockpile area. 3.04 SLURRY CONTROL TESTING A. Testing of fresh bentonite slurry shall be performed by the Contractor at least twice each day or as directed by the Engineer prior to introduction into the trench. Testing shall include the following: • temperature • pH • unit weight (API 13B -1) • viscosity (API 13B -1) • filtrate loss (API 13B -1) Verbal test results shall be provided immediately to the Engineer and written test results shall be provided to the Engineer within 24 hours of testing. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -9 Soil - Bentonite Barrier Wall B. Slurry from the bottom of the trench at the toe of the backfill slope and at the point of trenching shall similarly be tested by the Contractor at the beginning and end of each 8- hour work shift for the following properties: • temperature • pH • unit weight (API 13B -1) • viscosity (API 13B -1) • sand content (API 13B -1) Verbal test results shall be provided immediately to the Engineer and written test results shall be provided to the Engineer within 24 hours of testing. C. The apparatus necessary to obtain samples and perform the tests specified above shall be supplied by the Contractor. D. The Contractor shall be prepared to immediately adjust the pH of the trench slurry as necessary, recirculate slurry within the trench and clean it of debris or sediment as necessary to achieve the desired properties. In particular, slurry at the bottom of the trench may require recirculation and desanding prior to backfilling the trench with the 'barrier wall backfill. 3.05 BACKFILL A. Backfrll Mixing 1. Slurry and the on -site soil shall be mixed and blended in mechanical blenders or by windrowing, bulldozing, blading or by other approved methods. Mixing and blending shall be performed in such a manner as to produce the required properties of the backfill. Pockets of gravel with little to no finer soils shall be removed and transported to the designated excess soil stockpile area. The Contractor shall manually remove any deleterious materials if required. Deleterious materials may consist of cobbles with 3 -inch diameter and larger, organic silts, peat and peat -like material with relatively high organic content. Just prior to placement, the backfill material shall have a slump of 4 to 6 inches and a unit weight greater than 105 pcf and at least 15 pcf greater than that of the in- trench slurry. Accurate records of the amount of slurry used in the backfill mix and the slump shall be tabulated per 50 feet of trench and submitted to the Engineer daily. Dry bentonite shall be added and thoroughly mixed into the backfill material to obtain the required backfill properties. B. Backfill Placement 1. The barrier wall backfill shall be placed continuously from the beginning of the trench, in the direction of the excavation, to the end of the trench. The toe of the slope of the trench excavation shall precede the toe of the backfill slope by not less than 30 feet, or as required to permit inspection and measurement. Placing operations shall proceed such that the surface of the backfill below the slurry shall follow a reasonably smooth grade and shall not have hollows which may trap pockets of slurry during subsequent backfilling. Free dropping of backfill 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -10 Soil - Bentonite Barrier Wall material through the slurry will not be permitted. Initial backfill shall be placed by tremie methods, lead -in trench or other method submitted by the Contractor and approved by the Engineer. Initial barrier wall backfill placement will continue until the surface of the backfill rises above the surface of the slurry level at the end of the trench. At the Contractor's discretion, additional backfill placement may continue with the approved method of initial backfill placement or the Contractor may place additional barrier wall backfill above the level of the slurry on the previous barrier wall backfill, thus advancing the existing backfill face. The backfill shall not be dropped or deposited in any manner that will cause segregation. Backfill placement shall be discontinued if the unit weight differential between the in- trench slurry and the barrier wall backfill is less than 15 pcf. 3.06 BACKFILL CONTROL TESTING A. Testing of backfill shall be performed by the Contractor according to the following schedule: • backfill slump (ASTM C143) and backfill unit weight (API 13B -1) • backfill gradation (ASTM D422) and water content (ASTM D2216) and Atterberg Limits (ASTM D4318) • Flexible wall hydraulic Conductivity (remolded) (ASTM D5084) i 1 test per 200 cubic yards of backfill 1 test per 800 cubic yards of backfill 1 test per 2,000 cubic yards B. In addition, the Contractor shall measure and record the depth to the slope of the backfill at 20 -foot intervals at the beginning and end of each 8 -hour work shift. If there is an indication of soil accumulation on the backfill slope between the end of a previous shift and beginning of a new shift, the Contractor shall clean the backfill slope to remove the accumulated soil before proceeding with additional backfilling. 3.07 QUALITY CONTROL TESTING A. Tests and measurements shall be carried out by the Contractor as specified herein, and data sheets for tests and measurements shall be maintained on a current basis at the job site. Quality control test results shall be made available to the Engineer on a daily basis or more frequently where specified herein. Additional quality control testing shall be performed by the Contractor at the Engineer's request. The Engineer may perform additional tests for quality assurance and documentation purposes and shall be assisted by the Contractor as necessary to make such tests. The Contractor shall provide the Engineer with a quality control report at the end of the project which includes all quality control testing and measurement data and certifies that the barrier wall was constructed in accordance with the Drawings and Specifications. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02395.doc 02395 -11 Soil - Bentonite Barrier Wall 3.08 POST - CONSTRUCTION MONITORING AND TESTING A. Settlement platforms consisting of 2- foot - square by 3/4- inch -thick plywood sheets with a 1- inch - diameter, 30- inch -long steel riser pipe connected to the center of each board shall be installed 18 inches below the surface of the completed trench backfill at 100 -foot intervals along the wall within 24 hours of the completion of backfilling within 50 feet of the settlement platform location. A 3- inch - diameter PVC pipe sleeve shall be installed over the riser pipe from the plywood surface to above the top of the trench backfill to separate the riser pipe from the soil - bentonite backfill outside the sleeve. B. The elevation of the top of each settlement platform riser pipe shall be surveyed immediately after the platform has been installed and backfilled, then daily thereafter for two weeks, and weekly thereafter until the Engineer indicates that the protective cap installation can begin. 3.09 SITE CLEANUP AND BARRIER WALL PROTECTIVE CAP INSTALLATION A. The open trench and barrier wall shall not be crossed by construction equipment except at designated locations which are prepared by the Contractor using a temporary trench crossing designed and constructed by the Contractor. B. After completion of slurry trench backfilling, all remaining excavated material and slurry shall be removed from within 25 feet of the barrier wall and the surface shall be cleaned and leveled as directed by the Engineer. No slurry shall be left in ponds, and all ponds shall be pumped dry and backfilled restored to their original condition. The Contractor shall repair any damage to the completed slurry trench incurred during construction or site cleanup activities. Any such damage shall be immediately repaired by the Contractor in a manner acceptable to the Engineer. C. Following excess slurry disposal and after the trench backfill surface settlement has stabilized, excavate the barrier wall to the top of wall elevations indicated on the Contract Drawings. Install fill, geotextile, PVC, geomembrane, and geogrid as the barrier wall protective cap as indicated on the Drawings. The Contractor shall allow a minimum of 30 days after completion of trench backfilling or longer if required by the Engineer based on settlement platform measurements before constructing the protective cap over the barrier wall. D. Areas disturbed during construction shall be graded, compacted, and paved to restore the site to original grade. E. The Contractor shall prepare as-built barrier wall plan and profile record drawings (based on level survey and trench depth measurements) similar to those included in the Drawings and provide them to the Engineer as part of the quality control documentation. 53- 01000496.00 W:\ 00496\ 0207 .0171Specifications \02395.doc END OF SECTION 02395 -12 Soil - Bentonite Barrier Wall 02396 IMPERMIX® BARRIER WALL SECTION 02396 IMPERMIX ® BARRIER WALL PART 1 GENERAL 1.01 SCOPE OF WORK/DEFINITIONS A. Furnish all plant, labor, equipment and materials, and perform all operations as required to construct an Impermix ® barrier wall as shown on the Drawings and specified herein at the former Rhone- Poulenc Marginal Way Facility, Tukwila, Washington. B. The wall shall be installed using a steel wide flange vibrated beam measuring 33. inches wide and capable of reaching depths up to 80 feet. The alignment and minimum depth are indicated on the Contract Drawings. The Impermix ® shall be injected as a slurry using a vibrated beam. A 14 -inch fin shall be used as a guide to ensure a continuous wall. C. The work platform (if required) shall be designed and constructed by the Contractor. The work platform shall be a soil surface graded and compacted to the minimum lines and grades indicated on the Drawings. The work platform is intended to support truck traffic and barrier wall construction equipment including a crane with a vibratory hammer. The work platform shall have an average width of 24 feet, and a minimum width of 16 feet. D. Impermix ® is a non - erodible attapulgite clay -slag cement mixture injected from the vibrated beam to the subsurface to form the barrier wall. Impermix ® is a patented product supplied by Liquid Earth Support, Inc. of Pelham, New York. The barrier wall shall have an average thickness of 6 inches, and achieve an in -situ hydraulic conductivity of less than or equal to 1x10-8cm/sec. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Safety, Health, and Emergency Response Requirements are specified in the Contractor's HASP. B. Resurfacing is specified in Section 02576. C. Earthwork is specified in Section 02200. D. Trenching is specified in Section 02324. E. Erosion and Sedimentation Control is specified in Section 02270. F. Geogrid Material is specified in Section 02273. G. Removal of Existing Structures is specified in Section 02130. H. PVC geomembrane is specified in Section 02776. I. Geotextile fabric is specified in Section 02272. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02396.doc 02396 -1 Impermix ® Barrier Wall 1.03 SUBMITTALS A. Submit a Barrier Wall Construction Plan. The Construction Plan shall include drawings and written text as necessary to clearly indicate the following: 1. Proposed wall construction sequence and anticipated schedule, including description of corner construction and any revisions to meet slurry mix properties required for corner construction. 2. Proposed slurry nix design, slurry mixing, and pumping equipment. 3. Proposed vibratory beam installation equipment. 4. Proposed slurry mixing and injection equipment and procedures. 5. Documentation including laboratory evaluation and previous project performance that demonstrates that the slurry mix design will achieve an in -situ hydraulic conductivity of less than or equal to 1x10- 8cm/sec. 6. Proposed Construction Quality Control Plan including quality control testing and sampling equipment and methods, and minimum standards for gauging slurry viscosity, penetration depth, and wall alignment. 7. Proposed methods of correcting deficiencies discovered during quality control testing. 8. Proposed truck traffic patterns and material stockpile areas, mixing areas, and decontamination facilities. Include locations and design of temporary barrier wall crossings by trucks and other construction equipment. 9. Sample quality control test and measurement forms to be completed by the Contractor during construction; description of quality control testing equipment and procedures, and off -site testing laboratory proposed for use. 10. Proposed excess slurry mix disposal and site cleanup procedures. B. Submit results of construction quality control testing, barrier wall depth measurements and field reports during construction on a daily basis. C. Prepare and submit four copies of a construction quality assurance report after completing barrier wall construction that includes the results of construction quality control test results, barrier wall depth measurements, and record barrier wall surface elevation and wall alignment surveys conducted by a Land Surveyor registered in the State of Washington, documenting that the wall was constructed in accordance with the Drawings and Specifications. 1.04 REFERENCE STANDARDS A. American Society for Testing Materials (ASTM) 1. ASTM C150 Specification for Slag Cement. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02396.doc 02396 -2 Impermix ® Barrier Wall 2. ASTM D5084 Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter. B. American Petroleum Institute (API) 1. API RP 13A - Recommended Practice for Oil Well Drilling Fluid Materials. 2. API RP 13B - Recommended Practice Standard Procedure for Field Testing Water -Based Drilling Fluids. C. Where reference is made to one of the above standards, the revision in effect at the time of the Work shall apply. 1.05 SYSTEM DESCRIPTION A. Barrier Wall Performance 1. The intent of the barrier wall as shown on the Drawings and specified herein is to provide a continuous and stable barrier to horizontal flow of groundwater. The barrier wall length shall be approximately 1,300 linear feet, and the wall shall be essentially vertical, shall have a minimum width of 6 inches, shall be installed to the approximate bottom elevations shown on the Drawings. 2. The barrier wall shall have an effective hydraulic conductivity of less than or equal to 1 x 10-8 cm/sec. All efforts shall be made to provide a continuous barrier wall having a hydraulic conductivity less than 1 x 10'8 cm/sec. Trapped pockets or "windows" will not be allowed. 3. The barrier wall slurry mix design shall be selected by the Contractor. Successful barrier wall slurry mix design testing and documentation including hydraulic conductivity and chemical compatibility testing will be required prior to use on the site. 1.06 QUALITY CONTROL A. General 1. The Contractor shall provide quality control measures as necessary to assure that the barrier wall is constructed in a manner that satisfies the performance requirements set forth in these Specifications. Quality control measures shall be implemented by the Contractor during the construction sequence to avoid defects in the finished wall that would reduce the effectiveness of the barrier. These measures shall include but are not limited to visual observations and measurements by the Contractor's experienced personnel on installation procedures, wall depths and alignment, barrier verticality, barrier continuity, and testing of slurry, as necessary, to provide a barrier wall meeting these Specifications. The Contractor is required to perform quality control testing in accordance with Parts 2 and 3 of this Specification and to provide the Engineer with the results of quality control testing, measurements and documentation of observations on a daily basis. 53- 01000496:00 W:\ 00496\ 0207 .017\Specifications \02396.doc 02396 -3 Impermix ® Barrier Wall 1.07 QUALITY ASSURANCE A. Additional testing, measurements and observations as described for quality control, will be conducted by the Engineer for purposes of quality assurance. The Contractor shall cooperate with the Engineer in conducting quality assurance testing. 1.08 QUALIFICATIONS A. The installation of the barrier wall shall be performed by a qualified Contractor experienced in the vibrating beam method. A qualified Contractor is defined as having at least five years experience with the vibrating beam method. A qualified Contractor shall have performed not less than five projects of similar scope. The Contractor shall be required to submit documentation of prior experience. B. A construction and slurry wall specialist provided by the Contractor shall be used to supervise the construction. The specialist shall be on site at all times during installation. The Contractor shall be required to submit credentials of the specialist. The specialist shall have previous experience with the vibrating beam method and understand: 1. Mixing methods required for proper preparation of the slurry mix. 2. Construction equipment, materials, testing, and quality control required for proper installation of the barrier wall. C. The Contractor shall use competent personnel to perform the Work. Personnel shall have prior experience using the vibrating beam method. The Contractor shall be required to submit credentials for personnel. 1.09 SITE CONDITIONS A. The Contractor is responsible for becoming familiar with site conditions. B. Verify that barrier wall construction conditions are suitable at the site. C. The proposed alignment may cross subsurface utilities. PART 2 PRODUCTS 2.01 SLURRY A. The material used in the slurry mixes shall be "IMPERMIX ®" non - erodible attapulgite clay -slag cement mixture produced by Liquid Earth Support, Inc. of Pelham, New York. The in -situ hydraulic conductivity shall be less than or equal to lx10"8cm/sec. Viscosity at the point of injection shall not be less than 35 marsh funnel seconds in accordance with API RP 13B. Minimum slurry temperature shall be 35 degrees F. The unit weight of the slurry as tested on the mud balance shall be in the range of 68 to 75 pcf. B. The product shall be sampled and tested at the mixing plant and/or at the slurry nozzles every 20,000 gallons or twice daily, whichever is more frequent. 53 -01000496.00 02396 -4 Impermix ® Barrier Wall W:\ 00496\ 0207 .017\Specifications \02396.doc C. The use of admixture, or any plugging or bridging agent not identified in the submitted mix design, shall not be used without prior writing authorization from the Engineer. D. A written certificate specifying the quality of the components shall be provided for each shipment received. 2.02 WATER A. Water used for the barrier wall slurry mixing shall be from the local potable water source. The mixing water shall be free of deleterious substances, leachate, or oil and grease that may adversely affect the properties of the slurry. Mixing water supply shall be tested weekly by the Contractor for the properties listed here with the results submitted to the Engineer. The water shall exhibit a pH in the range of 7 (±0.5), shall have a total hardness less than 300 ppm, and shall have total dissolved solids below 500 ppm. The water shall be tested weekly for conductivity as well. Potential water sources for slurry preparation are City of Tukwila water from an existing hydrant near the site. The Contractor shall purchase, obtain, and provide the potable water. 2.03 EQUIPMENT A. GENERAL. The vertical barrier shall be constructed using suitable equipment capable of producing a fmished product, as specified. All equipment shall be free of fluid leaks that discharge substances onto the ground. All broken or leaking lines, hoses, valves, pistons, pipes, tanks, and other equipment components shall be immediately repaired or removed. Equipment shall be maintained in such a condition so as to deliver the manufacturer's rated output. If inadequate quality of production is obtained, larger and/or different equipment shall be provided by the Contractor. B. SLURRY MIXING AND PLACING EQUIPMENT. The slurry shall be mixed in a mixing plant which shall include a high - speed/high shear colloidal mixer, or other equipment that achieves complete dispersion of the components and produces a stable, homogenous slurry mix. The plant shall be capable of providing a continuous supply of slurry to the vertical barrier during construction. The necessary pumps, sumps, hoses, valves, supply lines, mixers, and tools shall be provided by the Contractor. C. VIBRATED BEAM. The vibrated beam shall be a 33 -inch wide flange beam, plus a 14- inch fin with appropriate slurry nozzles affixed to the bottom of the beam. The thickness of the driving shoe, as measured perpendicularly to the web shall be at least 6 inches. The web of the beam may be built -up depending on soil conditions. Attached to the wide flange beam are slurry pipes for the injection of slurry. Each beam must be of sufficient length to penetrate the maximum expected depth, plus some margin. The vibrated beam shall be marked so that the depth of the bottom of the beam can be readily observed. D. QUALITY CONTROL EQUIPMENT. The Contractor shall provide all equipment necessary for quality control testing. Minimum quality control testing by the Contractor is specified herein. All equipment shall be maintained in good working order and shall meet the requirements of the applicable test standards cited herein. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02396.doc 02396 -5 Impermix ® Barrier Wall PART 3 EXECUTION 3.01 GENERAL A. All barrier wall construction activities shall be conducted in the presence of the Engineer. B. All work performed in this section shall comply with the Safety, Health, and Emergency Response Requirements set forth in the Contractor's HASP. C. All work performed in this section shall comply with the Environmental Protection Procedures in the Stormwater Pollution Prevention Plan and Spill Prevention and Containment Plan. 3.02 SITE PREPARATION A. Prepare the barrier wall work platform and staging areas as described in this paragraph. B. Remove existing asphalt pavement within the lateral limits of the barrier wall area and any other areas requiring excavation. Remove existing structures as specified in Section 02130. Limits of the work area shall be as shown on the Drawings. Install and maintain survey stakes in appropriate locations along the alignment to identify the 100 -foot station locations along the alignment. These stakes will be referenced for quality control and quality assurance measurements during barrier wall construction. C. Contractor shall have suitable equipment so that the barrier wall can be installed to its fmal depth continuously along the wall alignment. Additional equipment required shall be provided by the Contractor. 3.03 BARRIER WALL INSTALLATION A. Slurry Mixing 1. Produce slurry by gradually adding components to water and thoroughly mixing until complete homogenous slurry is achieved. The resulting slurry shall produce the slurry properties specified herein before introduction to the vertical barrier. 2. All slurry shall be mixing plant mixed. 3. The Contractor's full -time slurry specialist shall regularly test and control the mixing and placing of the slurry in order to maintain the specified properties of the slurry. The construction quality plan shall include methods and procedures for mixing the slurry and delivering it to the vertical barrier installation rig. B. Driving and Slurry Placement 1. The Contractor is responsible for using the construction staking and control points provided by others. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \02396.doc 02396 -6 Impermix ® Barrier Wall 2. The beam shall be controlled by guide leads ensuring installation within 1% of vertical. Each insertion shall overlap the previous insertion a minimum of 3 inches, plus the 14 inch fin. 3. The beam shall be inserted to the required depth by a vibratory driver vibrating at its optimum rate and shall be extracted at a rate suitable for the proper injection of slurry. The pumping pressure of the slurry shall be such as to maintain a full reservoir trench level around the beam during extraction. 4. The completed slurry wall shall be continuous with no gaps. The completed slurry wall shall have a minimum thickness of 6 inches. 5. The Contractor shall arrange its work activities and constantly take care to avoid spillage or accidental discharge of slurries, water, or other liquids into uncontained areas on the site. C. Depth of Vertical Barrier 1. Penetration to the depths as shown on the Drawings, or as determined in the field by the Engineer, or to refusal — whichever comes first. The actual depth of each drive will be determined by on -site evaluation of available subsurface information, including data obtained during construction of the barrier trench and observations of driving resistance. 2. In general, the depth of the vertical barrier shall be determined based upon achieving the desired penetration of the underlying low permeability layer as indicated on the Drawings. D. Tolerances 1. Alignment of the barrier wall shall be within 1 foot of the alignment staked in the field. Request for greater variations shall be submitted to the Engineer for review at least 48 hours prior to the installation in the area of the proposed change. 2. The wall shall be plumb within 1% of vertical. E. Treatment to Top of Vertical Barrier 1. A temporary cover shall be constructed above the vertical barrier, if required, e.g. freezing weather conditions. Construction of the temporary cover or placement of a cloth cover shall begin after the slurry has adequately cured. Material excavated from the reservoir trench and stockpiled along the outside edges of the work platform may be used for the temporary cover. The material shall then be compacted in the reservoir trench to match the existing top grade of the work platform. Upon completion of wall curing and minimum set strength of 200 psi, barrier wall protective cap shall be installed as indicated on the Drawings. 3.04 FIELD QUALITY CONTROL A. GENERAL. The Contractor shall be responsible to ensure that work is performed to the standards established herein subject to review and inspection of the Engineer. Quality 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02396.doc 02396 -7 Impermix ® Barrier Wall control records, routine test observations, and measurements shall be made available for inspection by the Engineer. B. TEST AND FREQUENCY — MINIMUM REQUIREMENTS D. RECORD KEEPING 1. The Contractor shall keep detailed and accurate records of the mixing plant and vertical barrier production during installation of the slurry wall. a. Mixing plant record keeping shall include maintaining an accurate record of slurry ingredients, including any additives used for slurry production, mixing time for each batch, and the volume of slurry produced for each batch. b. Production records during driving of the vibrated beam shall include an accurate record of the total penetration depth of each beam drive, depth of key -in penetration of each beam, a record of the driving pressure, and changes in slurry pressure versus depth for each beam. c. Copies of these records shall be provided to the Engineer on a daily basis. E. WALL CONTINUITY AND THICKNESS 1. The Contractor will maintain a tight quality control program for the penetration of each beam. Adherence to these guidelines will ensure wall continuity. The Contractor shall also compare the square foot production in relation to the volume of slurry produced to give an average wall thickness for that day. 2. The Contractor shall help the Engineer in any possible way for other tests, as long as this participation does NOT interfere with wall production.. F. CORRECTIVE ACTION 1. Whenever tests conducted by the Contractor and/or the Engineer indicate material or workmanship are not in accordance with the Drawings and Specifications, work shall be halted and the cause of the discrepancy shall be identified. Work not in accordance with the Drawings and Specifications shall be removed, replaced, or otherwise corrected so as to conform to the Drawings and Specifications. G. QUALITY ASSURANCE 1. The Engineer may sample and test independently of the Contractor. Sampling and testing performed independently by the Engineer will be in addition to the specified tests and shall not relieve the Contractor of any testing responsibilities. 2. Sampling and testing performed by the Contractor, work necessary to identify the cause of any nonconformance, and remedial work necessary because of construction not in accordance with the Contract Documents shall be at the Contractor's expense. 3.05 CLEAN -UP A. After completion of construction operations, remaining material and slurry shall be removed from the ground surface in the construction area, including the mixing areas. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02396.doc 02396 -9 Impermix ® Barrier Wall The slurry and remaining materials shall be disposed of within the designated excess soil stockpile indicated on the Drawings area. The disposal of the slurry and remaining materials will be accomplished by spreading it on the ground. Clean-up shall be subject to approval of the Engineer. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02396.doc END OF SECTION 02396 -10 Impermix ® Barrier Wall �' �' SECTION 02576 RESURFACING PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, material, equipment and incidentals required and replace all pavement removed or otherwise disturbed by the Contractor's operations. B. The pavement section to be used for resurfacing shall include 4 inches of crushed rock base under 4 inches of asphalt concrete, as shown on the Drawings. C. Where existing pavement was removed to facilitate barrier wall construction, it shall be replaced with asphalt concrete equivalent in thickness to the adjacent remaining asphalt concrete. D. The exposed ground surface which exists after demolition of existing structures that are not in paved roadways shall be covered with 2 inches of asphalt concrete. 1.02 RELATED WORK A. Removal of existing structures is included in Section 02130. B. Earthwork is included in Section 02200. 1.03 REFERENCE STANDARDS A. Except as otherwise specified herein, the current Standard Specifications for Road, Bridge, and Municipal Construction, including all addenda, issued by the Washington Department of Transportation (WSDOT), shall apply to materials and workmanship required for the work of this Section. B. American Society of Testing and Materials, Volume 4.08: Soil and Rock. C. Where reference is made to the above standard, the revision in effect at the time of the work shall apply. PART 2 PRODUCTS 2.01 MATERIALS A. Base material shall be Crushed Surfacing, Base Coarse, per WSDOT Standard Specifications Section 9 -03.9(3). B. Surface coarse shall be Asphalt Concrete Pavement Class A (ACP), per WSDOT Standard Specifications Section 9 -03. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02576.doc 02576 -1 Resurfacing PART 3 EXECUTION 3.01 , GENERAL A. Materials for pavement shall be mixed, delivered, placed and compacted in accordance with WSDOT Standard Specifications, Section 5.04 and as specified herein. B. When the air temperature falls below 50 degrees F, extra precautions shall be taken in drying the aggregates, controlling the temperatures of the materials and placing and compacting the mixtures. C. No mixtures shall be placed when the air temperature is below 40 degrees F, nor when the material on which the mixtures are to be placed contains frost or has a surface temperature not suitable to the Engineer. D. No vehicular traffic or loads shall be permitted on the newly completed pavement until adequate stability has been attained and the material has cooled sufficiently to prevent distortion or loss of fines. If the climatic or other conditions warrant it, the period of time before opening to traffic may be extended at the discretion of the Engineer. 3.02 RESURFACING A. The surface course shall be placed as soon as possible after the 4 -inch crushed rock base has been prepared, shaped and compacted. B. The surface course shall be compacted by steel - wheeled rollers of sufficient weight to thoroughly compact the bituminous concrete. The new pavement shall be rolled smooth and even with the existing pavement. C. All thicknesses referred to herein are compacted thicknesses. Place sufficient miix to ensure that the specified thickness of pavement occurs wherever called for. D. Manhole frames and utility boxes are to be set to the grade of the wearing course. At no time shall the manhole frames be allowed to protrude above the surface of the wearing course. Place ACP mixture up to and around existing monitoring wells; do not cover existing monitoring wells. Any monitoring wells covered with ACP shall be restored at Engineer's discretion. E. The contact surfaces of castings and other structures shall be painted with a tack coat. F. After the paving mixture has been properly spread, initial compaction shall be obtained by the use of power rollers weighing not less than 240 lbs/in. width of tread. G. Final compaction of the surface shall be accomplished by rollers weighing not less than 285 lbs /in. width of tread. At places not accessible with a roller, the mixture shall be thoroughly compacted with tampers. Such tampers shall not weigh less than 25 lbs and shall have a tamping face of not more than 50 sq. in. The surface of the mixture after compaction shall be smooth and true to the established line and grade. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02576.doc 02576 -2 Resurfacing 3.03 INSTALLATION A. Resurfacing shall be performed wherever existing pavement has been removed or disturbed as soon as practical after trench backfilling and reconstruction of protective cap is completed. The resurfacing shall restore the site to pre - construction grade. 1. The crushed rock base shall be placed after smoothing and compacting the barrier wall protection cap. The crushed rock base shall be compacted to 95% of the maximum dry density as determined by ASTM D1557. 2. The surface coarse pavement shall be placed and compacted by steel - wheeled rollers of sufficient weight to thoroughly compact the bituminous concrete without damaging the existing pavement. The new pavement shall be rolled smooth and even with the existing pavement. 3. All surface coarse pavement shall be compacted to a minimum of 91 percent of the Rice's Density (WSDOT Test Method 705) for the pavement mixture being placed. 53- 01000496.00 W:\ 00496\ 0207.017\ Specifications \02576.doc END OF SECTION 02576 -3 Resurfacing • SECTION 02630 STORM DRAINAGE PART 1 GENERAL 1.01 SUMMARY A. Work to include capping, repair, or . rerouting of storm drainage piping encountered during utility investigation trenching. When previously abandoned piping is encountered it will be capped. When active storm drainage piping is encountered, it will be repaired and rerouted as necessary to maintain an active storm drainage piping network. Outfall 7, shown on the Drawings, is an active storm drainage outfall that will require repair and/or rerouting. B. Section Includes: 1. Storm drainage piping. 2. Accessories. 3. Underground pipe markers. 4. Catch basins and plant area drains. 5. Cleanouts. 6. Bedding and cover materials. C. Related Sections: 1. Section 02110 - Excavation, Removal, and Handling of Hazardous Materials 2. Section 02130 - Removal of Existing Structures 3. Section 02200 - Earthwork 4. Section 02324 - Trenching: Execution requirements for trenching required by this section. 5. Section 02272 - Geotextile Fabrics 6. Section 03300 - Concrete 1.02 REFERENCES A. American Society for Testing and Materials: 1. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft- lbf/ft3 (600 kN- m/m3)). 53- 01000496.00 02630 -1 Storm Drainage W:\ 00496\ 0207.017\Specifications \02630.doc 2. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand - Cone Method. 3. ASTM D2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for Sewers and Other Gravity-Flow Applications. 4. ASTM D2564 - Standard Specification for Solvent Cements for Poly (Vinyl Chloride) (PVC) Plastic Piping Systems. 5. ASTM D2729 - Standard Specification for Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 6. ASTM D2855 - Standard Practice for Making Solvent - Cemented Joints with Poly (Vinyl Chloride) (PVC) Pipe and Fittings. 7. ASTM D2922 - Standard Test Method for Density of Soil and Soil - Aggregate in Place by Nuclear Methods (Shallow Depth). 8. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth). 9. ASTM D3034 - Standard Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. 10. ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic Pipe. 1.03 SUBMITTALS A. Section 01300 - Administrative Requirements. 1.04 CLOSEOUT SUBMITTALS A. Section 01700 - Execution Requirements. B. Project Record Documents: 1. Accurately record actual locations of pipe runs, connections, catch basins, cleanouts, and invert elevations. 2. Identify and describe unexpected variations to subsoil conditions or discovery of uncharted utilities. 1.05 QUALITY ASSURANCE A. Perform Work in accordance with current version of Washington State Department of Transportation Standard Specifications. B. Maintain copies of documents on site. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \02630.doc 02630 -2 Storm Drainage PART 2 PRODUCTS 2.01 STORM DRAINAGE PIPING A. Plastic Pipe: ASTM D2729, polyvinyl chloride (PVC) material; inside nominal diameter of 10 inches (254 mm) at Outfall 7 (other repairs to match original piping diameter), bell and spigot solvent sealed ends. 1. Fittings: PVC. 2. Joints: ASTM D2855, solvent weld with ASTM D2564 solvent cement. 2.02 ACCESSORIES A. Filter Fabric: Non - biodegradable. B. Grout: Specified in Section 03300. 2.03 UNDERGROUND PIPE MARKERS A. Magnetic Ribbon Tape: Pipe marker tape as specified in Section 02324. 2.04 CATCH BASINS A. Catch Basin Design: 1. Vault: Concrete: construction 2. Lid: Cast iron construction, flush grill. 3. Knockout openings suitable for storm drainage piping size. B. Base Pad: Cast -in -place concrete of type specified in Section 03300. 2.05 CLEANOUTS A. Cleanout Lid and Frame: 1. Vault Concrete construction 2. Lid: Solid cast iron. 3. Knockout openings suitable for storm drainage piping size. B. Base Pad: Cast -in -place concrete of type specified in Section 03300. 2.06 BEDDING AND COVER MATERIALS A. Bedding Material: Clean sand as specified in Section 02324. B. Soil Backfill from Above Pipe to Finish Grade: Structural Fill: Common Borrow as specified in Section 02200. 53 -01000496.00 W: \0Q496\ 0207 .017\Specifications \02630.doc 02630 -3 Storm Drainage PART 3 EXECUTION 3.01 PREPARATION A. Remove large stones or other hard matter which could damage piping or impede consistent backfilling or compaction. 3.02 BEDDING A. Excavate pipe trench in accordance with Section 02324 for work of this Section. Hand trim excavation for accurate placement of pipe to elevations indicated. B. Place bedding material at trench bottom, level materials in continuous layer 6 inches (150 mm) in depth. C. Maintain optimum moisture content of bedding material to attain required compaction density. 3.03 INSTALLATION - PIPE A. Install pipe, fittings, and accessories in accordance with ASTM D2321. Seal joints watertight. B. Place pipe on 6 -inch (150 mm) deep bedding layer. C. Lay pipe to slope gradients to match existing invert elevations. D. Install bedding at sides and over top of pipe. Install top cover to minimum thickness of 6 inches (150 mm). E. Install trace foil ribbon tape continuous over top of pipe, above pipe line. F. Refer to Section 02324 for backfilling and compacting requirements. Do not displace or damage pipe when compacting. G. Install Work in accordance with Washington State Department of Transportation Standard Specifications. 3.04 INSTALLATION - CATCH BASINS AND CLEANOUTS A. Form bottom of excavation clean and smooth to correct elevation. B. Form and place Cast -In -Place Concrete base pad, with provision for storm drainage pipe end sections. C. Level top surface of base pad; prepare vault knockout sections to receive storm drainage pipe sections. D. Establish elevations and pipe inverts for inlets and outlets as indicated on Drawings. E. Mount vault and lid level in ground and grout to complete watertight sealing. 53- 01000496.00 02630 -4 Storm Drainage W:\ 00496\ 0207 .017\Specifications \02630.doc 3.05 CAPPING - PIPE A. Cut existing abandoned utilities to minimum 12 inches from nearest edge of barrier wall location. B. Install pipe fittings and accessories in accordance with ASTM D2321. Seal joints watertight. C. Refer to Section 02324 for back filling and compacting requirements. Do not displace or damage pipe when compacting. D. Install Work in accordance with Washington State Department of Transportation Standard Specifications. 3.06 FIELD QUALITY CONTROL A. Section 01400 - Quality Requirements. B. Compaction Testing: In accordance with ASTM D698, ASTM D1556, ASTM D2922, and ASTM D3017. C. When tests indicate work does not meet specified requirements, remove work, replace and retest. D. Frequency of Compaction Tests: as specified in Section 02324. 3.07 SCHEDULE A. Storm Drainage to Outfall #7: Temporarily reroute around Impermix ® wall installation and reinstall after wall complete: patch wall with soil - bentonite mix. B. Storm Drainage Active Piping: Reconnect active storm drainage piping at intersections with east and north soil - bentonite slurry walls. C. Storm Drainage Abandoned Piping: Cap in place outside barrier wall location as specified in this section. END OF SECTION 53- 01000496.00 02630 -5 Storm Drainage W:\00496\ 0207 .017\Specifications \02630.doc SECTION 02776 PVC GEOMEMBRANE PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor. Materials, equipment, and incidentals required and install polyvinyl chloride (PVC) geomembrane as shown on the contact drawings and as specified herein. 1.02 RELATED WORK A. Soil - Bentonite barrier wall is specified in Section 02395. B. Earthwork is specified in Section 02200. 1.03 SUBMITTALS A. Manufacturer's material and product test reports of the proposed PVC geomembrane, and any seaming adhesive materials. These shall be submitted to the Engineer at least 10 days prior to installation of PVC geomembrane. PART 2 PRODUCTS 2.01 MATERIALS A. PVC Sheet 1. Virgin PVC with plasticizers and other modifiers, compounded for use in hydraulic structures, formed into uniform, flexible sheets with material properties complying with the Polymer Group Inc (North Charleston, South Carolina) "PVC Specification" for a 20 -mil and 40 -mil nominal thickness as applicable. B. Adhesives 1. Provide types of adhesive compounds, solvents, and tapes recommended in writing by liner manufacturer for bonding to structures (if required), for sealing of seams in geomembrane, and for sealing projections through liner. 53- 01000496.00 W: \00496\ 0207 .017\Specifications \02776.doc 02776 -1 PVC Geomembrane PART 3 EXECUTION 3.01 PREPARATION A. Provide smooth, even subgrade, face of sharp projections, voids, particles 1 -1/2 inches or larger in size and angular rocks, cobble, roots, vegetation, debris, protrusions, and groundwater. 3.02 INSTALLATION A. Place PVC geomembrane over prepared surfaces to ensure minimum handling. Install in compliance with liner manufacturer's written instructions. In areas with prevailing winds, begin placing liner at Project's upwind direction and proceed downwind. Install liner in a relaxed condition, free from stress and tension. B. Liner Repairs: Repair tears, punctures, and other imperfections in liner field and seams using patches of liner material, liner -to -liner bonding materials, and bonding methods according to liner manufacturer's written instructions. Apply bonding solvent or weld to contact surfaces of both patch and liner and press together immediately. Roll to remove wrinkles. C. Protect installed geomembrane liner according to liner manufacturer's written instructions. Repair or replace areas of liner damaged by scuffing, punctures, traffic, rough subgrade, or other unacceptable conditions. END OF SECTION 53- 01000496.00 02776 -2 PVC Geormembrane W:\ 00496\ 0207 .017\Specifications \02776.doc 03300 CAST-IN-PLACE CONCRETE SECTION 03300 CAST -IN-PLACE CONCRETE PART 1 GENERAL 1.01 SCOPE OF WORK/DEFINITIONS A. Cast -in -place concrete for footings, slabs on grade and other miscellaneous concrete structures. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Administrative Requirements are specified in Section 01300. 1.03 SUBMITTALS A. Submit under provisions of Section 01300 — Administrative Requirements. B. Product Data: Provide data on curing compounds, product characteristics, compatibility and limitations. C. Shop Drawings: Indicate bar sizes, spacings, locations, and quantities of reinforcing steel, and supporting and spacing devices. 1.04 REFERENCE STANDARDS A. The publications listed herein form a part of this Specification to the extent referenced. The publications are cited in the text by basic designation only. During implementation, the most recent version of the publication and test method shall be used in all cases. B. American Society for Testing Materials (ASTM) 1. ASTM C33 -01a: Standard Specification for Concrete Aggregates. 2. ASTM C94/C94M -00e2: Standard Specification for Ready -Mixed Concrete. 3. ASTM C143/C143M -00: Standard Test Method for Slump of Hydraulic Cement Concrete. 4. ASTM C150-00: Standard Specification for Portland Cement. 5. ASTM A615:. Standard Specification for Deformed and Plain Billet Steel Bars for Concrete Reinforcement. 6. ASTM D1752- 84(1996)el: Standard Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction. 53- 01000496.00 W:\00496\ 0207 .017\Specifications \03300.doc 03300 -1 Cast -in -Place Concrete C. American Concrete Institute (ACI) 1. ACI SP- 66 -94: ACI Detailing Manual. 2. ACI 301 -99: Specifications for Structural Concrete for Buildings. 3. ACI 305R -99: Hot Weather Concreting. 4. ACI 306.1 -90: Standard Specification for Cold Weather Concreting. 5. ACI 318- 99/318R -99: Building Code Requirements for Structural Concrete and Commentary. 6. ACI 347 -01: Guide to Formwork for Concrete. D. Concrete Reinforcing Steel Institute (CRSI) Manual of Practice 1. CRSI 63: Recommended Practice for Placing Reinforcing Bars. 2. CRSI 65: Recommended Practice for Placing Bar Supports, Specifications and Nomenclature. 1.05 QUALITY CONTROL A. Perform the Work in accordance with ACI 301, ACI 347, CRSI 63 and CRSI 65. B. Conform to ACI 305 when placing concrete during hot weather. Conform to ACI 306 when placing concrete during cold weather. 1.06 QUALITY ASSURANCE A. Additional testing, measurements and observations as described for quality control, may be conducted by the Engineer for purposes of quality assurance. The Contractor shall cooperate with the Engineer in conducting quality assurance testing. PART 2 PRODUCTS 2.01 CONCRETE MATERIALS A. Cement: ASTM C150, Type I, Type II, or Type III Portland type. B. Fine and Coarse Aggregates: ASTM C33. C. Water: Clean and not detrimental to concrete. 2.02 ADMIXTURES A. Prohibited Admixtures: Calcium chloride, thiocyanates or admixtures containing more than 0.05% chloride ions are not permitted. No admixture shall cause an increase in shrinkage. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \03300.doc 03300 -2 Cast -in -Place Concrete 2.03 JOINT DEVICES A. Expansion and Contraction Joint Devices: ASTM D1752; resilient vinyl or neoprene filler strip with a Shore A hardness of 35 to permit plus or minus 25 percent joint movement with full recovery. 2.04 CONCRETE MIX A. Mix and deliver concrete in accordance with ASTM C94. B. Concrete shall have a minimum Compressive Strength (28 day) of 4000 pounds per square inch when tested according to ASTM C94. 2.05 REINFORCEMENT A. Reinforcing Steel: ASTM A615, 60 ksi yield grade; deformed billet steel bars, uncoated finish, free from mill scale. B. Tie Wire: Minimum 16 gage annealed type. C. Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of reinforcement during concrete placement conditions. Use wire bar type supports complying with CRSI recommendations. Do not use wood, bricks, etc. PART 3 EXECUTION 3.01 FORMWORK ERECTION A. Erect formwork, shoring and bracing to achieve design requirements, in accordance with requirements of ACI 301. B. Arrange and assemble formwork to permit dismantling and stripping. Do not damage concrete during stripping. Permit removal of remaining principal shores. C. Align joints and make watertight. Keep form joints to a minimum. D. Clean and remove foreign matter within forms as erection proceeds. 3.02 REINFORCEMENT PLACEMENT A. Place, support and secure reinforcement against displacement. Do not deviate from required position. B. Conduct work in compliance with ACI SP -66. C. Maintain 3 -inch concrete cover around reinforcing. 53- 01000496.00 W:\ 0049610207 .017\Specifications \03300.doc 03300 -3 Cast -in -Place Concrete 3.03 CONCRETE PLACEMENT A. Preparation 1. Prepare previously placed concrete by cleaning with steel brush and applying bonding agent in accordance with manufacturer's instructions. 2. Formwork shall have been completed and snow, ice, dirt, and water removed; reinforcement and all embedded fixtures shall have been positioned. B. Placement 1. Place concrete in accordance with ACI 318 and ACI 301. 2. Ensure that reinforcement, inserts, embedded parts, formed joint fillers, joint devices and other appurtenances are not disturbed during concrete placement and that cover requirements are attained. Thoroughly dampen soils at bottom of forms. Remove standing water in bottom of forms and below slab areas prior to placing concrete. 4. Install joint devices in accordance with manufacturer's instructions. 5. Place concrete continuously between predetermined expansion, control, and construction joints. 6. Joints not shown on Drawings shall be made and located so as to least impair the strength of the structure. 7. Do not interrupt successive placement; do not allow cold joints to occur. 8. All concrete shall be consolidated by vibration, spading, rodding or forking so that the concrete is thoroughly worked around the reinforcement, around embedded fixtures and into comers of forms, eliminating all air or stone pockets which causes honeycombing, pitting or planes of weakness. C. Finishing 1. Screed slabs on grade level, maintaining surface flatness of maximum 1/4-inch in 10 -feet. 2. Provide a "smooth surface without secondary finishing. 3.04 CURING AND PROTECTION A. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury. B. Maintain concrete with minimal moisture loss at relatively constant temperature for period necessary for hydration of cement and hardening of concrete. 53- 01000496.00 03300 -4 Cast -in -Place Concrete W:\ 00496\ 0207 .017\Specifications \03300.doc 3.05 FORMWORK REMOVAL A. Do not remove forms or bracing until concrete has gained sufficient strength to carry its own weight and imposed loads. B. Loosen forms carefully. Do not wedge pry bars, hammers, or tools against finish concrete surfaces scheduled for exposure to view. 3.06 FIELD QUALITY CONTROL A. Inspect erected formwork and reinforcement to ensure that work is in accordance with the design, and that supports, fastenings, wedges, ties, and items are secure. B. Three concrete test cylinders shall be taken for every 50 cubic yards of each class of concrete placed. C. One slump test shall be taken in accordance with ASTM C 143 for each set of test cylinders taken. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \03300.doc END OF SECTION 03300 -5 Cast -in -Place Concrete 11312 SUBMERSIBLE PUMPS AND ACCESSORIES SECTION 11312 SUBMERSIBLE PUMPS AND ACCESSORIES PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install submersible pump as shown on the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Pipes and Tubes are included in Section 15105. B. Valves are included in Section 15110. C. Electrical requirements are included in Division 16. 1.03 REFERENCE STANDARDS A. National Electrical Manufacturers Association: (NEMA) 1. NEMA 250 - Enclosures for Electrical Equipment (1000 Volts Maximum). 1.04 SUBMITTALS A. Submit to the Engineer, in accordance with Section 01300, at least 10 calendar days prior to installation, the following information: 1. Shop Drawings: a. Submit detailed dimensions for materials and equipment, including wiring and control diagrams, performance charts and curves, installation and anchoring requirements, fasteners, and other details. b. Include manufacturer's specified displacement tolerances for vibration at operational speed specified for pumps. 2. Product Data: Submit information concerning materials of construction, fabrication, and protective coatings. 3. Manufacturer's Installation Instructions: Submit detailed instructions on installation requirements including storage and handling procedures, anchoring, and layout. 4. Manufacturer's Certificate: Certify submersible pump meets or exceeds requirements. 5. Manufacturer's Field Reports: Certify equipment has been installed in accordance with manufacturer's instructions. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \11312.doc 11312 -1 Submersible Pumps and Accessories 1.05 CLOSEOUT SUBMITTALS A. Section 01700 - Execution Requirements: Requirements for submittals. B. Project Record Documents: Record actual locations and final orientation of equipment and accessories. C. Operation and Maintenance Data: 1. Submit maintenance instructions for equipment and accessories. 2. Furnish list of equipment and tools needed to maintain and calibrate equipment. 1.06 DELIVERY, STORAGE, AND HANDLING A. Section 01600 - Product Requirements: Requirements for transporting, handling, storing, and protecting products. B. Inspect for damage. C. Store products in areas protected from weather, moisture, or possible damage; do not store products directly on ground; handle products to prevent damage to interior or exterior surfaces. PART 2 PRODUCTS 2.01 SUBMERSIBLE PUMPS A. Manufacturers: 1. Grundfos Model 5SQE03A -90, 1/3 hp, 1.5 -8 gpm, 60 feet minimum head, variable speed or equal. PART 3 EXECUTION 3.01 EXAMINATION A. Section 01300 - Administrative Requirements: Verification of existing conditions before starting work. B. Verify layout and orientation of pumps, accessories, and piping connections. 3.02 INSTALLATION A. Install pumps and accessories where indicated on Drawings and in accordance with manufacturer's instructions. B. Provide and connect piping, accessories, power and control conduit and wiring; to make system operational, ready for startup. 53- 01000496.00 W: \00496\ 0207.017\Specifications \11312.doc 11312 -2 Submersible Pumps and Accessories C. Flush piping with clean water. 3.03 FIELD QUALITY CONTROL A. Section 01400. - Quality Requirements and 01700 - Execution Requirements: Field inspecting, testing, adjusting, and balancing. B. Pre- operational Check: Before operating system or components, make the following checks: 1. Check pump and motor alignment. 2. Check for proper motor rotation. 3. Check pump and drive units for proper lubrication. C. Start -up and Performance Testing: 1. Operate pump on clear water at design point for continuous period of two hours, under supervision of manufacturer's representative and in presence of Engineer. D. Verify pump performance by performing time /draw down test or time /fill test. E. Check pump and motor for high bearing temperature and excessive vibration. Check for motor overload by taking ampere readings. F. Equipment Acceptance: 1. Adjust, repair, modify or replace system components that fail to perform as specified and rerun tests. Make final adjustments to equipment under direction of manufacturer's representative. 2. Document adjustments, repairs and replacements in manufacturer's field services certification. 3.04 MANUFACTURER'S FIELD SERVICES A. Section 01400 - Quality Requirements: Requirements for manufacturer's field services. B. Furnish services of manufacturer's representative experienced in installation of products . furnished under this specification for installation inspection and field testing, and instructing Owner's personnel in maintenance of equipment. C. Certify that equipment has been properly installed and is ready for start-up and testing. 3.05 DEMONSTRATION A. Section 01700 - Execution Requirements: Requirements for demonstration and training. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \11312.doc 11312 -3 Submersible Pumps and Accessories B. Demonstrate equipment startup, shutdown, routine maintenance, alarm condition responses, and emergency repair procedures to Owner's personnel. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \11312.doc END OF SECTION 11312 -4 Submersible Pumps and Accessories SECTION 11345 TREATMENT EQUIPMENT PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install surge tank (T- 1), bag filter (F -1), granular activated carbon canisters (C -1 and C -2), and associated equipment as shown on the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Submersible Pumps and Accessories are included in Section 11312. B. Pipes and Tubes are included in Section 15105. C. Valves are included in Section 15110. D. Piping Specialties are included in Section 15120. E. Pumps are included in Section 15130. 1.03 SUBMITTALS A. Submit to the Engineer, in accordance with Section 01300, at least 10 calendar days prior to installation, the following information: 1. Shop Drawings: a. Submit detailed dimensions for materials and equipment, including wiring and control diagrams, performance charts and curves, installation and anchoring requirements, fasteners, and other details. 2. Product Data: Submit information concerning materials of construction, fabrication, and protective coatings. 3. Manufacturer's Installation Instructions: Submit detailed instructions on installation requirements including storage and handling procedures, anchoring, and layout. 4. Manufacturer's Certificate: Certify equipment meets or exceeds requirements. 5. Manufacturer's Field Reports: Certify equipment has been installed in accordance with manufacturer's instructions. 1.04 CLOSEOUT SUBMITTALS A. Section 01700 - Execution Requirements: Requirements for submittals. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \11345.doc 11345 -1 Treatment Equipment B. Project Record Documents: Record actual locations and final orientation of equipment and accessories. C. Operation and Maintenance Data: Submit maintenance instructions for equipment and accessories. Furnish list of equipment and tools needed to maintain and calibrate equipment. 1.05 DELIVERY, STORAGE, AND HANDLING A. Section 01600 - Product Requirements: Requirements for transporting, handling, storing, and protecting products. B. Inspect for damage. C. Store products in areas protected from weather, moisture, or possible damage; do not store products directly on ground; handle products to prevent damage to interior or exterior surfaces. PART 2 PRODUCTS 2.01 SURGE TANK (T -1) A. Manufacturer: U.S. Plastic Corporation Model 6247 or equal. B. Description 195 gallon polyethylene bulk tank 1. Equip with 1 Y2" fitting outlet with EPDM gaskets 2. Equip with nitrogen blanketing system 2.02 BAG FILTER (F -1) A. Manufacturer: McMaster -Carr Model 5168K178 or equal. B. Description 1. 25 gpm, 200 psi maximum 2. 1" pipe size 3. 5 micron polyester felt filter bag 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \11345.doc 11345 -2 Treatment Equipment 2.03 CARBON CANISTERS (C -1, C -2) A. Manufacturer: 1. Carbonair LPC -3 or equal. B. Description 1. Granular activated carbon canisters. 2. 55 Gallon 3. 1 -10 gpm flow range 4. 200 lbs carbon each. PART 3 EXECUTION 3.01 INSTALLATION A. Contractor shall install equipment according to manufacturer's recommendations. 3.02 INSPECTION A. After installation is complete, the Contractor shall inspect the installation and verify that all components are correctly installed. The Contractor shall determine the exact scope and nature of work required to correct deficiencies and errors in the work and shall supervise the performance of such work. 3.03 DEMONSTRATION A. Section 01700 - Execution Requirements: Requirements for demonstration and training. B. Demonstrate equipment startup, shutdown, routine maintenance, alarm condition responses, and emergency repair procedures to Owner's personnel. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \11345.doc END OF SECTION 11345 -3 Treatment Equipment SECTION 15105 PIPES AND TUBES PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install piping as shown on the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Earthwork is included in Section 02200. B. Trenching is included in Section 02324. C. Storm Drainage is included in Section 02630. D. Submersible Pumps and Accessories are included in Section 11312. E. Treatment Equipment is included in Section 11345. F. Valves are included in Section 15110. G. Piping Specialties are included in Section 15120. H. Pumps are included in Section 15130. I. Process Air and Gas Piping are included in Section 15210 1.03 REFERENCE STANDARDS A. American Society for Testing and Materials (ASTM) 1. ASTM D1785 — Polyvinyl Chloride Plastic Pipe, Schedules 40, 80 and 120. 2. ASTM D2466 — Polyvinyl Chloride Plastic Pipe Fittings, Schedule 40. 3. ASTM D2467 — Polyvinyl Chloride Plastic Pipe Fittings, Schedule 80. 4. ASTM D2564 — Solvent Cements for Polyvinyl Chloride Plastic Pipe Systems 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \15105.doc 15105 -1 Pipes and Tubes 1.04 SUBMITTALS A. Submit to the Engineer, in accordance with Section 01300, at least 10 calendar days prior to installation, the following information: 1. Shop Drawings: a. Submit detailed dimensions for materials and equipment, including wiring and control diagrams, performance charts and curves, installation and anchoring requirements, fasteners, and other details. 2. Product Data: Submit information concerning materials of construction, fabrication, and protective coatings. 3. Manufacturer's Installation Instructions: Submit detailed instructions on installation requirements including storage and handling procedures, anchoring, and layout. 4. Manufacturer's Certificate: Certify equipment meets or exceeds requirements. 5. Manufacturer's Field Reports: Certify equipment has been installed in accordance with manufacturer's instructions. 1.05 CLOSEOUT SUBMITTALS A. Section 01700 - Execution Requirements: Requirements for submittals. B. Project Record Documents: Record actual locations and final orientation of equipment and accessories. C. Operation and Maintenance Data: 1. Submit maintenance instructions for equipment and accessories. 2. Furnish list of equipment and tools needed to maintain and calibrate equipment. 1.06 DELIVERY, STORAGE, AND HANDLING A. Section 01600 - Product Requirements: Requirements for transporting, handling, storing, and protecting products. B. Inspect for damage. C. Store products in areas protected from weather, moisture, or possible damage; clo not store products directly on ground; handle products to prevent damage to interior or exterior surfaces. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15105.doc 15105 -2 Pipes and Tubes PART 2 PRODUCTS 2.01 POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS A. Pipe: 1. ASTM D1785. 2. Solvent Welded: Schedule 40 or Schedule 80. 3. Threaded: Schedule 80. B. Fittings: ASTM D2466 or D2467 C. Quick - Connect Couplings: Harrington Bee Valve Cam Couplings, PVC or equal. D. Material: PVC 1120, PVC 1220 or PVC 2120 E. Solvent Cement: ASTM D2564 PART 3 EXECUTION 3.01 INSTALLATION OF BURIED PIPE A. Section 02200 - Earthwork B. Lines and Grades: 1. In position and to accurate lines, elevations and grades as shown on plans. 2. Slope to drain where possible. 3. Lay pipe to grade between control elevations shown on plans when slope is not indicated. C. Securing In Place: By blocking, brackets, anchors; clamps or other approved methods to secure pipe in place to withstand test pressure and thermal operating forces without movement. 3.02 INSTALLATION OF INTERIOR PIPE A. Complete installation to present neat orderly appearance. B. Do not block openings or passageways with piping. C. Run piping parallel to walls, floors or ceilings of building. D. Keep piping free from contact with structure or installed items. 53- 01000496.00 W: \00496\ 0207 .017\Specifications \15105.doc 15105 -3 Pipes and Tubes E. Allow clearances for expansion and contraction of pipe. F. Anchor horizontal runs over 50 feet at midpoint to force expansion equally toward ends. G. Placement of Vertical Piping: 1. Secure at sufficiently close intervals to keep pipe in alignment and to support weight of pipe and contents. 2. Install supports at each floor or vertically at intervals of not more than 10 feet 3. If piping is to stand free of support, or if no structural element is available for support during construction, secure in position with wooden stakes or braces fastened to pipe H. Placement of Horizontal Piping: 1. Support at sufficiently close intervals to maintain alignment and prevent sagging. 2. Install hangers or supports at ends of runs or branches and at each change of direction or alignment. 3. Hanger or support spacing shall not exceed the manufacturer's recommendations nor as listed below: Pipe Maximum Support Spacing (Feet) PVC Under 24/2" 4 2 -1/2" and Over 6 I. Support at Equipment: Install to not induce strain on equipment during or subsequent to the installation of pipework. J. Provide flexible connection or union at all connections to equipment to facilitate removal for maintenance. 3.03 INSTALLATION AT CONCRETE WALLS AND FOOTINGS A. Install wall sleeves and wall spools in advance of pouring concrete. B. Wall Spools: Use cast iron wall spools for steel pipe 3 inches and over. C. Wall Sleeves: Use special cast iron wall spool or steel wall sleeves for all pipe 2 -1/2 inches and smaller and for all nonferrous pipe except concrete. D. Flexible Connections: At each exterior wall penetration and at excavation lines. 53- 01000496.00 15105 -4 Pipes and Tubes W:\ 00496\ 0207 .017\Specifications \15105.doc 3.04 PVC PIPE INSTALLATION A. Cutting: 1. Cut pipe with a knife or hand saw. 2. Make cuts square with pipe. 3. Remove burrs by smoothing edges with a knife, file, or sandpaper. B. Solvent Joints: 1. Clean joint surfaces. 2. Coat with solvent cement and join. 3. Hold joint together until cement takes hold. 4. Use sufficient cement so that a bead of cement is formed between pipe and fitting at socket entrance. C. Threaded Joints: Tighten by strap wrench to not more than one full turn beyond hand tight. 3.05 TESTING A. General: 1. All pipe and fittings shall be pressure- tested as specified herein. 2. The Contractor shall furnish all materials, equipment, and labor for testing and retesting the piping system. 3. Each system may be tested as a unit or in sections, but each complete system shall successfully meet the requirements specified herein before acceptance by the Engineer. 4. Should any defects appear in the pipe or fittings, the necessary repair shall be made, and the line retested until it shall meet the requirements. 5. The Contractor shall take all necessary precautions to prevent any joints from drawing while the pipelines and their appurtenances are being tested and he shall repair any damage to the pipes and their appurtenances or to any other structures or equipment resulting from or caused by these tests. 6. The Contractor shall inform the Engineer at least two days in advance of the time set for testing the piping system. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15105.doc 15105 -5 Pipes and Tubes B. SEWAGE, SLUDGE AND WATER: 1. All piping except concrete sewer pipe and drain pipe shall be hydrostatically pressure tested as specified herein. Test pressure for sewage and sludge piping shall be as stated herein or the greater of (1) 200 percent of maximum working pressure or (2) 75 psig, whichever is greater. Test pressure for water piping shall be 150 psi in excess of pressure under which it will operate. 2. The test shall be made by closing valves or providing bulkheads or plugs and filling the pipeline with water. Provisions shall be made for release of all air in the lines. Lines may be filled with water sometime before testing to allow for absorption of water by pipe or joint material. The test pressure must be maintained a minimum of one hour or sufficiently longer to permit the Engineer to make an inspection of the system. During the test, pipe, fittings and joints shall be completely tight. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15105.doc END OF SECTION 15105 -6 Pipes and Tubes SECTION 15110 VALVES PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install check valves, globe valves, ball valves, pressure reducing valves, and pressure relief valves as shown on the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Earthwork is included in Section 02200. B. Trenching is included in Section 02324. C. Submersible Pumps and Accessories are included in Section 11312. D. Treatment Equipment is included in Section 11345. E. Pipes and Tubes are included in Section 15105. F. Process Air and Gas Piping are included in Section 15210 1.03 QUALITY ASSURANCE A. Where specified, valves and operators shall conform to all applicable AWWA and ANSI standards. B. Provide manufacturer's certification that materials meet or exceed minimum requirements as specified. C. All valves of the same type shall be by a single manufacturer. 1.04 SUBMITTALS A. Submit to the Engineer, in accordance with Section 01300, at least 10 calendar days prior to installation, the following information: 1. Shop Drawings: a. Submit detailed dimensions for materials and equipment, including wiring and control diagrams, performance charts and curves, installation and anchoring requirements, fasteners, and other details. 2. Product Data: Submit information concerning materials of construction, fabrication, and protective coatings. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15110.doc 15110 -1 Valves 3. Manufacturer's Installation Instructions: Submit detailed instructions on installation requirements including storage and handling procedures, anchoring, and layout. 4. Manufacturer's Certificate: Certify equipment meets or exceeds requirements. 5. Manufacturer's Field Reports: Certify equipment has been installed in accordance with manufacturer's instructions. 1.05 CLOSEOUT SUBMITTALS A. Section 01700 - Execution Requirements: Requirements for submittals. B. Project Record Documents: Record actual locations and final orientation of equipment and accessories. C. Operation and Maintenance Data: Submit maintenance instructions for equipment and accessories. Furnish list of equipment and tools needed to maintain and calibrate equipment. PART 2 PRODUCTS 2.01 GLOBE VALVES A. Rating: 150 psi B. Body and Trim: PVC C. Ends: NPT Female D. Stem: Rising E. Stem Seals: EPDM F. Disc: polypropylene 2.02 BALL VALVES A. Rating: 150 psi B. Body and Trim: PVC C. Ends: Screwed union type at both ends D. Stem Seals: TFE or Viton "O" -ring E. Seats: TFE F. Operator: Lever handle with open/closed stops. 53- 01000496.00 15110 -2 W:\ 00496\ 0207 .017\Specifications \15110.doc Valves 4. Body and Cover: Cast iron ASTM A48. 5. Body and Main Valve Trim: Brass ASTM B21 and bronze ASTM B61.. 6. Pilot Control System: Cast brass ASTM B62 with 304 stainless steel trim. 7. Single removable seat and resilient disc. 8. Stem guarded at both ends by a bearing in valve cover and valve seat. 9. No external packing glands or pistons to operate main valve or pilot valve. 10. Provide valve position indicator. 11. Ends: Screwed or flanged. B. Pressure Reducing Valves for Water Service, 1 -inch diameter and under. 1. Type: Hydraulically - operated, direct acting, spring loaded diaphragm type control regulator. 2. Service: Valve must maintain a constant downstream pressure. 3. Rating: 300 psi. 4. Body and Cover: Brass ASTM B62. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15110.doc 15110 -3 Valves 5. Seat: Stainless Steel 304. 6. Rubber Parts: Buna N synthetic rubber. 7. Ends: Screwed. 2.05 PRESSURE RELIEF VALVE A. Type: Hydraulically operated pilot controlled diaphragm type globe or angle valve. B. Service: Valve must maintain constant upstream pressure by bypassing or relieving excess pressure and gradually close to a positive drip -tight seating without surges. C. Rating: 175 psi unless otherwise noted. D. Body and Cover: Cast iron ASTM A48. E. Main Valve Trim: Brass ASTM B21 and bronze ASTM B61. F. Pilot Control System: Bronze ASTM B62 with 303 stainless steel trim. G. Single removable seat and resilient disc. H. No external packing glands. I. Diaphragm shall not be used as seating surface. J. Provide Valve position indicator. PART 3 EXECUTION 3.01 INSTALLATION A. General: All valves and accessories shall be installed in a manner and location as shown on the plans or as required for the application and in accordance with manufacturer's instructions. Size of valve is equal to line piping in which valve is installed unless otherwise noted on the plans. Support all valves where necessary. In case of conflict between these specifications and a governing code, the higher standard shall prevail. B. Accessories: 1. Provide all accessories necessary for proper valve operation as specified or required for the application. Buried valves shall be installed with 2 -inch square operating nuts and adjustable cast iron valve box with cover. Provide sufficient number of T wrenches for buried valve operation for all sizes of operating nuts and for placement at convenient locations. Buried valves shall be provided with extension stems if the operating nut would be 36 inches or more below the ground surface. 2. Provide extension stems for submerged valve service where indicated on the plans or required for convenient operation. Provide sufficient number of 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15110.doc 15110 -4 Valves adjustable cast iron stem guides such that the ratio of unsupported length of stem to radius of stem does not exceed 200. Provide suitable floor stands with operators at approximately 30 -inch height where indicated on plans or required for proper valve operation. Small lever or handwheel- operated valves may utilize handrails or other suitable structure for support of extension stems. C. Valve Operators: Valves shall be installed with the operator in a position for convenient operation. Particular care shall be taken to assure that space is available for operation of lever or handwheel operated valves without interference from walls, piping or equipment. Any valve which is installed, in the opinion of the Engineer, in a manner that operation is inconvenient shall be modified or removed and reinstalled in a manner acceptable to the Engineer. Operators for manual valves shall be lever or handwheel as is standard with the manufacturer unless another type of operator is recommended by the manufacturer. D. Valve Identification: 1. Provide with numbered brass discs attached to valve by brass chain. 2. Provide valve chart indicating valve tag number, location of valve, service, and normal position of valve. 3. Provide valve tag list to Engineer for approval prior to tagging. 4. All globe and check valves shall have their composition discs selected in accordance with the line service, either for cold water or hot water. Valves shall be tagged with a permanent label under handwheel indicating type of disc installed. 5. Valves must be fully identified by the manufacturer including size, manufacturer's name, and pressure rating. 3.02 ADJUSTMENTS A. Check and adjust valves and accessories for smooth operation. Lubricate in accordance with manufacturer's recommendations. All globe, and gate valves shall have their stuffing boxes packed with an excess of 30 percent of packing (for future adjustment). 3.03 TESTING A. Test with piping as per Section 15105. 53- 01000496.00 W:\ 00496\ 0207.017\Speci fications\ 15110.doc END OF SECTION 15110 -5 Valves SECTION 15120 PIPING SPECIALTIES PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install flowmeters, pressure indicators, rupture disks, and other piping specialties as shown on the Drawings . and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Treatment Equipment is included in Section 11345. B. Pipes and Tubes are included in Section 15105. C. Valves are included in Section 15110. D. Process Air and Gas Piping are included in Section 15210. 1.03 REFERENCES A. American Society of Mechanical Engineers (ASME) 1. ASME B40.1 - Gauges - Pressure Indicating Dial Type - Elastic Element. 1.04 SUBMITTALS A. Section 01330 - Submittals: Submittal procedures. B. Product Data: Submit for manufactured products and assemblies required for this Project. 1. Manufacturer's data indicating use, operating range, total range, accuracy, and location for manufactured components. 2. Submit product description, model, dimensions, component sizes, rough -in requirements, service sizes, and finishes. 3. Submit schedule indicating manufacturer, model number, size, location, rated capacity, load served, and features for each specialty. 4. Submit electrical characteristics and connection requirements. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15120.doc 15120 -1 Piping Specialties C. Manufacturer's Installation Instructions: Submit hanging and support methods, joining procedures, application, selection, and hookup configuration. Include pipe and accessory elevations. D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements. 1.05 CLOSEOUT SUBMITTALS A. Section 01770 — Project Closeout: Closeout procedures. B. Operation and Maintenance Data: Submit instructions for calibrating instruments, installation instructions, assembly views, servicing requirements, lubrication instruction, and replacement parts list. PART 2 PRODUCTS 2.01 PRESSURE GAUGES A. Manufacturers: Marsh, Trerice, US Gauge, Weiss or equal. B. Gauge: ASME B40.1, UL 393, UL 404 with bourdon tube, rotary brass movement, brass socket, front calibration adjustment, black scale on white background. 1. Case: Cast aluminum. 2. Bourdon Tube: Phosphor bronze. 3. Dial Size: 4 -1/2 inch diameter. 4. Mid -Scale Accuracy: One percent. 5. Scale: psi. 6. Submit dial ranges for approval by Engineer. 2.02 PRESSURE GAUGE TAPS A. Ball Valve: 1. Brass 1/4 inch NPT for 250 psi. B. Pulsation Damper: 1. Pressure snubber, brass with 1/4 inch NPT connections. C. Siphon: 1. Brass % inch NPT angle or straight pattern. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15120.doc 15120 -2 Piping Specialties 2.03 FLOW METERS A. Manufacturers: Fluid flow meters - Emco MAG 1100 or equal B. Size: %2 inch 2.04 RUPTURE DISK A. Graphite disk with 5 psi burst rating. PART 3 EXECUTION 3.01 INSTALLATION A. Install static pressure gauges to measure across filters and carbon units. B. Provide instruments with scale ranges selected according to service with largest appropriate scale. C. Install gauges in locations where they are easily read from normal operating level. Install vertical to 45 degrees off vertical. Provide swivel at neck. D. Adjust gauges to final angle, clean windows and lenses, and calibrate to zero. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15120.doc END OF SECTION 15120 -3 Piping Specialties •, SECTION 15130 PUMPS PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install centrifugal pumps as shown on the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Pipes and Tubes are included in Section 15105 1.03 REFERENCES A. Underwriters Laboratories, Inc. 1. UL 778 - Motor Operated Water Pumps. B. Hydraulic Institute 1. HI -01— Standards for Centrifugal, Rotary, and Reciprocating Pumps. 1.04 PERFORMANCE REQUIREMENTS A. Ensure pumps operate at specified system fluid temperatures without vapor binding and cavitation, are non - overloading in parallel or individual operation, and operate within 25 percent of midpoint of published maximum efficiency curve. 1.05 SUBMITTALS A. Section 01330 - Submittals. B. Product Data: Submit certified pump curves showing performance characteristics with pump and system operating point plotted. Include NPSH curve when applicable. Include electrical characteristics and connection requirements. Submit also, manufacturer model number, dimensions, service sizes, and finishes. C. Manufacturer's Installation Instructions: Submit application, selection, and hookup configuration with pipe and accessory elevations. Submit hanging and support requirements and recommendations. D. Manufacturer's Certificate: Certify that products meet or exceed specified requirements. 1.06 CLOSEOUT SUBMITTALS A. Section 01770 — Project Closeout: Closeout procedures. 53- 01000496.00 15130 -1 Pumps W:\ 00496\ 0207.017\Specifications \15130.doc B. Operation and Maintenance Data: Submit installation instructions, servicing 15210 PROCESS AIR AND GAS PIPING SECTION 15210 PROCESS AIR AND GAS PIPING PART 1 GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals required and install process air and gas piping as shown on the Drawings and as specified herein. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Earthwork is included in Section 02200 B. Cast -in -Place Concrete is included in Section 03300 C. Pipes and Tubes are included in Section 15105. D. Valves are included in Section 15110. E. Piping Specialties are included in Section 15120. 1.03 SUBMITTALS A. Section 01300 — Administrative Requirements: Submittal procedures. B. Shop Drawings: Indicate piping system schematic with electrical and connection requirements general assembly of components, mounting and installation details, and general layout of control and alarm panels. C. Product Data: Provide manufacturers catalog literature with capacity, weight, and electrical characteristics and connection requirements. D. Test Reports: Provide independent testing agency report showing that systems are complete, zone valves installed, alarm systems functional, and pressure and cross connections tests performed. E. Manufacturer's Installation Instructions: Submit hoisting and setting requirements, starting procedures. F. Manufacturer's Certificate: Certify that products meet or exceed specified requirements. G. Manufacturer's Field Reports: Indicate systems are complete, zone valves installed, and alarm systems functional. 1.04 CLOSEOUT SUBMITTALS A. Section 01700 — Execution Requirements: Closeout procedures. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15210.doc 15210 -1 Process Air and Gas Piping B. Project Record Documents: Record actual locations of equipment piping, valves, outlets and components. C. Operation and Maintenance Data: Submit assembly views, lubrication instructions, replacement part numbers and availability. 1.05 DELIVERY, STORAGE, AND HANDLING A. Accept equipment on site in factory fabricated containers with shipping skids and plastic pipe end protectors in place. Inspect for damage. B. Protect piping and equipment from weather and construction traffic. Maintain factory packaging and caps in place until installation. PART 2 PRODUCTS 2.01 COMPRESSED GAS PIPE AND PIPE FITTINGS A. Steel Pipe: ASTM A53, Schedule 40 galvanized. 1. Fittings: ASME B16.3, galvanized malleable iron, or ASTM A234, galvanized forged steel welding type. 2. Joints: Threaded or AWS D1.1 welded. 3. Bolts and nuts shall be galvanized steel. 4. Paint exposed pipe threads with Galvanox as manufactured by Carobine Co. or similar cold - application protective coating. 5. Paint exposed gas piping with one coat of primer and one coat of outdoor epoxy enamel. B. Copper Tubing: ASTM B88, Type L drawn. 1. Fittings: ASME B16.18 cast copper alloy or ASME B16.22, wrought copper and bronze. 2. Joints: ASTM B32, solder, Grade 95TA. C. Copper Tubing: ASTM B88, Type L annealed. 1. Fittings: ASME B16.26 cast bronze. 2. Joints: Flared. D. Flexible Connectors: Corrugated flexible, single ply, seamless or seam - welded tubing of stainless steel or bronze, or reinforced Teflon bellows or hose. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \15210.doc 15210 -2 Process Air and Gas Piping 2.02 COMPRESSED GAS VALVES A. Ball Valves: FS WW -V -35 Type II, Class A, Style 1; MSS SP -110; bronze body, three piece, double -seal ball valves with replaceable neoprene or teflon seat and stem seals, for minimum 600 psi cold working pressure, flange or union mounting, labeled for intended service. B. Diaphragm Valves: MIL -V- 82026, brass - bodied, pack -less, diaphragm type with regrinding or renewable seats and disks, for minimum 300 psi working pressure. PART 3 EXECUTION 3.01 PREPARATION A. Pre - Installation Cleaning: Disassemble positive pressure gas systems pipe, fittings, valves, and components, except those supplied cleaned and prepared for intended service, and thoroughly wash in hot solution of sodium carbonate or trisodium phosphate mixed 1 lb to 3 gal of water. After washing, rinse with water, dry and cap until installation. 3.02 INSTALLATION A. Install in accordance with manufacturer's installation requirements. B., Identify piping with tape and decals. Provide piping identification code and schematic. Install labeling on pipe at intervals of not more than 20 feet and at least once in each room and each story traversed by pipeline. C. Support gas piping with pipe hooks or hangers suitable for size of pipe, spaced: 1. '/s -inch pipe or tubing: 72 inches. 2. 3/4 -inch or one inch pipe or tubing: 96 inches. 3. 1 -1/4 inches or larger (horizontal): 120 inches. 4. 1 -1/4 inches or larger (vertical): Every floor level. 3.03 FIELD QUALITY CONTROL A. All gas and air piping, interior and exterior shall be air tested at a pressure of 150 percent of the maximum working pressure of the system or 25 psi, whichever is greater. The test shall be made by closing valves or providing bulkheads or plugs as required. The test pressure must be maintained a minimum of one hour or sufficiently long to permit the Engineer to make an inspection of the system. The Contractor shall test all joints in the system with a soapy solution while the line is under test pressure and all joints shall be completely tight. B. Check each station outlet of every piping system to determine test gas is dispensed only from outlet of system under investigation. Measure pressure with gage attached to specific adapter. Do not use a universal adapter. 53- 01000496.00 15210 -3 Process Air and Gas Piping W:\ 00496\ 0207 .017\Specifications \15210.doc C. Disconnect test gas and connect proper gas to each system. Purge entire system to remove test gas. Check with analyzer suitable for gas installed. END OF SECTION 53- 01000496.00 15210 -4 Process Air and Gas Piping W:\ 00496\ 0207 .017\Specifications \15210.doc 16050 BASIC ELECTRICAL MATERIALS AND METHODS SECTION 16050 BASIC ELECTRICAL MATERIALS AND METHODS PART 1 GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including Division 1 Specification Sections, apply to this Section. 1.02 REFERENCES A. This Section includes the following: 1. Raceways. 2. Building wire and connectors. 3. Supporting devices for electrical components. 4. Electrical identification. 5. Concrete equipment bases. 6. Cutting and patching for electrical construction. 7. Touchup painting. 1.03 DEFINITIONS A. EMT: Electrical metallic tubing. B. FMC: Flexible metal conduit. C. IMC: Intermediate metal conduit. D. LFMC: Liquidtight flexible metal conduit. E. RNC: Rigid nonmetallic conduit. 1.04 SUBMITTALS A. Field Test Reports: Indicate and interpret test results for compliance with performance requirements. 1.05 QUALITY ASSURANCE A. Electrical Components, Devices, and Accessories: Listed and labeled as defined in NFPA 70, Article 100, by a testing agency acceptable to authorities having jurisdiction, and marked for intended use. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \16050.doc 16050 -1 Basic Electrical Materials and Methods B. Comply with NFPA 70. 1.06 COORDINATION A. Coordinate chases, slots, inserts, sleeves, and openings with general construction work and arrange in building structure during progress of construction to facilitate the electrical installations that follow. 1. Set inserts and sleeves in poured -in -place concrete, masonry work, and other structural components as they are constructed. B. Sequence, coordinate, and integrate installing electrical materials and equipment for efficient flow of the Work. PART 2 PRODUCTS 2.01 RACEWAYS A. EMT: ANSI C80.3, zinc - coated steel, with set -screw or compression fittings. C. FMC: Zinc - coated steel. D. IMC: ANSI C80.6, zinc - coated steel, with threaded fittings. E. LFMC: Zinc - coated steel with sunlight - resistant and mineral -oil- resistant plastic jacket. F. RNC: NEMA TC 2, Schedule 40 PVC, with NEMA TC3 fittings. G. Raceway Fittings: Specifically designed for the raceway type with which used. 2.02 CONDUCTORS A. Conductors, No. 10 AWG and Smaller: Solid or stranded copper. B. Conductors, Larger Than No. 10 AWG: Stranded copper. C. Insulation: Thermoplastic, rated at 75 deg C minimum. D. Wire Connectors and Splices: Units of size, ampacity rating, material, type, and class suitable for service indicated. 2.03 SUPPORTING DEVICES A. Material: Cold- formed steel, with corrosion - resistant coating acceptable to authorities having jurisdiction. B. Metal Items for Use Outdoors or in Damp Locations: Hot -dip galvanized steel. C. Slotted -Steel Channel Supports: Flange edges turned toward web, and 9 /16 -inch- (14-mm-) diameter slotted holes at a maximum of 2 inches (50 mm) o.c., in webs. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16050.doc 16050 -2 Basic Electrical Materials and Methods D. Nonmetallic Channel and Angle Systems: Structural- grade, factory- formed, glass- fiber- resin channels and angles with 9/16 -inch- (14 -min -) diameter holes at a maximum of 8 inches (203 mm) o.c., in at least one surface. 1. Fittings and Accessory Materials: Same as channels and angles, except metal items may be stainless steel. E. Raceway and Cable Supports: Manufactured clevis hangers, riser clamps, straps, threaded C- clamps with retainers, ceiling trapeze hangers, wall brackets, and spring -steel clamps or click -type hangers. 2.04 ELECTRICAL IDENTIFICATION A. Identification Devices: A single type of identification product for each application category. Use colors prescribed by ANSI A13.1, NFPA 70, and these. Specifications. B. Underground Warning Tape: Permanent, bright - colored, continuous - printed, vinyl tape with the following features: 1. Not less than 6 inches wide by 4 mils thick (150 mm wide by 0.102 mm thick). 2. Compounded for permanent direct -burial service. 3. Embedded continuous metallic strip or core. 4. Printed legend that indicates type of underground line. C. Engraved- Plastic Labels, Signs, and Instruction Plates: Engraving stock, melamine plastic laminate punched or drilled for mechanical fasteners 1/16 -inch (1.6 -mm) minimum thickness for signs up to 20 sq. in. (129 sq. cm) and 1/8 -inch (3.2 -mm) minimum thickness for larger sizes. Engraved legend in black letters on white background. D. Interior Warning and Caution Signs: Comply with 29 CFR, Chapter XVII, Part 1910.145. Preprinted, aluminum, baked - enamel- finish signs, punched or drilled for mechanical fasteners, with colors, legend, and size appropriate to the application. E. Exterior Warning and Caution Signs: Comply with 29 CFR, Chapter XVII, Part 1910.145. Weather - resistant, nonfading, preprinted, cellulose - acetate butyrate signs with 0.0396 -inch (1 -mm), galvanized -steel backing, with colors, legend, and size appropriate to the application. 1/4 -inch (6 -mm) grommets in corners for mounting. F. Fasteners for Nameplates and Signs: Self - tapping, stainless -steel screws or No. 10/32 stainless -steel machine screws with nuts and flat and lock washers. 2.05 CONCRETE BASES A. Concrete: 3000 -psi (20.7 -MPa), 28 -day compressive strength as specified in Division 3 Section "Cast -in -Place Concrete." 53- 01000496.00 W: \00496\0207.017\Speci fications\ 16050.doc 16050 -3 Basic Electrical Materials and Methods 2.06 TOUCHUP PAINT A. For Equipment: Equipment manufacturer's paint selected to match installed equipment finish. B. Galvanized Surfaces: Zinc -rich paint recommended by item manufacturer. PART 3 EXECUTION 3.01 ELECTRICAL EQUIPMENT INSTALLATION A. Headroom Maintenance: If mounting heights or other location criteria are not indicated, arrange and install components and equipment to provide the maximum possible headroom. B. Materials and Components: Install level, plumb, and parallel and perpendicular to other building systems and components, unless otherwise indicated. C. Equipment: Install to facilitate service, maintenance, and repair or replacement of components. Connect for ease of disconnecting, with minimum interference with other installations. D. Right of Way: Give to raceways and piping systems installed at a required slope. 3.02 RACEWAY APPLICATION A. Use the following raceways for outdoor installations: 1. Exposed: IMC. 2. Concealed: IMC. 3. Underground, Single Run: RNC. 4. Underground, Grouped: RNC. 5. Connection to Vibrating Equipment: LFMC. 6. Boxes and Enclosures: NEMA 250, Type 3R or Type 4. B. Use the following raceways for indoor installations: 1. Exposed: EMT. 2. Concealed: EMT. 3. Connection to Vibrating Equipment: FMC; except in wet or damp locations, use LFMC. 4. Damp or Wet Locations: IMC. 53- 01000496.00 16050 -4 Basic Electrical Materials and Methods w:\ 00496\ 0207 .017\Specifications \16050.doc 5. Boxes and Enclosures: NEMA 250, Type 1, unless otherwise indicated. 3.03 RACEWAY AND CABLE INSTALLATION A. Use temporary raceway caps to prevent foreign matter from entering. B. Make conduit bends and offsets so ID is not reduced. Keep legs of bends in the same plane and straight legs of offsets parallel, unless otherwise indicated. C. Use raceway and cable fittings compatible with raceways and cables and suitable for use and location. D. Install pull wires in empty raceways. Use No. 14 AWG zinc - coated steel or monofilament plastic line with not less than 200 -1b (90 -kg) tensile strength. Leave at least 12 inches (300 mm) of slack at each end of the pull wire. E. Install telephone and signal system raceways, 2 -inch trade size (DN53) and smaller, in maximum lengths of 150 feet (45 m) and with a maximum of two 90- degree bends or equivalent. Separate lengths with pull or junction boxes where necessary to comply with these requirements, in addition to requirements above. F. Connect motors and equipment subject to vibration, noise transmission, or movement with a maximum of 72 -inch (1830 -mm) flexible conduit. Install LFMC in wet or damp locations. Install separate ground conductor across flexible connections. G. Set floor boxes level and trim after installation to fit flush to finished floor surface. 3.04 WIRING METHODS FOR POWER, LIGHTING, AND CONTROL CIRCUITS A. Branch Circuits: Type THHN/THWN insulated conductors in raceway. B. Remote - Control Signaling and Power - Limited Circuits: Type T}[HN/THWN insulated conductors in raceway for Classes 1, 2, and 3, unless otherwise indicated. 3.05 WIRING INSTALLATION A. Install splices and taps that are compatible with conductor material and that possess equivalent or better mechanical strength and insulation ratings than unspliced conductors. B. Install wiring at outlets with at least 12 inches (300 mm) of slack conductor at each outlet. C. Connect outlet and component connections to wiring systems and to ground. Tighten electrical connectors and terminals, according to manufacturer's published torque - tightening values. If manufacturer's torque values are not indicated, use those specified in UL 486A. 3.06 ELECTRICAL SUPPORTING DEVICE APPLICATION A. Damp Locations and Outdoors: Hot -dip galvanized materials or nonmetallic, U- channel system components. 53- 01000496.00 W: \00496\ 0207.017\Specifications \I 6050.doc 16050 -5 Basic Electrical Materials and Methods B. Dry Locations: Steel materials. C. Support Clamps for PVC Raceways: Click -type clamp system. D. Selection of Supports: Comply with manufacturer's written instructions. E. Strength of Supports: Adequate to carry present and future loads, times a safety factor of at least four; minimum of 200 -1b (90 -kg) design load. 3.07 SUPPORT INSTALLATION A. Install support devices to securely and permanently fasten and support electrical components. B. Install individual and multiple raceway hangers and riser clamps to support raceways. Provide U- bolts, clamps, attachments, and other hardware necessary for hanger assemblies and for securing hanger rods and conduits. C. Support parallel runs of horizontal raceways together on trapeze- or bracket -type hangers. D. Size supports for multiple raceway installations so capacity can be increased by a 25 percent minimum in the future. E. Support individual horizontal raceways with separate, malleable -iron pipe hangers or clamps. F. Install 1/4 -inch- (6 -mm -) diameter or larger threaded steel hanger rods, unless otherwise indicated. G. Spring -steel fasteners specifically designed for supporting single conduits or tubing may be used instead of malleable -iron hangers for 1 -1/2 -inch (38 -mm) and smaller raceways serving lighting and receptacle branch circuits above suspended ceilings and for fastening raceways to slotted channel and angle supports. H. Install metal channel racks for mounting cabinets, panelboards, disconnect switches, control enclosures, pull and junction boxes, transformers, and other devices unless components are mounted directly to 'structural elements of adequate strength. I. Install sleeves for cable and raceway penetrations of concrete slabs and walls unless core - drilled holes are used. Install sleeves for cable and raceway penetrations of masonry and fire -rated gypsum walls and of all other fire -rated floor and wall assemblies. Install sleeves during erection of concrete and masonry walls. J. Securely fasten electrical items and their supports to the building structure, unless otherwise indicated. Perform fastening according to the following unless other fastening methods are indicated: 1. Wood: Fasten with wood screws or screw -type nails. 2. Masonry: Toggle bolts on hollow masonry units and expansion bolts on solid masonry units. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16050.doc 16050 -6 Basic Electrical Materials and Methods 3. New Concrete: Concrete inserts with machine screws and bolts. 4. Existing Concrete: Expansion bolts. 5. Instead of expansion bolts, threaded studs driven by a powder charge and provided with lock washers may be used in existing concrete. 6. Steel: Welded threaded studs or spring - tension clamps on steel. a. Field Welding: Comply with AWS D1.1. 7. Welding to steel structure may be used only for threaded studs, not for conduits, pipe straps, or other items. 8. Light Steel: Sheet -metal screws. 9. Fasteners: Select so the load applied to each fastener does not exceed 25 percent of its proof -test load. 3.08 IDENTIFICATION MATERIALS AND DEVICES A. Install at locations for most convenient viewing without interference with operation and maintenance of equipment. B. Coordinate names, abbreviations, colors, and other designations used for electrical identification with corresponding designations indicated in the Contract Documents or required by codes and standards. Use consistent designations throughout Project. C. Install continuous underground plastic markers during trench backfilling, for exterior underground power, control, signal, and communication lines located directly above power and communication lines. Locate 6 to 8 inches (150 to 200 mm) below finished grade. If width of multiple lines installed in a common trench or concrete envelope does not exceed 16 inches (400 mm), overall, use a single line marker. D. Install warning, caution, and instruction signs where required to comply with 29 CFR, Chapter XVII, Part 1910.145, and where needed to ensure safe operation and maintenance of electrical systems and of items to which they connect. Install engraved plastic - laminated instruction signs with approved legend where instructions are needed for system or equipment operation. Install metal- backed butyrate signs for outdoor items. 3.09 CONCRETE BASES A. Construct concrete bases of dimensions indicated, but not less than 4 inches (100 mm) larger, in both directions, than supported unit. Follow supported equipment manufacturer's anchorage recommendations and setting templates for anchor -bolt and tie locations, unless otherwise indicated. Use 3000 -psi (20.7 -MPa), 28-day compressive - strength concrete and reinforcement as specified in Division 3 Section "Cast -in -Place Concrete." 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16050.doc 16050 -7 Basic Electrical Materials and Methods 3.10 CUTTING AND PATCHING A. Cut, channel, chase, and drill floors; walls, partitions, ceilings, and other surfaces required to permit electrical installations. Perform cutting by skilled mechanics of trades involved. B. Repair and refinish disturbed finish materials and other surfaces to match adjacent undisturbed surfaces. Install new fireproofing where existing firestopping has been disturbed. Repair and refinish materials and other surfaces by skilled mechanics of trades involved. 3.11 FIELD QUALITY CONTROL A. Inspect installed components for damage and faulty work, including the following: 1. Raceways. 2. Building wire and connectors. 3. Supporting devices for electrical components. 4. Electrical identification. 5. Concrete bases. 6. Cutting and patching for electrical construction. 7. Touchup painting. 3.12 REFINISHING AND TOUCHUP PAINTING A. Refinish and touch up paint. 1. Clean damaged and disturbed areas and apply primer, intermediate, and finish coats to suit the degree of damage at each location. 2. Follow paint manufacturer's written instructions for surface preparation and for timing and application of successive coats. 3. Repair damage to galvanized finishes with zinc -rich paint recommended by manufacturer. 4. Repair damage to PVC or paint finishes with matching touchup coating recommended by manufacturer. 3.13 CLEANING AND PROTECTION A. On completion of installation, including outlets, fittings, and devices, inspect exposed fmish. Remove burrs, dirt, paint spots, and construction debris. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16050.doc 16050 -8 Basic Electrical Materials and Methods B. Protect equipment and installations and maintain conditions to ensure that coatings, fmishes, and cabinets are without damage or deterioration at time of Substantial Completion. 53- 01000496.00 W-\00 496\ 0207 .017\Specifications \16050.doc END OF SECTION 16050 -9 Basic Electrical Materials and Methods SECTION 16442 PANELBOARDS PART 1 GENERAL 1.01 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including Division 1 Specification Sections, apply to this Section. 1.02 SUMMARY A. This Section includes load centers and panelboards, overcurrent protective devices, and associated auxiliary equipment rated 600 V and less for the following types: 1. Lighting and appliance branch- circuit panelboards. 1.03 SUBMITTALS A. Product Data: For each type of panelboard, overcurrent protective device, accessory, and component indicated. Include dimensions and manufacturers' technical data on features, performance, electrical characteristics, ratings, and finishes. B. Shop Drawings: For each panelboard and related equipment. 1. Dimensioned plans, elevations, sections, and details. Show tabulations of installed devices, equipment features, and ratings. Include the following: a. Enclosure types and details for types other than NEMA 250, Type 1. b. Bus configuration, current, and voltage ratings. c. Short- circuit current rating of panelboards and overcurrent protective devices. d. UL listing for series rating of installed devices. e. Features, characteristics, ratings, and factory settings of individual overcurrent protective devices and auxiliary components. 2. Wiring Diagrams: Diagram power, signal, and control wiring and differentiate between manufacturer - installed and field - installed wiring. C. Panelboard Schedules: For installation in panelboards. Submit final versions after load balancing. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \16442.doc 16442 -1 Panelboards 1.04 COORDINATION A. Coordinate layout and installation of panelboards and components with other construction that penetrates walls or is supported by them, including electrical and other types of equipment, raceways, piping, and encumbrances to workspace clearance requirements. PART 2 PRODUCTS 2.01 FABRICATION AND FEATURES A. Enclosures: Surface - mounted cabinets. NEMA PB 1, Type 1, to meet environmental conditions at installed locations. B. Finish: Manufacturer's standard enamel fmish over corrosion - resistant treatment or primer coat. C. Directory Card: With transparent protective cover, mounted inside metal frame, inside panelboard door. D. Bus: Hard -drawn copper, 98 percent conductivity E. Main and Neutral Lugs: Compression type suitable for use with conductor material. F. Equipment Ground Bus: Adequate for feeder and branch - circuit equipment ground conductors; bonded to box. G. Service Equipment Label: UL labeled for use as service equipment for panelboards with main service disconnect switches. I. Future Devices: Mounting brackets, bus connections, and necessary appurtenances required for future installation of devices. 2.02 PANELBOARD SHORT - CIRCUIT RATING ' A. Fully rated to interrupt symmetrical short- circuit current available at terminals. 2.03 LOAD CENTERS A. Overcurrent Protective Devices: Plug -in, full- module circuit breaker. B. Conductor Connectors: Mechanical type for main, neutral, and ground lugs and buses. 2.04 OVERCURRENT PROTECTIVE DEVICES A. Molded -Case Circuit Breaker: NEMA AB 1, with interrupting capacity to meet available fault currents. 1. Thermal- Magnetic Circuit Breakers: Inverse time- current element for low-level overloads, and instantaneous magnetic trip element for short circuits. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16442.doc 16442 -2 Panelboards PART 3 EXECUTION 3.01 INSTALLATION A. Install panelboards and accessories according to NEMA PB 1.1. B. Comply with mounting and anchoring requirements specified in Division 16 Section "Basic Electrical Materials and Methods." C. Mounting Heights: Top of trim 74 inches (1880 mm) above finished floor, unless otherwise indicated. D. Mounting: Plumb and rigid without distortion of box. Mount recessed panelboards with fronts uniformly flush with wall finish. E. Circuit Directory: Create a directory to indicate installed circuit loads after balancing panelboard loads. Obtain approval before installing. Use a computer or typewriter to create directory; handwritten directories are not acceptable. F. Install filler plates in unused spaces. 3.02 IDENTIFICATION A. Identify field - installed conductors, interconnecting wiring, and components; provide warning signs as specified in Division 16 Section Basic Electrical Materials and Methods. B. Panelboard Nameplates: Label each panelboard with engraved metal or laminated- plastic nameplate mounted with corrosion - resistant screws. 3.03 CONNECTIONS A. Install equipment grounding connections for panelboards with ground continuity to main electrical ground bus. B. Tighten electrical connectors and terminals according to manufacturer's published torque - tightening values. If manufacturer's torque values are not indicated, use those specified in UL 486A. 3.04 FIELD QUALITY CONTROL A. Prepare for acceptance tests as follows: 1. Test insulation resistance for each panelboard bus, component, connecting supply, feeder, and control circuit. 2. Test continuity of each circuit. 53- 01000496.00 W:\ 00496\ 0207 .017\Specitications \16442.doc 16442 -3 Panelboards B. Testing: After installing panelboards and after electrical circuitry has been energized, demonstrate product capability and compliance with requirements. 1. Procedures: Perform each visual and mechanical inspection and electrical test indicated in NETA ATS, Section 7.5 for switches and Section 7.6 for molded - case circuit breakers. Certify compliance with test parameters. 2. Correct malfunctioning units on -site, where possible, and retest to demonstrate compliance; otherwise, replace with new units and retest. C. Balancing Loads: After Substantial Completion, but not more than 60 days after Final Acceptance, measure load balancing and make circuit changes as follows: 1. Measure as directed during period of normal system loading. 2. Perform load - balancing circuit changes outside normal occupancy/working schedule of the facility and at time directed. Avoid disrupting critical 24 -hour services such as fax machines and on -line data- processing, computing, transmitting, and receiving equipment. 3. After circuit changes, recheck loads during normal load period. Record all load readings before and after changes and submit test records. 4. Tolerance: Difference exceeding 20 percent between phase loads, within a panelboard, is not acceptable. Rebalance and recheck as necessary to meet this minimum requirement. 3.05 CLEANING A. On completion of installation, inspect interior and exterior of panelboards. Remove paint splatters and other spots. Vacuum dirt and debris; do not use compressed air to assist in cleaning. Repair exposed surfaces to match original fmish. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \16442.doc END OF SECTION 16442 -4 Panelboards 16900 INSTRUMENTATION AND CONTROL SYSTEMS- GENERAL SECTION 16900 INSTRUMENTATION AND CONTROL SYSTEMS - GENERAL PART 1 GENERAL 1.01 DESCRIPTION A. Scope 1. This section specifies general requirements which are applicable to all process instrumentation systems consisting of process sensors, monitoring and control instruments, and accessories required to provide a complete and functional monitoring and control system. 2. The Contractor shall provide, calibrate, and test the complete process instrumentation system. The Contractor shall also place the completed system in operation including tuning loops and make final adjustments to instruments as required during plant start-up and he shall provide the services of instrument technicians for testing and adjustment activities. 3. The Contractor shall examine the Drawings and Specifications to determine actual locations, sizes, materials and ratings of process connections. 1.02 DESCRIPTION OF SYSTEM A. System Overview 1. The control system for the Hydraulic Control Interim Measure project shall be a PLC based system that consists of a PLC, a graphical operator interface, recorder, and autodialer equipment. 2. The process is controlled by the PLC. The PLC monitors site conditions such as level and pump operation. Various alarms will also be derived from the PLC. The graphical operator interface will display process variables, accept operator set point inputs and annunciate any alarms. Alarms will be communicated remotely via the autodialer. B. System Programming 1. All Process Control shall be done within the PLC. The PLC Application Software shall be written by the Engineer. 1.03 DESCRIPTION OF SYSTEM A. General 1. The instrumentation and control system shall include the instruments, control devices, programmable controllers, input and output devices, sensors, interfacing 53- 01000496.00 W: \00496\ 0207 .017\Specifications \16900.doc 16900 -1 Instrumentation & Control Systems - General devices, cabinets, enclosures and other components indicated and implied by the Drawings and Specifications. 2. The control system shall be designed, and assembled by the Control System Integrator to provide: a. Control of equipment, and processes. b. Monitoring of operation of motor driven pumps, equipment, and processes. c. Indication of operating status of motor driven pumps, equipment, and processes d. The capabilities indicated and implied by the plans and specifications. 3. The instrumentation and control system shall be designed and assembled by the Control System Integrator to be an integrated system composed completely of components which are specifically designed and used for and in conjunction with control and operation of motor - driven pumps and process control equipment. The Control System Integrator shall supply all interfacing equipment, appurtenances and accessories and all such devices which may be required for proper interfacing as part of the control system. 1.04 QUALITY ASSURANCE A. References 1. All equipment and materials shall conform to the latest revised editions of applicable standards published by the following organizations: a. American National Standards Institute (ANSI). b. Institute of Electrical and Electronic Engineers (IEEE). c. National Electrical Manufacturers Association (NEMA). d. Underwriters' Laboratories (U/L). e. International Society of Measurement and Control (ISA) 2. All equipment and materials, and the design, construction, installation, and application thereof shall comply with all applicable provisions of the National Electrical Code (NEC), the Occupational Safety and Health Act (OSHA), and any applicable Federal, State, and local ordinances, rules and regulations. All materials and equipment specified herein shall be within the scope of UL examination services, be approved by the Underwriter's Laboratories for the purpose for which they are used and shall bear the UL label. 3. All control panels shall bear a label by UL or by an approved testing authority for the completed assembled panel. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -2 Instrumentation & Control Systems - General B. Control System Integrator's Responsibilities 1. The Control System Integrator shall be responsible for the following equipment and services: a. Detailed design of control panels. The drawings show general layout of the control panels. The Integrator shall provide detailed scaled design of all components on and in the control panels and determine specific requirements. b. The design of all interconnecting wiring of control equipment including remote control panels, packaged equipment panels, mechanical equipment with control components, etc. c. Testing of the control panels in the Control System Integrator's shop. d. Coordinate with the Contractor for specific requirements and locations of raceway penetrations and field wiring in control panels. e. The Control System Integrator shall supply the Contractor with all necessary detailed installation drawings and/or written instruction for installation of all control: components and sensing devices for proper system operation. C. General and Electrical Contractor's Responsibility 1. The Contractor shall be responsible for the following equipment and services: a. Review of the Control System Integrator's submittals and wiring diagrams for coordination with space requirements, raceway requirements for field wiring, etc. b. Supply the Integrator with submittals of equipment related to the control system which the Integrator must include in their submittals and integrate. Such as motors, packaged control panels which the Integrator does not build, etc. c. Installation of the control panels provided by the Control System Integrator. d. Installation of the interconnecting wiring in accordance with these documents and the Control System Integrators wiring diagrams. e. Installation of Instrumentation and Control System components in accordance with these documents and drawings or instructions of the Control System Integrator. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -3 Instrumentation & Control Systems - General 1.05 FUNCTIONAL REQUIREMENTS A. General 1. The instrumentation and control system functions required are specified on the Drawings and in subsequent sections of this division. B. Drawings 1. General: The Control System Integrator shall develop shop drawings required for design, fabrication, assembly and installation of the control system. Shop drawings shall include all drawings required in manufacture of specialized components and for assembly and installation of them. 2. Drawings shall be prepared utilizing a computer based drafting program and printed on 11 inch by 17 inch media. Drawings shall have borders and title blocks identifying the project system, revisions to the drawings, and type of drawing. Each revision of a drawing shall carry a date and brief description of the revisions. Diagrams shall carry a date and brief description of the revisions. Diagrams shall carry a uniform and coordinated set of wire numbers and terminal block numbers in compliance with this Section. 3. Elementary Diagrams: The Contractor shall provide elementary diagrams for all discrete loops. Loop diagrams shall be prepared in compliance with ISA S5.4 and shall be provided for all analog loops. Elementary diagrams and loop diagrams shall show circuits and devices of a system. These diagrams shall be arranged to emphasize device elements and their functions as an aid to understanding the operation of a system and maintaining or troubleshooting that system. Elementary and loop diagrams shall also show wire numbers, 'wire color codes, signal polarities, and terminal block numbers. 4. Panel Fabrication and Arrangements Drawings: The Contractor shall provide arrangement drawings of all panel front -and internal- mounted instruments, switches, devices and equipment indicated. All panel mounting details shall be shown. Outer dimensions of all panels shall be included on the drawing. Deviations from approved arrangements require approval prior to installation. 5. Arrangement drawings shall be drawn to scale using standard Architectural or Engineering scales. 6. A full set of as -built record drawings shall be provided to the Engineer upon completion of the project. 1.06 SUBMITTALS A. Submit the following to the Engineer: 1. Manufacturer's data sheets, detailed model number and detailed specification providing proof that the components and instruments meet the requirements of the specifications 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -4 Instrumentation & Control Systems- General 2. Power requirements 3. Manuals from all Manufacturers including operational and maintenance data including: a. Dimensional Outlines b. Complete specification sheets on all Manufacturer supplied Instruments c. Provide final equipment and parts list with part numbers required to order parts; also, to include current prices d. Recommended spare parts list for 5 years of operation including prices e. Trouble shooting and maintenance diagnostics procedures f. Operations Manual that describes overall operation and control procedures g. Elementary, loop, and fabrication drawings. PART 2 PRODUCTS 2.01 PANEL FABRICATION A. General 1. Panel work shall be designed for the seismic requirements as specified. Structures and equipment shall be braced to prevent damage from specified forces. Equipment shall not be required to function properly during periods of seismic disturbance but shall automatically restart following a disturbance. 2. Cutouts for future equipment shall be blanked off with suitable covers. Instrument tag numbers shall be identified on the panel rear. Nameplates shall identify face - mounted instruments. Instruments shall be mounted in a manner that allows ease of access to components and ease of removal. 3. Face - mounted instruments that are more than 6 inches deep, weigh more than 10 pounds, or exert more than a 4 ft -lb. moment force on the face of the panel shall be supported underneath at the rear by a 1 -inch x 1/8 -inch thick steel angle. 4. Face - mounted equipment shall be flush or semi -flush with flat -black escutcheons. 5. Cabinets less than 60 inches high shall be provided with floor stands to raise the top of the panel to 60 inches above the floor or work platform or, if panel weighs less than 100 pounds and wall space is available, wall mounting may be used in lieu of a floor stand. 6. Panel provided shall have enough width to accommodate the PLC processor module, power supply and 8 input/output modules. 53 -01000496.00 16900 -5 Instrumentation & Control Systems - General W:\ 00496\ 0207 .017\Specifications \16900.doc B. Indoor, Control Panel 1. Cabinet shall be a NEMA 12 enclosure. Cabinet shall be fabricated from 12 gauge minimum thickness stretcher leveled sheet steel. Cabinet shall be provided with an interior frame or otherwise formed so as to provide a rigid structure. Three -point latch hardware shall be provided for doors exceeding 30 inches height. Where cabinet width exceeds 36 inches, multiple doors no wider than 24 inches shall be provided. 2.02 HEATING AND VENTILATING A. Forced air ventilation shall be provided for cabinets. Fans shall be equipped with UL- approved washable filters and provide at least 240 CFM. Noise level at 3 feet from exterior wall and 30 degrees off axis shall not exceed 60 NC units. B. Thermostats shall be Honeywell T631B1013, Penn Controls A28AA -4, or equal. 103 NAMEPLATES A. Machine engraved laminated white phenolic nameplates with black lettering shall be provided for panel mounted equipment. Nameplate engraving shall be as specified and shall carry the instrument tag number 3/32 -inch minimum size lettering on the bottom line Nameplates shall be attached to the panel with a minimum of two self - tapping 316 stainless steel screws. The Control System Integrator shall modify nameplate wording if changes are made prior to commencement of engraving. B. Machine embossed metallic adhesive labels shall identify tag number if instruments inside panels. C. Nameplates shall be attached to panel surfaces, not to instruments. 2.04 INTERCONNECTION WIRING AND ELECTRICAL DEVICES A. Interconnection Wiring 1. Power and control wiring shall be single conductor stranded copper NFPA No. 70 Type MTW No. 16 AWG minimum. 2. Wiring shall be supported independently of terminations by lacing to panel support or by slotted flame retardant plastic wiring channels. Wiring channels shall comply with UL 94, Type V. Wiring channel fill shall not exceed 40 percent. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -6 Instrumentation & Control Systems- General 3. Wiring and terminals in instrument and relay compartments, control panels, instrument panels, field panels and control stations, as well as connections to mechanical equipment shall have reference number and letter in accordance to the following: h = Control power hot n = neutral g = ground x = PLC output (number shall correspond to the program input number) y = PLC output (number shall correspond to the program output number) ax = PLC signal/analog input (no. shall correspond to the program input number) 120 AC wire Color Power Black Control Red Neutral White Ground Green 24V DC wire Color Power supply Black Signal (pos) Red Control - ( +) Violet Control - ( -) Gray Signal ground Black Equipment ground Green External Yellow 4. Control wiring in control panels or other enclosures that is powered from an external source and is not disconnected by the control panel disconnect shall be terminated at a disconnecting terminal block (with energize indicator light upon entering the enclosure. The color of the wire shall then be changed to yellow to identify it as being powered from an external source. Provide identification nameplate on exterior of enclosure to indicate sources of external power. 5. Wiring shall comply with the requirements of NFPA No. 70 as a minimum. Power and control wiring shall be carried in covered channels separate from low voltage signal circuits. An interior steel barrier shall be provided between AC control devices and the electronic equipment. 2.05 TERMINAL BLOCKS A. Terminal blocks shall be strap screw type rated for 600 volts. Each terminal strip shall have a unique identifying alphanumeric code at one end and a vinyl marking strip running the entire length of the terminal strip with a unique number for each terminal. Numbers shall be machine printed and 1/8 inch high. Wire connectors shall be locking fork tongue or ring tongue insulated crimp type terminals. No more than two connections 53- 01000496.00 16900 -7 Instrumentation & Control Systems - General W:\ 00496\ 0207 .017\Specifications \16900.doc shall be made to one terminal. Connections shall have box type lugs capable of terminating 2 #14 AWG stranded wires. Terminals shall be strip mounted as manufactured by Entrelec or Phoenix Contact. B. Fuse terminal blocks shall be hinged disconnect level type with "blown fuse" indicators. Phoenix Contact UK 5 series or equal. Disconnecting terminal blocks shall be knife type with light indicator Phoenix Contact type MTK or equal. C. Field connections shall be to separate terminal blocks. Terminal blocks for field termination shall be in a separate part of the panel close to where the field cables enter the panel. 2.06 FUSES A. Circuits shall be fused. Fuses shall be 1/4 x 1 -1/4 inch. Fuses on 120V AC circuits shall be ceramic tube type with 25,000 amperes interrupting capacity at 125 volts and neon blown fuse indicator lamps. Fuses for 24V DC circuits shall be fast acting glass tube type rated 1/8 or 1 /10 amp for 4 -20 mA loops and 1/2 amp for the power supply to individual instruments. Fuse holders for 120V AC shall be draw -out type and rnolded from melamine plastic. 2.07 SURGE PROTECTION A. Surge protectors shall be provided at panel external terminal blocks for signal circuits which extend outdoors. Surge protectors shall be Joslyn Model 1663 -08, Taylor 1020FA, or equal. B. Telephone circuit protectors shall include three- element fail -short gas tubes, Cook Electric type 9X, or approved equal. Protectors shall be rated at 400 VDC and shall be self restoring. An external spark gap shall be provided for backup protection in accordance with Underwriters Laboratory 497, 4th Edition. 2.08 DIRECT - CURRENT POWER SUPPLIES A. Direct - current supplies for bulk 24 -volt nominal instrumentation power shall be convection - cooled switching type. Line regulation shall be 0.4 percent for line variations from 105 to 132 volts, and load regulation shall be 0.4 percent for load variations from 0 to full load. Ripple and noise shall not exceed 100 mV peak-to-peak. Hold -up time at maximum load shall be not less than 15 milliseconds. Efficiency shall be better than 70 percent. Power supply shall be rated for continuos duty from 0 to 50 degrees C at rated load. Output shall be electronically current limited, and overvoltage crowbar shutdown shall be provided. Power supply output voltage shall be rated 28 volts DC, adjustable plus or minus 5 percent, and shall be set to provide 26.4 volts on the panel direct current bus. Power supplies shall be Power One, or equal. 53- 01000496.00 W:\ 00496\ 0207.017\Specifications \16900.doc 16900 -8 Instrumentation & Control Systems- General 2.09 RECORDER STATION A. General 1. The recorder shall be preprogrammed to indicate and record process variables. Preprogrammed functions shall consist of assigning inputs, outputs, and scale factors for process units. Operator displays shall be in process units. 2. The recorder station shall have a minimum of 4 Mbyte internal memory, 120 Mbyte disk drive, data storage rate from 20 ms, Ethernet capable. 3. Recorder power supply shall be 120 VAC unless otherwise specified. .Recorder stations shall be nominally 6 inches high by 6 inches wide by not more than 19 inches deep. Preprogrammed functions shall be battery backed -up during times that power is not applied. 4. The recorder shall be TrendView MiniTrend V5 Recorder with 4 inputs or equal. B. Input/ Output 1. Input/ output capability shall be at a minimum as follows: Type Quantity Analog inputs (s) 4 Analog outputs (s) 4 2. Analog inputs shall be 1 to 5 volts DC into not less than 250k ohms. Analog outputs shall be 4 -20 mA. C. Preprogrammed Functions 1. Indicator stations shall be, as a minimum, provided with the preprogrammed functions: a. Display functions: 1) Process variable recording in process units. 2) Process variable indication in process units. 3) Process variable report generation. b. Dynamic functions: 1) Signal linearization (i.e. square root) 2) Signal averaging 53 -01000496.00 16900 -9 Instrumentation & Control Systems - General W:\ 00496\ 0207 .017\Specifications \16900.doc 2. Recorder shall have user entered programming of values for signal linearization, indication, recording, data logging, report generation, alarm set points, and chart speed, chart scale markings, and time scale markings. D. Operator Interface 1. Operator interface shall include a 5.5" Color TFT display. Chart recorded functions shall include process variable and data logging including date (month, day, year), time, tag number, minimum, maximum, and average values.. The recorder station shall also provide 103 segment bar graph or 4 -digit display of process variable, input selection indication, malfunction indication, and record start/stop switch. Recording and indication shall provide 1 percent of full scale accuracy as a minimum. E. Configuration Software 1. A Windows NT 4.0 based software capable of communicating with the recorder station and performing all configuration tasks shall be provided. The configuration software shall be TrendView Trend Manager Pro. F. SPARE PARTS 1. The contractor shall provide as spare parts: a. Five of each type of fuse used. b. A spare 120 Mbyte disk 2.10 PLC A. General 1. The system shall consist of, at a minimum, logic and memory cards, power supply, and I/O cards. Logic, memory, and local communication modules shall be plug -in style boards mounted on DIN rails. I/O cards and remote communications modules shall be plug -in style and capable of installation in the main chassis or in remote racks. B. Major Components 1. The PLC(s) shall consist of the following major components a. The processor memory and power supply b. Input/ output devices. c. Programming accessories. d. Local/ remote 1/0 . communication interface. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -10 Instrumentation & Control Systems- General C. POWER SUPPLY 1. PLC(s) (including all hardware) shall be capable of operating from a 120 VAC, 60 Hz unregulated power source (102 -132 VAC, 47 to 63 Hz). One power source will be provided at each location. Power supplies shall be capable of powering all racks fully populated. All additional power supplies for A/D converters, I/O, etc., shall be derived from this one power source. Power supply shall be fused for short circuit and thermal overload protection. D. PROCESSOR MEMORY 1. General a. The processor memory shall be programmable in ladder logic. Processor shall be capable of executing relay logic commands (i.e. contacts, coils, master control relays), timing and counting functions, binary and BCD manipulation, logical functions (i.e. if, and, or), math function (plus, minus, multiplication, etc.), and subroutine executions (i.e. jump). Memory shall be programmable locally or remotely. Memory shall be permanent regardless of power disturbances and shall have a minimum retention time of six months. 2. Capacity a. Minimum memory size shall be 32K work (16 bit) of user configurable memory PROM and RAM. A minimum of 2K internal coils with an unlimited amount of contacts per relay, 192 timers/ counters, 8 PID loops, shall be available. The processor shall be able to accommodate at least 512 channels of digital input/output and 64 channels of analog input/output. b. PLC shall be Siemens S7 -314, or equal. E. INPUT /OUTPUT SYSTEM (I/O) 1. General a. The system shall consist of individual plug -in input and output modules or cards. Any number of remote discrete and analog I/O points (up to the system capacity) shall be available. I/O system shall be capable of a minimum total of 512 discrete or analog inputs and/or outputs. All I/O listed as "spare" shall be provided but as yet are not assigned a specific purpose. 2. A/D and D/A Conversion a. A/D and D/A conversion shall be available to convert analog control signals to minimum 12 bit binary numbers and vice- versa. Resolution shall be 1 part in 1,000 or smaller. Accuracy shall be 0.3 percent. Modules shall have front of card access calibration (offset and gain) and 53- 01000496.00 W: \00496\ 0207 .017\Specifications \16900.doc 16900 -11 Instrumentation & Control Systems - General operation status indication. Analog input modules shall have a minimum of 8 channels per module. b. Analog input module shall be Siemens SM331 with 8 input channels or equal. 3. Discrete Outputs a. Discrete voltage outputs shall be fused and have a minimum output rating of 2 amps at 120 VAC, 24 VAC, or 24 VDC. Relay outputs shall be individually isolated, fused and have a minimum output rating of 2 amps continuous. All outputs with a greater than 2 amp load shall drive relays for contact closure. Surge suppressors shall be supplies for all loads as recommended by the PLC manufacturer. Digital input and output modules shall have a minimum of 32 channels per module. b. Digital input modules shall be Siemens SM321 with 32 input channels. Digital output modules shall be Siemens SM322 output modules with 32 channels, or equal. 4. Diagnostics a. Diagnostic lights shall be provided for the I/O communication system. Lights shall be available to indicate power, and operation status for the I/O system. F. PROGRAMMABLE ACCESSORIES 1. Programming Hardware a. The following computer and accessories shall be provided: 1) Programming terminal Lap top Manufacturer: Dell Latitude 600 14.1" TFT Intel Pentium III, 700MHz 128 MB SDRAM IOGB 3.5" 1.44, MB 24X/10X variable CDROM drive Windows NT 4.0 Work Station SP6 Microsoft Office 2000 Professional 56K modem, Ethernet card Model: Display: Possessor: Memory: Hard Drive: Floppy Drive: Optical Drive: Operating System: Application Software: Accessories: 2) Communication accessories between the Lap top, PLC, and OP27 include, Siemens cable #6ES79010BF000AAO, Siemens cable # 6ES79011BF000XAO and a Siemens RS232/485 converter # 6ES79720CA230XA0 which is connected to and draws power from the PLC. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -12 Instrumentation & Control Systems - General 3) All hardware required to run PLC programming software such as asynchronous communication, T1WAY network access or T1WAY PC adapter cards. 2. Programming Software a. A standard programming, documentation, and diagnostics tool for Siemens S7 -300 PLC. Programming software shall be capable of "on- line" and "off- line" programming. Programming software shall be used for entering and editing programs as well as accessing programming utilities such as "cut and paste" block operations and entering program comments. Programming software shall enable the programmer to enter relay ladder logic, special functions, and PID loop and alarm block programs. b. All software registrations, hardware warranties shall be made out in the name of the Owner. All software developed solely for this project shall become the sole property of Owner. The Owner shall not be prohibited from modifying the program in any way. G. SPARE PARTS 1. The Contractor shall provide the following spare parts to the Engineer: a. Five of each type of I/O fuse used. 2. The following PLC equipment: a. Digital Input module b. Digital Output module c. Relay Output module d. Analog Input module e. Analog Output module H. TROUBLESHOOTING 1. The PLC system shall execute status check upon power up and continuously during operation. PLC status information shall be accessible via front panel display. Information shall indicate running or failure status of the PLC system (i.e. communication port error, scan time error, I/O failure location). The system shall have error indication for parity check. Upon proven parity error, all outputs shall be capable of "last condition" lock in or "all off', switch selectable in the field. I/Os shall have indicator lamps to .determine status. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -13 Instrumentation & Control Systems - General 2.11 RELAYS A. Relays For General Purpose 1. Relays for general purpose use shall have 10 Amp contacts with .the appropriate coil voltage for the application. All relays shall have an integral indicating light to show if there is coil voltage present. They shall have an 8- pin/blade base and matching socket. Units shall be Allen- Bradley 700 type HA, HB, Idec RH Series, or equal. Appropriate relay shall be selected based on application from the control wiring diagrams. B. Time Delay Relays 1. Time delay relays shall be multi- function, multi -range with plug -in base, pin style terminations timing and timed out LED indicators, and calibrated scales. Relays shall have minimum 0.5 seconds to 60 minutes, 8 selectable timing ranges, 5 amp contacts. Select coil voltage for the application. Minimum accuracy requirements (plus or minus) shall be as follows: 1) Repeat accuracy 1/2% 2) Timing change over full voltage range 1/2% change over full temperature range 2% 3) Scale tolerance 5 %. Allen- Bradley Bulletin 700 type HR series; IDEC, GT3A or equal. Appropriate relay shall be selected based on application from the control wiring diagrams C. SIGNAL CONDITIONERS 1. The current to current (I/I) converters shall provide an isolated DC output proportional to the DC input while providing complete electrical isolation between the output and input. The device shall plug into a standard 8 -pin relay socket which is capable of being mounted either on a flat surface or track. Provide appropriate scaling as required. Units shall be as manufactured by AGM, Wilkerson Instruments, Action Instruments, or equal. 2.12 OPERATOR INTERFACE DEVICES A. Operator interface devices mounted on the panel front shall be rated for the environment in which they will be located. In general, devices mounted on indoor panels shall be NEMA 13 rated. Operator devices mounted outdoors, or in wet or corrosive environments shall be NEMA 4X rated. B. Selector Switches 1. Selector switches shall be NEMA 13, or NEMA 4X as required by mounting location. Selector switches shall be 2, 3, or 4 position as required by the application. Selector switches installed outdoors shall have knob lever operator handle. Selector switches installed indoors shall have standard knob operator. Units shall be heavy duty type, Allen - Bradley 80011 or 800T, G.E. Series CR104P, or equal. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -14 Instrumentation & Control Systems - General C. Pushbuttons and Indicating Lights 1. Pushbuttons and indicating lights shall be NEMA 12 oil- tight, dust -tight or NEMA 4X heavy duty type with detachable contact blocks. Indicating lights shall be press -to -test 24 VDC or 120VAC transformer type as required. Units shall be Allen- Bradley, 800T or 800H, or equal. D. Graphical based Operator Panel 1. The operator interface shall be a backlit LCD type display with 5.7" diagonal panel with 1 Mbyte system memory and Windows NT 4.0 based screen configuration software. The display shall have at least 320X240 pixels resolution and 24 system keys. The panel shall support RS232 communication protocols as a minimum, including software and communications accessories, PRO • TOOL/Pro software application, Windows NT 4.0 operating system, Siemens STEP -7 programming software, and Siemens cable #6X 14402KH32, to communicate with the Siemens S7 -314 PLC. The panel shall have 24 VDC power supply. The panel shall be Siemens operator panel Model OP27 or equal. 2.13 AUTODIALER A. Description and Phone Number Dialing: The dialer shall be a solid state component capable of dialing up to 16 telephone numbers, each up to 60 digits in length. Phone numbers and Standard pulse dialing or Touch Tone DTMF dialing are user programmable via the system's keyboard or remotely via Touch Tone telephone. In addition, the dialer shall: 1. Group Alarm Calls - On alarm, system shall selectively call the correct phone number according to the specific alarm(s). 2. Detect Telephone Line Fault and indicate condition with Front Panel LED. 3. Automatically select Tone versus Pulse Dialing. 4. Monitor Call Progress - Detect Busy and Ringing Signals, Abandon Call if Busy, Wait until phone is answered to Annunciate Voice Reports. 5. Provide Numeric Pager Support. 6. Provide PBX Support. B. Solid State Voice Message Recording and Playback: The unit shall have two different categories of speech message capability, all implemented with permanent non - volatile solid state circuitry with no mechanical mechanisms. The unit shall allow for message recording from a remote telephone as well as from the front panel. The user may record and re- record his own voice messages for each input channel and for the Station ID. 1. Permanent Resident Non - Recorded Messages: Permanent built -in messages shall be included to support user programming operations, to provide supplemental warning messages such as advising that the alarms have been disabled, and to 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -15 Instrumentation & Control Systems - General allow the unit to be fully functional even when the installer has not recorded any messages of his own. C. Input Monitoring Function: The basic unit shall continuously monitor the presence of AC power and the status of eight (8) contact closure inputs. AC power failure, or violation of the alarm criteria at any input shall cause the unit to go into alarm status and begin dial -outs. The unit shall, upon a single program entry, automatically accept all input states as the normal non -alarm state, eliminating possible confusion about Normal Open versus Normally Closed inputs. Further, as a diagnostic aid, unit shall have the capability of directly announcing the state of any given input as currently "Closed Circuit" or "Open Circuit" without disturbing any message programming. Each input channel shall also be independently programmable, without the need to manipulate circuit board switches or jumpers, to any of the following: 1. Normally Open, Normally Closed, or for No Alarm (Status Only). 2. Run Time Meter. 3. Pulse Totalizer. D. Input/Output Expansion Capability: The standard unit shall be modular in design, • permitting it, therefore, to accept "plug -in" expansion circuit boards to incorporate any of the following: 1. Contact Closure Expansion Capability to a total of 16, 24, or 32 total dry contact inputs. 2. Analog Input Capability to a total of 1, 4, 8, or 16 total analog inputs. 3. Remote Supervisory Control Outputs to manipulate 4 to 8 output relays. E. Modbus Communications: The unit shall accept an expansion card which enables it to communicate directly with devices utilizing Modbus RTU Protocol. A unit so configured shall be capable of "reading" and "writing" to 32, 64, or 96 data registers via Touch Tone Telephone. No modem or host computer shall be required. Interface shall consist of a single RS -232 Serial Cable. F. Printer /Computer Communications: The unit shall be equipped with a centronics parallel printer port, enabling the user to print alarm reports, download programming data, and generate scheduled status reports as required. G. Alarm and Inquiry Messages: Upon initiating an alarm call, the system is to "speak" only those channels which are currently in "alarm status ". Inquiry phone calls can be made directly to the unit at any time, for a complete status report. H. Acknowledgement: Alarms are acknowledged either by pressing a Touch Tone "9" as the call is being received, or by calling the unit back after having received an alarm call. I. Nonvolatile Program Memory Retention: User - entered programming and voice message shall be kept intact, even during power failures or when all power has been removed, for 53- 01000496.00 16900 -16 Instrumentation & Control Systems - General W:\ 00496\ 0207 .017\Specifications \16900.doc up to ten (10) years. This shall be accomplished through inclusion in the system of a lithium battery separate from the unit's backup rechargeable gel cell battery. J. Local and Remote Programming Capabilities: The user may optionally elect to alter the following parameters from their standard normal default values via keyboard entry or remotely from any Touch Tone telephone. 1. Alarm Response Delay: 0.1 to 999.9 seconds, with different delays being assignable to different alarms. 2. Delay Between Alarm Call outs: 0.1 to 99.9 minutes. 3. Alarm Reset Time: 0.1 to 99 hours, or "No Reset ". 4. Incoming Ring Response (Answer) Delay: 1 to 20 Rings. 5. Number of Message Repetitions: 1 to 20 Repetitions. 6. Autocall Test: When enabled, the unit shall place a single round of test calls, both at the time this function is enabled, and also at regular subsequent intervals until this function is disabled. 7. Remote System Microphone Activation. 8. Remote Arming and Disarming of System. K. Phone Line: The dialer is to use a standard "dial -up" telephone line (direct leased line is not required), and is to be F.C.C. approved. Connection to the telephone is through a 4- pin modular jack (RJ 11). L. Speakerphone: The unit shall be capable of dialing any phone number on command and functioning as a speakerphone. M. Real Time Clock: The unit shall be equipped with a real time clock thereby making it possible to: 1. Alarm Ready Schedule - The dialer shall be user programmable to follow a specific schedule of operations. This shall include the flexibility to set a weekday, weekend, and holiday schedule. With this feature the dialer shall arm and disarm itself according to the schedule programmed. 2. In the event any of the printer configurations are utilized, all alarm reports will be time and date stamped. Routine scheduled status reports can also be programmed. N. Power/Battery Backup: Normal power shall be 105 -135 VAC, 15 watts nominal. The product is to contain its own gel cell rechargeable battery which is automatically kept charged when AC power is present. The system shall operate on battery power for a minimum of 20 continuous hours in the event of AC power failure. A shorter backup times shall not be acceptable. The built -in charger shall be precision voltage controlled, 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -17 Instrumentation & Control Systems - General not a "trickle charger ", in order to minimize recharge time and to maximize battery life available. O. Integral Surge Protection: All power, phone line, dry contact, and analog signal inputs shall be protected at the circuit board to IEEE Standard 587, category B(6,000 volts open circuit/3,000 amps closed circuit). Gas tubes followed by solid state protectors shall be integral to the circuit board for each line. P. Warranty: The dialer shall be covered by a Five (5) Year warranty covering parts and labor performed at the Factory. Q. Additional Features: Sealed Switches, LED Indicators, Alarm Disable Warning, Talkthrough: All keyboard and front panel switches shall be sealed to prevent contamination. Front panel LED's shall indicate: Normal Operation, Program Mode, Call in Progress, Status for each Channel, AC Power present, AC Power failure, and Low, Discharging, or Recharging Battery. On any inquiry telephone call, or an -Site status check, the voice shall provide specific warning if no dialout phone numbers are entered, or if the unit is in "alarm disabled" mode, or if AC power is off or has been off since last reset. A built -in microphone shall allow anyone at a remote site to listen to Local sounds and to have a two -way conversation with personnel at the dialer. R. Autodialer shall be a RACO Verbatim VSS -8C, or equal. PART 3 EXECUTION 3.01 DESIGN AND ASSEMBLY A. The system shall be completely assembled in the shop by the Control System Integrator. All components and equipment shall be pre -wired to the maximum extent possible. B. The Control System Integrator shall be responsible for the coordination and integration of control system with the motor control and other related equipment. The Control System Integrator shall communicate directly with the Manufacturer(s) and Supplier(s) of all related equipment to determine all details of the equipment which may influence or affect the control system. The Control System Integrator shall determine all requirements for and shall cause integration of the control system into a unified operating system. The Control System Integrator shall define all requirements for all interfacing equipment and shall supply all appurtenances, accessories and all such devices which may be required for proper interfacing as part of the control system. C. The Control System Integrator shall be responsible to obtain submittal information on equipment supplied by other disciplines and to integrate them into the control system to form a complete working package as outlined by the contract documents. This includes but is not limited to the following list of major pieces of equipment. 53- 01000496.00 16900 -18 Instrumentation & Control Systems - General W:\ 00496\ 0207 .017\Specifications \16900.doc 3.02 INSTALLATION A. General 1. Installation and testing procedures shall be a specified in these and subsequent sections of this division. 2. The control system shall be installed in accordance with the installation drawings and instructions prepared by the Control System Integrator. Installation shall be performed by the workers who are skilled and experienced in the installation of electrical instrumentation and control systems. 3. Installation shall include all elements and components of control system and all conduit and interconnecting wiring between all elements, components, sensors and valve operators. 4. The control system panels shall not be shipped to the site until a suitable environment is available for installation of the equipment. A suitable environment shall be defined as a covered and heated to maintain a minimum ambient temperature of 60 degrees F. Prior to shipment, the Contractor shall contact the Engineer for field verification of a suitable environment. 5. Equipment shall be located so that it is readily accessible for operation and maintenance. B. Field Equipment 1. Equipment shall be provided as specified on the drawings such that ports and adjustments are accessible for in -place testing and calibration. Where possible, equipment shall be located between 48 inches and 60 inches above the floor or a permanent work platform. Instrumentation equipment shall be mounted for unobstructed access, but mounting shall not obstruct walkways. Equipment shall be mounted where shock or vibration will not impair its operation. Support systems shall not be attached to handrails, process piping or mechanical equipment except for measuring elements and valve positioners. Instruments and cabinets supported directly by concrete or concrete block walls shall be spaced out not less than 5/8 inch by framing channel between instrument and wall. 2. Steel used for support of equipment shall be hot -dip galvanized after fabrication. Support systems including panels shall be designed in accordance with the UBC for seismic Zone 3 and to prevent deformation greater than 1/8 inch under the attached equipment load and an extemal load of 200 pounds in any direction. C. Electrical Power Connections 1. Electric power wiring and equipment shall be in compliance with Division 16. Power disconnect switches shall be provided within sight of equipment and shall be labeled to indicate opened and closed positions and specific equipment served. "Within sight of' is defined as having a clear unobstructed view from the equipment served and within 50 feet of the equipment served. Disconnect switches shall be mounted between 36 inches and 72 inches above the floor. 53- 01000496.00 W:\ 00496\ 0207.017\Specifications \16900.doc 16900 -19 Instrumentation & Control Systems - General D. Signal Connections 1. Electrical signal connections to equipment shall be made on terminal blocks or by locking plug and receptacle assemblies. Jacketed flexible conduit shall be used between equipment and rigid raceway systems except that flexible cable assemblies may be used where plug and receptacle assemblies are provided and the installation is not subject to mechanical damage in normal use. The length of flexible conduit or cord assemblies shall not exceed 2 fleet. Flexible cable, receptacle and plug assemblies shall be used only where specified. E. Tagging 1. All field instruments shall be labeled with function and instrument number, i.e. (FT- 1/Well Pump No. 1). Tag shall be 10Ga, 316 stainless steel with stamped letters and numbers attached to device with 12Ga 316 stainless steel wire. 3.03 CABINETS A. Control room cabinets shall be mounted on channel irons sills as specified. Sills shall be leveled so panel structures will not be distorted. Panels shall be shimmed to precise alignment so doors operate without binding. Sealant shall be provided under panels not located in dry control or electrical equipment rooms. B. Floor- mounted cabinets except in dry control rooms or electrical equipment rooms shall be mounted on 3 -1/2 -inch minimum height concrete pads or grouted bases as specified. C. Each panel shall have its record connection and interconnection diagrams mounted behind a piece of Plexiglass on the inside of one (or more) door(s). Metal surfaces of panels, cabinets, and consoles shall be prepared, prime and finish coated in accordance with Manufacturers Standards. 3.04 PLC INSTALLATION A. The PLCs shall be mounted in control panels as shown on the Drawings. Wire terminations shall be at terminal blocks. Power supplies located in instrument panels shall have an isolation transformer and secondary surge protection. 3.05 PLC PROGRAMMING A. The programmable controller equipment shall be programmed by the Engineer. Programming software shall be provided by the system integrator to the Engineer. B. Programming software shall be provided as part of the control system to enable modification of existing programs and creation of new programs for the programmable controller through a microprocessor -based computer. All ladder- diagram logic shall be displayed on the computer monitor and the program shall enable on- screen editing of the logic. The program shall allow either on -line or off-line programming of logic as desired by the operator. The program shall allow ladder- diagram logic to be down - loaded from the programmable controller to the computer and up- loaded from the computer to the programmable controller and shall provide documentation of logic, including labels, 53- 01000496.00 16900 -20 Instrumentation & Control Systems- General W:\ 00496\ 0207 .017\Specifications \16900.doc through the computer printer. All timer and set point values in the ladder diagram logic shall be accessible and adjustable through the computer monitor and keyboard. C. All PLC operating software, programming software, etc. shall become the property of the Owner upon completion of the project. The Telemetry and Control System Integrator shall make no claims of ownership, copyright, or other licenser upon the Physical Completion Date of the system. All "Commercial" software licenses required shall be licensed to Owner at the time of the original purchase. 3.06 TESTS AND INSPECTIONS A. General Requirements 1. Materials, equipment, and construction included under this specification shall be inspected in accordance with the specifications. Testing shall be performed by the Control System Integrator in accordance with Division 16, and this and subsequent sections of this division. 2. No required test shall be applied without prior notice to the Engineer. Before the commencement of any testing activity, the Control System Integrator shall provide a detailed step -by -step test procedure, complete with forms for the recording of test results, testing equipment used, and identification of the individual performing or, if applicable, witnessing the test. B. Factory Testing 1. The completed control system shall be tested in the shop by the Control System Integrator. All motor controllers supplied by the Control System Integrator shall be interconnected with the control system and powered with rated incoming voltage. The initial testing shall include, but not be limited to, operation of all input and output (I/O) points, control devices and motor controllers. 2. The initial testing of the control system shall include energizing each discrete input and output and simulating each analog input and output using a loop simulator and calibrator. Circuits not energized shall be tested for continuity. 3. Upon completion of the initial testing, the Control System Integrator shall conduct testing for inspection by the Engineer. The Control System Integrator shall provide for time, equipment and support in their shop for Control System Integrator to completely demonstrate the functions of the entire control system. All control functions and all status and alarm monitoring and indication shall be demonstrated under simulated operating conditions. Simulating equipment shall be provided and wired into the control system for this testing. The Control System Integrator shall revise, modify, adjust the system as required by the Engineer during the testing period. Testing shall be continued for the time period required by the Engineer to observe and verify any revisions. 53 -01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc 16900 -21 Instrumentation & Control Systems - General 3.07 CALIBRATION AND START -UP A. Calibration 1. All components of the control system shall be calibrated by the Control System Integrator after completion of installation. Each component shall be adjusted to be within the Manufacturer's required range and for the specific application. 2. Components that cannot be properly calibrated or that are found to exceed the Manufacturer's specified range or accuracy shall be removed and replaced. 3. The control system shall be placed into operation by the Control System Integrator. 4. When the installation of the Control System is substantially complete, the Contractor shall commence with calibration and initial testing. Testing shall determine that all system components connect up correctly to each other so that the system works as designed. 5. The Control System Integrator shall calibrate all instruments, indicators, recorders, loops, etc. and complete appropriate test forms provided at the end of this section. Test forms, identifying each instrument to be tested shall be submitted to the Engineer prior to final commissioning. B. Commissioning 1. After the initial testing is complete, commissioning shall be accomplished by the Control System Integrator and Contractor, with the Engineer present. Commissioning shall include operation and verification of all control components and features of the entire control system. The Contractor shall inform the Engineer of the commissioning schedule at least fourteen (14) calendar days prior to the commencement of testing. Commissioning shall be considered complete when the Engineer and Owner have determined that all of the original system requirements have been met. 2. During the commissioning phase, the Control Integrator shall revise, modify, and adjust the system as required during and following start-up to provide the operation required by the Engineer. 3.08 SYSTEM MAINTENANCE A. The Control System Integrator shall be solely and completely responsible for all maintenance of the system from time of start-up to the Physical Completion Date. The Control System Integrator shall correct all deficiencies and defects and make any and all repairs, replacements, modifications, and adjustments as malfunctions or failures occur. The Control System Integrator shall perform all such work required or considered to be required by the Engineer to cause and maintain proper operation of the system and to properly maintain the system. B. The Contractor shall cause the Control System Integrator to make any and all repairs, replacements, modifications and adjustments required to eliminate any and all defects in 53- 01000496.00 W:\ 00496\ 0207.017\Specifications \16900.doc 16900 -22 Instrumentation & Control Systems - General design, materials and workmanship which are disclosed within the one year guarantee period. The Control System Integrator shall begin all repairs, replacements, modifications and adjustments within twenty -four (24) hours of notification by telephone by the Owner's Representative and shall complete such repairs, replacements, modifications and adjustments within forty-eight (48) hours of notification. 3.09 OPERATION AND MAINTENANCE TRAINING A. The Control System Integrator shall conduct specifically organized training sessions in operation and maintenance of the control system for personnel employed by Owner. The training sessions shall be conducted to educate and train the personnel in maintenance and operation of all components of the control system. Training shall include, but not be limited to, the following: 1. Preventative maintenance procedures 2. Trouble- shooting 3. Calibration 4. Testing 5. Replacement of components 6. Automatic mode operation 7. Manual mode operation B. At least two (2) separate training sessions, each at least four (4) hours in duration, shall be conducted at the facility after start-up of the system. The Control System Integrator shall prepare and assemble specific instruction materials for each training session and shall supply such materials to the Engineer at least two (2) weeks prior to the time of the training. 3.10 OPERATION AND MAINTENANCE DATA A. The Control System Integrator shall prepare and assemble detailed operation and maintenance manuals in accordance with the project general requirements. The manuals shall include, but not be limited to, the following: 1. Preventative maintenance procedures 2. Trouble- shooting 3. Calibration 4. Testing 5. Replacement of components 6. Automatic mode operation 53- 01000496.00 16900 -23 Instrumentation & Control Systems - General W:\ 00496\ 0207 .017\Specifications \16900.doc 7. Manual mode operation 8. System schematics / shop drawings 9. As -built wiring diagrams of cabinet and enclosure contained assemblies 10. As -built wiring diagrams of overall system 11. Note: Updated system schematics and wiring diagrams shall be included as described in the Shop drawing and Submittal sections of this specification. 12. Catalog data and complete parts list for all equipment and control devices 13. Listing of recommended spare parts. 14. Listing of recommended maintenance tools and equipment. 3.11 INSPECTION A. After installation is complete, the Contractor shall inspect the installation and verify that all components are correctly installed. The Contractor shall determine the exact scope and nature of work required to correct deficiencies and errors in the work and shall supervise the performance of such work. 3.12 DEMONSTRATION A. Section 01700 - Execution Requirements: Requirements for demonstration and training. B. Demonstrate equipment startup, shutdown, routine maintenance, alarm condition responses, and emergency repair procedures to Owner's personnel. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16900.doc END OF SECTION 16900 -24 Instrumentation & Control Systems- General 16910 PROCESS TAPS AND FIELD INSTRUMENTS SECTION 16910 PROCESS TAPS AND FIELD INSTRUMENTS PART 1 GENERAL 1.01 DESCRIPTION A. This section specifies requirements for instrumentation elements that quantitatively convert the measured variable energy into a form suitable for measurement and process measurement accessories. Application requirements are specified in Section 16900. 1.02 REFERENCES A. All equipment and materials shall conform to the latest revised editions of applicable standards published by the following organizations: 1. American National Standards Institute (ANSI). 2. Institute of Electrical and Electronic Engineers (IEEE). 3. National Electrical Manufacturers Association (NEMA). 4. Underwriters' Laboratories (U/L). 5. International Society of Measurement and Control (ISA). B. All electrical equipment and materials, and the design, construction, installation, and application thereof shall comply with all applicable provisions of the National Electrical Code (NEC), the Occupational Safety and Health Act (OSHA), and any applicable Federal, State, and local ordinances, rules and regulations. All materials and equipment specified herein shall be within the scope of UL examination services, be approved by the Underwriter's Laboratories for the purpose for which they are used and shall bear the UL label. 1.03 SUBMITTALS A. Submit all catalog data In accordance with the Submittals requirements in Section 16900. Show material information and confirm compliance with these specifications. PART 2 PRODUCTS 2.01 GENERAL A. General - Transmitters 1. Transmitters shall be two -wire type with operating power derived from the signal transmission circuit. 53- 01000496.00 W:\ 00496\0207.017\Specifications \I 6910.doc 16910 -1 Process Taps and Field Instruments 2. Transmitter output shall be 4 -20 mA, current regulated and shall drive any load between 0 and 550 ohms with the power supply at 24 volts DC. 3. Transmitters shall meet specified performance requirements with load variations within the range of 0 to 600 with the power supply at 24 volts DC. 4. Transmitter output shall be galvanically isolated. 5. Time constant of transmitters used for flow or pressure measurement, including level transmitters used for flow measurement, shall be adjustable from 0.5 to 5.0 seconds. 6. Transmitter output shall increase with increasing measurement. 7. Transmitter enclosures shall be rated NEMA 4, unless otherwise specified. 8. Transmitters located outdoors shall be provided with surge protectors: Rosemount Model 470A, Taylor 1020FP, or equal. 9. Where two -wire transmitter is located in an area classified as hazardous, it shall be made safe by means of an intrinsic safety barrier. B. General - Switches 1. Unless otherwise specified, switches shall comply with the following requirements: a. Contact outputs used for alarm actuation shall be ordinarily closed and shall open to initiate the alarm. b. Contact outputs used to control equipment shall be ordinarily open and shall close to start the equipment. c. Contacts monitored by solid state equipment such as programmable controllers or annunciator shall be hermetically sealed and designed for switching currents from 20 to 100 mA at 24 volts DC. d. Contacts monitored by electro- magnetic devices such as mechanical relays shall be rated NEMA ICS 2, designation B300. e. Double barriers shall be provided between switch elements and process fluids such that failure of one barrier will not permit process fluids into electrical enclosures. Switch electrical enclosures shall be rated NEMA 250, type 4 minimum. 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16910.doc 16910 -2 Process Taps and Field Instruments • 2.02 PROCESS PRIMARY INSTRUMENTS A. Level 1. Level Switches, Supported Float a. Liquid level switch shall be hermetically sealed, magnetically actuated, snap action, 15W, 120V SPST, N.C. (dry). Gems LS -270, or equal. 2. Self Suspended Level Transmitters. a. The level sensor shall consist of a submersible level transmitter suspended on a cable. The sensor shall be suspended via an integral cable consisting of a 2 conductor #24 AWG shielded cable with teflon outer jacket, Kevlar strength member and nylon vent tube. The sensor shall be 24 VDC powered with an output signal of 4 -20 mA DC. The unit shall be able to measure 35 feet of water. Sensor shall be made of 316 stainless steel. Accuracy shall be ± 0.05% of full scale. Sensor shall be supplied with 30 feet of cable with quick disconnect. Cable shall extend to controller at treatment plant. The level sensor shall be In -situ Inc. model PDX -261. 2.03 NON - PROCESS PRIMARY ELEMENTS A. Differential Pressure Switches 1. Differential pressure switches shall be operated by welded type 403 stainless steel bourdon tubes. Operating range shall be 5 -100 PSIG. Differential range shall be 0- 40.PSID. Switches shall be Mercoid Model BB521 -3 -6S, or equal. 2.04 TUBING AND TUBING FITTINGS A. Instrument tubing between the process connection and instruments shall be 1/2 -inch x 0.065 -inch seamless annealed ASTM A269 type 316 stainless steel. B. Tubing fittings shall be type 316 stainless steel. Fittings shall be of the swage ferrule design and shall have components (nut, body and ferrule system) interchangeable with those of at least one other manufacturer. Flare and ball sleeve compression type are not acceptable. Fittings shall be Parker CPI, Crawford Swagelok, Hoke Gyrolok, or equal. PART 3 EXECUTION 3.01 INSTALLATION A. Process Connections 1. Unless otherwise specified, process taps shall comply with API RP550. Root valves shall be provided at taps, except temperature taps and pump discharge pressure taps. Process connections shall be arranged, where possible, such that instruments may be readily removed for maintenance without disruption of process units or draining of large tanks or vessels. Unions or flange connections 53- 01000496.00 W:\ 00496\ 0207 .017\Specifications \16910.doc 16910 -3 Process Taps and Field Instruments shall be provided as necessary to permit removal without rotating equipment. Where process taps are not readily accessible from instrument locations, a block valve shall be provided at the instrument. Block valves shall also be provided for each instrument where multiple instruments are connected to one process tap. B. Electrical Connections 1. Final connections between rigid raceway systems and instruments shall be made with jacketed flexible conduit with a maximum length of 2 feet. 3.02 IDENTIFICATION A. All field instruments shall be labeled with function and instrument number, i.e. (FIT - Wl/WELL #1 FLOW METER). Tag shall be 1Oga 316 stainless steel with stamped letters and numbers attached to device with 12ga 316 stainless steel wire. END OF SECTION 53- 01000496.00 16910 -4 Process Taps and Field Instruments W:\ 00496\ 0207.017\Specifications \16910.doc APPENDIX A • CONSTRUCTION DOCUMENTS 8.0 REFERENCES AGI Technologies. 1999. Tidal Study, Phone - Poulenc Marginal Way Facility, Tukwila, Washington. . 2000. Hydraulic Control Interim Measures Work Plan. . 2001. Summer 2001 Geoprobe Investigation Report Former Rhone - Poulenc Inc. Marginal Facility, Tukwila, Washington. CH2M HILL. 1995. RCRA Facility Investigation (RFI) Report for the Marginal Way Facility. Prepared for Rhone - Poulenc, Inc. Duncan, J.M. 2000. "Factors of Safety and Reliability in Geotechnical Engineer," ASCE Journal of Geotechnical and Geoenvironmental Engineering. April. Harr. 1987. Reliability -Based Design in Civil Engineering. U.S. Army Corps of Engineers. 1992. Design, Construction, and Maintenance of Relief Wells. Engineer Manual 1110 -2 -1914. May. Washington State Department of Ecology. 2001. Stormwater Management Manual for Western Washington, Volume II. Xanthakos, P.P. 1979. Slurry Walls as Structural Systems. Second edition. McGraw Hill, New York, New York. W:\00496 \0207.017\INI'ERIM MEASURES CONSTRUCTION WORK PLAN.DOC 8 -1 July 2002 th w cc z U) uJ 0 .-e 0 0 B NO.: 2 -91 STA 0+00 N 193614.55 c 1. 4 (SEE NOTE 5) 10-INCH STORM DRAIN (OUTFALL 7) 193.5C0 + + 11 - CPT-3-02 3 4 5-1 DM-3 E) TELEPHONE CONDUIT 0 13-2-02 STA: 5+23.27 N 193606.32 ELECTRICAL CONDUIT 1133:1A71!... .:f OVERHEAD POWER A 1 ,12 AND POWER POLES • (SEE NOTE 6) . . . SOIL-BENTONITE BARRIER WALL AUGNMENT, PER (SEE NOTE 1) / /BENTONITE HYDRATION POND (SEE NOTES 7 ANDS) EXISTING ZILDING . . • .. \ n -IA f• 4- iNCH. SANHART SEWER 7 PROCESS DRAINAGE LINE (SEE NOTE 10) ,v...STA: 6+20.96 WATER (SEE NOTE 6) N 193515.81 E 1637128.38 2-INCH WATER 4-INCH WATER ROCESS DRAINAGE LINE (SEE NOTE 10) 6-INCH WATER 6-INCH STORM DRAIN STA: 20+16.94 N 193317.10 E 1636630.75 10-NCH giVAND8ZIN O) SOIBENTONITE BARRIER PER (SEE NOTE 1) STORM, DRAIN 6 - INCH iWATE 6-INCH WATER AREA • - - . ' P '''''''''':" v.,...,:z- a . lituovt-AND :a EPLACE -.I- RON dr. EXIST. BERM A5 REQUIRED FOR TRUCTION OF WALL EXCESS STOCKPILE AREA (SEE NOTE 11) :.2. . .— . ...-, .,. —.• ! w. 0 EXISTING BUILDING EXISTING BUILDING ADDITIONAL UTILITIES, .' THAT ARE NOT SHOWN. . ... '..,,,,___. .... .. ._ . ___. 1.441' EXIST IN THIS AREA. NSTA1.:9382.8560.35(SEE NOTE :E) ADDITIONAL UTIUTIES MAY INCLUDE WATER, SANITARY E 16371242' ▪ SEWER. ELECTRIO•rcONDUITS. '-'-.. - -1-- AND PROCESS rORAINAGE LINES PROCESS DRAINAGE ....- _ - ... STORM DRAIN CAB.A•pl:•65 .... - • STk 10+30.45 N 193178.60 (SEE NOTE 5) 6-INCH WATER • ± WATER 38-INCH STORM DRAIN REMOVE EXISTING TANK FOUNDATIONS AS REQUIRED IMPERMIX BARR▪ IER WALL. PER (SEE NOTE 1 8-INCH ..111DRM DRAIN (ABANDONED) 8 - INCH STORM DRAIN (ABANDONED) ± PROCESS DRAINAC4- LiNE AND CATCH BASIN (SEE NOTE 10) + LEGEND se ...mi. 40 FOOT RIVER INea■mmos.. 100-FOOT LOW IMPACT 200-FOOT HIGH IMPACT STA.. 16+25.29 N 192940.81 E 1636731.82 NNo. -t- ep -t- L REMOVE AND REPLACE PORTION OF EXIST. BERM AS REQUIRED FOR CONSTRUCTION OF WALL 6 STORM DRAIN REMOVE EXIST. BERM EMOVE EXIST. WALL REMOVE EXIST. RAILROAD TRACKS AS REOUIRED IMPERMIX BARRIER WALL PER (SEE NOTE 1) 0 • I 1 100 200 SCALE IN FEET RECEIVED lAtiG 2 9 2002 COMMUNITY DEVELOPMENT amec° AMEC EARTH AND ENVIRONMENTAL, INC. 11335 N.E. 122nd Way, Suite 100 ICrldand, WA, U.SA. 98034-6918 FORMER RHONE-POULENC SITE LIMITS OF RIVER ENVIRONMENT TUKWILA, WASHINGTON FIGURE -rte BARRIER WALL AUGNMENT m X — X 1 1 1 1 1 1t 1 11 1 1 u N 193,500 -- N 193,000 BARRIER WALL AUGNMENT ▪ \ t i FILENAME: 0: \Geo \RCIE \design \REV1 \4- GWRC.dwg EDIT DATE: 07/11/02 AT: 1324 II 1 MW -A7 • ; • • cm-a 13-3-021- MW-G02 kGTe 1 - GT1A Q) B-2-02 EXISTING BUILDING -T- GROUNDWATER PRE - TREATMENT SYSTEM O 9 ,11—* —4* 0 BAD2 x •DM -4 is 9 MW ■ o EXISTING BUILDING / iii / /i. � „ /. - . r . . ; ,, - ; X-/I ; i is !,.:-..1/ MWa 2 BARRIER WALL AUGNMENT B48 -02 , , , . B-6A-02 DM-5 u L • - ■ M' -34 MW -14 - • -• -- -' MW -20 • -• • .fy : . . 4T-. B5 as B-7-02 I 1 APPROXIMATE LOCATION OF • KCDNR UFT STATION ` ATER, tH11 MW -13 MW37■ MW-12 MW-19 • H11 • H1 A\ MW-18 MN --;6A 0 EXISTING BUILDING EXISTING BUILDING -DMIA ■ STAT MW-31 MW MT-32 w 0 TX D3.7 - ••• ,� /2 Y , *')/ II m MW-20 MW -3D MW -29 L . %v.- ; • ;555,5/ x WRIER WALL ALIGNMENT Lit = 50' 50 0 100 NOTES 1. EXISTING MONITORING WELL LOCATIONS WITH ABOVE GRADE COMPLETIONS THAT ARE WITHIN 15 -FEET OF THE BARRIER WALL ALIGNMENT SHALL BE DECOMMISSIONED IN. ACCORDANCE WITH STATE OF WASHINGTON WELL ABANDONMENT REGULATIONS. CONTRACTOR SHALL TAKE ALL REASONABLE PRECAUTIONS TO PROTECT ALL OTHER MONITORING WELL LOCATIONS - THE CONDITION OF ALL OTHER MONITORING WELL LOCATIONS SHALL BE MONITORED FOR DAMAGE FOR THE DURATION OF THE WORK. 2. MONITORING WELLS CONSTRUCTED IN THE VICINITY OF THE SOUTH WEST CORNER OF THE BARRIER WALL ALIGNMENT SHALL HAVE AN ABOVE GROUND COMPLETION. ALL OTHER MONITORING WELLS SHALL HAVE A BELOW GROUND COMPLETION. 3. THE PROPOSED NEW MONITORING WELL LOCATIONS ARE APPROXIMATE. NEW MONITORING WELLS SHALL BE CONSTRUCTED WITHIN 30 -FEET OF THE BARRIER WALL AUGNMENT. THE EXACT LOCATION OF EACH MONITORING WELL SHALL BE DETERMINED IN THE FIELD BY THE ENGINEER. 4. WHERE POSSIBLE, ELECTRICAL CONDUITS SHALL BE CONSTRUCTED IN THE SAME TRENCH AS THE RECOVERY WELL AND TREATMENT SYSTEM DISCHARGE PIPING. ELECTRICAL CONDUITS SHALL BE CONSTRUCTED WITH MINIMUM 2 -FEET COVER AND 1 -FOOT OFFSET FROM THE RECOVERY WELL AND TREATMENT SYSTEM DISCHARGE PIPING. LEGEND - RECOVERY WELL AND TREATMENT SYSTEM DISCHARGE PIPING (REDUNDANT PIPING), PER SHEET 14 AND DETAILS es & a A --- ELECTRICAL CONDUIT (SEE NOTE 4) GROUNDWATER RECOVERY WELL PER DETAIL 5 9 U UPPER ZONE MONITORING POINT PER DETAIL e 9 L INTERMEDIATE / LOWER ZONE MONITORING POINT, PER DETAIL O PROPOSED MONITORING WELL LOCATION ® ®O FOR EXISTING W LL THAT MAY BE USED • MONITORING WELL TO BE INSTALLED IMMEDIATELY AFTER BARRIER WALL CONSTRUCTION ELECTRICAL LEGEND O 1" CONDUIT WITH 3 CONDUCTOR WELL PUMP CABLE (BY PUMP MANUFACTURER) AND 1" CONDUIT WITH (1) TSPfl22 01" CONDUIT WITH (2) TSP #22 ® ASSUMED LOCATIONS OF MW -1 AND MW -2. ACTUAL CONTROL WFI15 TO BE DETERMINED AFTER INITIAL WATER LEVEL MONITORING IS COMPLETED. 4® 1" CONDUIT WITH (3) 12AWG O WP RECEPTACLE FOR DECONTAMINATION SUMP PUMP. REFERENCES REVISIONS REVISIONS TITLE NO. BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE AS SHOWN INIT. DATE DESIGNED BY: J. GROSS DRAWN BY: B. HRXJIANN CHECKED BY: D. HAWK APPROVED BY: L MsGAUHE7 FILE: P'gect on sEn...Aa Fquras\29942-KAU -deg uRs 1501 4th A., ., SSW- 1400 Seattle, WA 08101-1810 Telephone (000) 410 -0700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY DATE IiYDRAULIC CONTROL INTERIM MEASURE TUKWIA, WASHINGTON JOB N0. 53- 01000496.00 GROUNDWATER RECOVERY SYSTEM REVISION DRAWING NO. 4 NORTH END OF BERM 20 10 tY1 0 - 10 tjt 30 tri 1- "E -ao re 0- -50 -60 - 70 SOUTH BARRIER WALL (STA 16+25.29) EXISTING GROUND SURFACE GT-4 (11' E DM-2A (10' W) Ft (2' E) GT-3 (2 Vi) H1 (3' E) J1 (3' 0) L1 (4' E) Ni (5' E) 20 10 z ; -10 0 -20 tsi Id -30 -40 Et CL -50 0- "C -60 70 UPPER AQUIFER go-7 ZONE 12-3 343-27 1 11 279-n-26 .... 30-3 0 1111 INTERMEDIATE/J_ONER_____ ZONE ....... UP-ER AQUITARD .145 105-13 380-32 102 19 310.-26 260-14 nd-nd 13 GT-2 1.2. 43=6 18▪ 1 21 180-21 560-20 r2 118 14 203-14 50 nd 70-,d 277-20 174-26 50-nd 150-13 31 to 200-20 190-19 110 12 10-nd 23 ent-nd 20-6 70-6 13 5 31-nd ..■50N031 .J0,-- od. .......: ens 47.-.10 27-18 20-18 90-nd .3 5/15/80 P1 (5' E) Ri (6' E) 2 1111 1111 5/0/05 320 38 120 12 29-04 20-18 290-10 (a' 0) . „d.UPPER. AQUIFER. ,0 =. 39-00 ZONE 30-5 Lel 40-nd 10-ml 10-nd • . --...-.-• nd-nd -----m----.-- - 50-nd ed- nd 340-16 IZ 00-04 INTERMEDIATE/LOWER c.) ZONE ............. .......... BOTTOM OF ... UPPER AOUITARD BARRIER WALL SUBSURFACE PROFILE WEST WALL (LOOKING WEST)0 .1' = 20' 10 0 20 HORIZONTAL VERTICAL • ea i'• ' NORTH BARRIER WALL Ia (STA 0+00) 1 V1 X1 Z1 (4' 0) (0' 0) 1 W) ----- 20 B-1-02 UPPER AQUIFER nd nd .00 /14-00 00 -04 - 19 ▪ 00-00 • nd ne-nd (3 nrr-- 101/122 -2 UPPER AQUIFER -5 101 ------------ 13 nd-nnd --- ------ ---- --- --- nel■ INTERMEDIATE/LOWER ------- --- nd-nd ZONE BOTTOM OF BARRIER_WALL_ 'T- UPPER AQUITARD 20+00 21+00 FILENAME: 0: \CoARCIEVIesign\ REV1\5-profilos-lrara EDIT DATE: 07/11/02 AT: 1425 22+00 rar -70 110 - 10 • I L; - 0 - 30 La U./ - 40 M -1-50 (Ci. - 60 SUBSURFACE PROFILE WEST WALL (LOOKING WEST)CD 1" n 20' 10 0 20 HORIZONTAL n VERTICAL 23+00 a' < 20 10 0 -10 - 20 -30 - 40 - 50 -60 70 APPROXIMATE ELEVATION IN FEET GEOPROBE DESIGNATION _„DISTANCE/DIRECTION 111 PROBE PROJECTED (3 0) ILE . COPPER CONCENTRATION (149/1) EXISTING GROUND SURFACE (APPROXIMATE) 15 "/- LEAD lel Ile CONCENTRATION 115 35/ (j49/I) 277 38 204 38 DETECTION LIMIT 2 DETECTION UMiT VARIES FROM 13 6 VARIES FROM 2 TO 10 pg/I 1 TO 10 pill "nd" = NOT DETECTED GEOPROBE LEGEND (FOR DRAWINGS 5, 6 AND 7) NTS BORING DESIGNATION ./..-1STANCE/DIRECTION BORING GT-4 ,. 7' PROJECTED TO PROFILE W STANDARD PENETRATION 1 BLOWS/INCHES DRIVEN TEST, BLOWS/FOOT OR rem •• . I. 11111 ,., DAMES & MOORE SAMPLER, • • I lill 1 , . 1 BLOWS/FOOT OR '1111 GRAPHICAL LOG BLOWS/INCHES DRIVEN 140-POUND HAMMER)-'' WITH_Zi i C(SLASESSIFIOCAIL TION LEGEND) WATER LEVEL (AT TIME OF DRILLING) INTERPRETED GEOLOGIC CONTACT va.A. DATE COMPLETED NOTE: WOR = WEIGHT OF RODS BORING LEGEND (FOR DRAWINGS 5. SAND 7) NTS NOTES FOR DRAWINGS 5, 6, AND 7: 1. SUBSURFACE CONDITIONS ARE KNOWN ONLY AT THE BORING LOCATIONS; VARIATIONS BETWEEN THE GEOLOGIC INTERPRETATION SHOWN ON THESE PROFILES AND ACTUAL SUBSURFACE CONDITIONS MAY EXIST. 2. THE WALL PROFILE SHOWN ON THESE PROFILES IS APPROXIMATE. THE ACTUAL DEPTH OF THE WALL WILL BE DETERMINED IN THE FIELD BY THE ENGINEER, AND SHALL BE BASED ON EXCAVATED MATERIAL CONSISTENT WITH THAT ENCOUNTERED WITHIN THE UPPER AQUITARD UNIT IN THE GEOTECHNICAL BORINGS. 3. THE TRENCH SHALL BE EXCAVATED FULL-DEPTH (TO A POINT 2 FEET BELOW THE TOP OF THE UPPER AQUITARD) BETWEEN THE STATIONS NOTED ON THE PROFILES AND ALONG THE ALIGNMENT SHOWN ON DRAWING 3. 4. THE SOUTH AND WEST BARRIER WALLS SHALL BE CONSTRUCTED USING VIBRATING BEAM METHODS. THE NORTH AND EAST BARRIER WALLS SHALL BE CONTRUCTED WITH SLURRY TRENCHING METHODS. 5. FOR DETAILED BORING LOGS SEE THE IMCWP. 6. DATA FROM APPROVED HCIM WORK PLAN AND JUNE 2002 URS GEOTECHNICAL INVESTIGATION. SOIL CLASSIFICATION LEGEND (FOR DRAWINGS 5, 6 AND7) TYPICAL NAMES ,.... ..-1 7. • Mr IINII gnash, grand-sand midures grade:Iran GP ■:1`1 . „ Poorly "odd growth, grand-sand mbiand Gm ! - , sray wank, grood-sand-rala maks= GC II!'.4. Cl,., Farah, ,,._.J rraduns SW !:.:. Mal graded sands, gamily scads sp :::,..7. si.s: Poorly sanded sands, graralty sands s. : SON sand. sand-al raiders' SC p. .' - Ckrysy rands, sand-day ratelnras ML ) mariefiniallad:174:; antedelgids.phar ct /fir/ z Inorgank days of low to mann plodldly, grandly days, sandy days. raty cloys. Nan daps 0L .: :. Organic days ond organic only cloys of kw plastiolty mH vaAtacenIcAsous or dkdomoesson Hoe sandy Of CH / imr90111" Mays TA IMO PinadIrr fat d.r. OH 74, Oros, days of moll= to MO 'kali*, manic silts PT if/s(s s ts es Is... Pool and °this *My organic sc4b REFERENCES REVISIONS NO. BY. DATE DESCRIPTION NO. BY. DATE REVISIONS DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: AS SHOVA4 INIT. DATE DESIGNED BY: J. CROSS DRAWN BY: B. HILLYANN CHECKED BY: D. HAN( APPROVED BY: L IleGAUGHEY FILE: Proysot on SCAL-Ara r.\29942-PROratz6rasg URS 1501 4th Avenue. ite. 1400 Scottie. WA 95101-1616 Telephone (206) 438-8700 RCI ENVIRONMENTAL INC. FORMER RHONE POULENC FACILITY DATE: HYDRAULIC CONTROL INTERIM MEASURE TUKWILA, WASHINGTON JOS NO. 53-01000496.00 SUBSURFACE PROFILES (SHEET 1 OF 3) REVISON DRAVANG NO. 5 20 10 0 z z -10 0 -20 -30 M -40 x 0 a -50 a —60 70 20 10 0 z z -10 0 -20 -30 W M -40 O 0 CL -50 a - 60 - 70 NORTH BARRIER WALL I (STA 5 +23.27) TURNING POINT (STA 6 +20.96) 8-5-02 3 1/1 2 I i WEST BARRIER WALL (STA 0+00) 50'S 6/10/02 r INTERMEDIATE /LOWER ZONE tLBOTTOM OF 1 BARRIER WALL 6 +00 EXISTING GROUND SURFACE •(20' WJ EXISTING GROUND SURFACE UPPER AQUIFER ZONE 6/1—/02 7 +00 UPPER AQUITARD TURNING POINT (STA 8 +50) SOUTH BARRIER WALL t (STA 10 +30.45) 7-02'' 5' W) (3' 9 3i;: 4 2 • 101 - -- INTERMEDIATE /LOWER ZONE . � x 2611, T1+0(i 6/1 /02 SUBSURFACE PROFILE EAST WALL (LOOKING EAST) O 3 = 20' 10 0 20 HORIZONTAL = VERTICAL BOTTOM OF BARRIER WALL - 9 +00• • wd= 1 6/13/02 ...... ._. _ _._. .. ... .. _ .._,_— _. .. ._. .. EXISTING GROUND SURFACE 10400 NOTES 1. SEE DRAWING 5 FOR GENERAL NOTES, GEOPROBE LEGEND, BORING LEGEND AND SOIL CLASSIFICATION LEGEND. e EAST BARRIER WALL (STA 5 +23.27) -B-2-0S 2 -0 10' S &4-02 49 S B-5-02 5 won 6/1 /02 L. - --I1 RMEDIATE /LOWER ZONE _— - UPPER AQU1TARD UPPER AQUIFER ZONE BOTTOM OF BARRIER WALL 0 51 6/14/02 6/1702 UPPER AQUITARD UPPER AQUIFER ZONE ---------- "- - - - -. — -- - - INTERMEDIATE /LOWER --- ---- -L - - ZONE BOTTOM OF '�- -BARRIER WALL _ -. UPPER AQUITARD FILENAME O: \Geo \RCIE\des5^ \REV1 \WoffI6s -3.d+9 EDIT DATE: 06/28/02 AT: 16:05 1 +00 2 +00 3" +a0 SUBSURFACE PROFILE NORTH WALL (LOOKING NORTH) C 3 10 0 20 HORIZONTAL = VERTICAL 6/1/02 4 +00 • 6/14/02 f> +00 REFERENCES TILE REVISIONS REVISIONS NO. BY. DATE DESCRIPTION NO. BY. DATE • DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: AS sHOVM INIT. DATE DESIGNED BY: ,I GROSS DRAWN BY: B. H0.IMANN CHECKED 8Y: D. HAW APPROVED BY: L. McGAUGHEY FILE: Project on SEA2. -AGI Fiylrce, \29942- PROFILESdw9 1601 4tn Avenue. Ste. 1400 Seattle. WA 08101 -1616 Telephone (206) 498 -2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY DAIS: HYDRAULIC CONTROL INTERIM MEASURE TUKWLP WASHINGTON JOB NO. 53- 01000496.00 SUBSURFACE PROFILES (SHEET 2 OF 3) REVISION ORAIING NO. 6 20 10 W 0 z Z -10 z -20 w -30 I- Q —4D 0 CL —50 —60 WEST BARRIER WALL (STA 16 +25.29) EXISTING GROUND SURFACE (20' 5) _._ - -16' S6 N)_ (8' S) GT -5 C4 (25: 5) B6 (22' S) (4' N) 10' N) (16' N) C9 _C6 N) (8' S) —010 D11 D12 - - 5050._... - _50.50._— (2' N) (14' N) - _._...(0' N) (3'.S) GT-6 42 -2 - 21 -1 108 -4 300 -24 3807 a ?_ 370 -30 36- 5 nd -2 -- END OF FULL— DEPTH_.._ TRENCH 1'a 1111' v 2 ( 1111' u4 I 11 ro er s 23 120- nd 60t10 ./12/00 2W -16 UPPER AQUIFER 560.30 510/10 ZONE.._.. 5050 Zm —^a - nxe I.NT_ER.M.EDIATE /_LOWER. ZONE UPPER AQUITARD T. 6• 12 UPPER AQUIFER I50-22 ZONE 5062 20 2 1 160+6 20 #nd 601 nd 10 -n0 TD -na 2- "4 260 -14 16300/2 90/ 5050 _..110/6 20/ - - 120/ -640/1 l ) 2Y 0/13/00 . BOTTOM OF BARRIER WALL UPPER AQU(TARD 5 m SUPPER AQUIFER 50 -6 50 "' ZONE 20 -nd /10-/10 - ---- -` ----. 5050- -77-10 10 -n0 20 -00 24 -4 t0 -na ana -2 .......__. -_. 5050_— ...._.�3.-.-_.- ............ __ _.....__�_� 37 22 30-ne -? M -2 /7 31 -2 n� _. -30-nd 29 39a1� t7 -4 BO -2 0/13/00 INTERMEDIATE/LOWER ZONE .55 UPPER AQUITARD -70 16+00 FILENAME O:\ Geo \ROE\design \REVI \proMes -1.drg EDIT DATE 06/28/02 AT: 16:05 15 +00 14 +00 SUBSURFACE PROFILE SOUTH WALL (LOOKING NORTH 1' = 20' 10 0 20 HORIZONTAL = VERTICAL C EAST BARRIER WALL D3 677 _ _50_50. ._ 5050 E14 (12 N 5, S (2' 5) -n-e /nu 2 /nd ndind 20 /nd 20/ 50/16 _50/0 50/2 (Co/Pe) 5050 __ 5050 5050.__ _5050 5050 I� 1[i (STA 10 +30.45) E15 E16_..— — (3' N) (0' N) y._.._._ _. 50.50 5050.. 5050 5050. 5050 „• UPPER AQUIFER20”` asr ZONE ^d— "a /10 na- -2 20-2 nd-2 30 30-2 INTERMEDIATE /LOWER ZONE z_...._ ......... ▪ UPPER AQUITARD 9/13/00 ad•ne nd-52 ne-2 na -280 na -� 2--2 n0 -14 1 na--na ,M-2 nd-na nd-n0 10-2 ne-rod 30-2 nd-2 11 +00 SUBSURFACE PROFILE SOUTH WALL (LOOKING NORTH (CONTINUED) 10 +00 20 10 W 0 W IL z —10 O -20 - 30 t,1 1- - 40 0 — 50 0- 0_ -60 1. = 20' t0® HORIZONTAL = VERTICAL 13 +00 12 +00 NOTES 1. SEE DRAWING 5 FOR GENERAL NOTES, GEOPROBE LEGEND, BORING LEGEND AND SOIL CLASSIFICATION LEGEND. REFERENCES 1171.E REVISIONS REVISIONS NO. BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: AS SHOWN INIT. DATE DESIGNED BY: J. GROSS DRAWN BY: B. HILLMANN CHECKED BY: 0. HAW APPROVED BY L. MeGAUGHEY FILE: Project on 5042 Ad FIgum\29942- PROF1tES.dog 'CMS 1501 4th lee, Ste. 1400 Seattle. TA 08101 -1010 Telephone (206) 438.2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY HYDRAULIC CONTROL INTERIM MEASURE TUKWLA WASHINGTON DA1E: JOB NO. 53- 01000496.00 SUBSURFACE PROFILES (SHEET 3 OF 3) REVISION DRAIA4G NO. 7 SOL—BENTONITE BARRIER WALL IMPERMIX BARRIER WALL IMPERMIX RESERVOIR SOIL — BENTONITE BARRIER WALL PROTECTION CAP IMPERMIX BARRIER WALL EXTENSION THROUGH CENTER OF SOIL — BENTONITE BARRIER WALL 1' -6" 1' -6" SOIL — BENTONITE BARRIER WALL AND BARRIER PROTECTION CAP IMPERMIX /SOIL — BENTONITE BARRIER WALL CONNECTION NTS IMPERMIX BARRIER WALL EXTENSION (SEE NOTE 4) 4° MIN CLASS A ASPHALT CONC PAVEMENT FIN! IMPERMIX BARRIER WALL PER TEMPORARY STORMWATER DIVERSION BERM (SEE NOTE 1) GRADE 6" MIN CRUSHED SURFACING BASE COURSE ( WSDOT 9- 03.9(3) COMPACTED FILL (EITHER GRAVEL BORROW, WSDOT 9- 03.14(1), MODIFIED FOR GEOSYNTHETICS; OR COMMON BORROW, WSDOT 9- 03.14(2), MODIFIED FOR GEOSYNTHETICS.) GEOTEXTILE, 7 1/2 —FOOT MIN. WIDTH meo'oDC. o Av- 4-m-Dc SOIL— BENTONITE BARRIER WALL BARRIER WALL PROTECTION CAP WHERE SUBJECT TO TRAFFIC LOAD NTS OVERLAP ENDS OF GEOGRID BY AT LEAST 1' -6° MIN OVERLAP AT EDGE OF PROTECTION CAP GEOGRID TO WRAP AROUND TOP 1' -0" THCKNESS OF COMPACTED FILL. 0 1' -0° TYP 1' -0° TYP TEMPORARY STORMWATER DIVERSION BERM (SEE NOTE 2) 20' -0" MAX. TEMPORARY STORMWATER DIVERSION BERM (SEE NOTE 1) 20' -0" MAX. FINISHED GRADE ANIL COMPACTED FILL (TYP) 20' -0° MAX. SAW CUT (WHERE REQUIRED) BARRIER WALL PROTECTION CAP PER MIN MIN AREA CONTAINED ff— BY BARRIER WALL UNDISTURBED EARTH BARRIER WALL SOIL — BENTONITE TRENCH BACKFILL AREA OUTSIDE BARRIER_ lam— WALL CONTAINMENT OP OF UPPER AQUITARD APPROX. 2' -0" TYPICAL SECTION THROUGH SOIL — BENTONITE BARRIER WALL NTS 20' -0" MAX. 4" MIN CLASS A ASPHALT CONC PAVEMENT UNDISTURBED EARTH COMPACTE FILL (TYP) 6" MIN CRUSHED SURFACING BASE COURSE ( WSDOT 9 -03. 9(3)) IMPERMIX RESERVOR 0 BARRIER WALL 1' -0" MIN (SEE NOTE 2) 2' 0° MIN TEMPORARY STORMWATER DIVERSION BERM (SEE NOTE 1) FINISHED GRADE 0' -6" MIN (APPROXIMATE) SELF— HARDENING IMPERMIX SLURRY TOP OF UPPER AQUITARD APPROX. 2' -0- TYPICAL SECTION THROUGH IMPERMIX BARRIER WALL NTS NOTES; 1. CONSTRUCT TEMPORARY STORMWATER DIVERSION BERM OUTSIDE THE BARRIER WALL ALIGNMENT PRIOR TO START OF ANY OTHER CONSTRUCTION. EXISTING BERMS THAT SATISFY THE MINIMUM REQUIREMENTS FOR THE TEMPORARY STORMWATER BERM MAY BE USED WITH THE APPROVAL OF THE ENGINEER. REMOVE THE TEMPORARY STORMWATER DIVERSION BERM AFTER CONSTRUCTION OF THE BARRIER WALL AND PAVEMENT RESTORATION. 2. INSTALL TEMPORARY STORMWATER DIVERSION BERM IN THE AREA CONTAINED BY THE BARRIER WALL TO THE EXTENT NECESSARY TO ISOLATE TRENCH SLURRY FROM THE ON —SITE STORMWATER COLLECTION SYSTEM. THIS BERM MAY BE MOVED PROGRESSIVELY AS THE SLURRY TRENCH IS CONSTRUCTED. 3. WHERE PARTIAL DEMOLITION OF EXISTING ASPHALT PAVEMENTS OR CONCRETE SLABS AND FOUNDATIONS IS REQUIRED FOR CONSTRUCTION OF THE BARRIER WALL, PAVEMENT RESTORATION SHALL EXTEND OVER THE FULL EXTENT OF THE DEMOUTION FOOTPRINT. 4. EXTEND IMPERMIX BARRIER WALL 8' -0" INTO SOIL— BENTONITE BARRIER WALL. IMPERMIX BARRIER WALL EXTENSION TO BE OVERLAIN BY SOIL — BENTONITE BARRIER WALL PROTECTION CAP (SEE DETAIL 2/8). REFERENCES REVISIONS REVISIONS TITLE NO. BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE ASS OWN INIT. DATE DESIGNED BY: J GROSS DRAWN BY: B. HOlMANN CHECKED BY: D. HAWK APPROVED BY: L MAGMA/4E7 FILE: Project as SLA2�AGI f-gwea\29942- WALL- DTIdaq URS 1501 4th Aaaai », Sta. 1400 Seattle, WA 86101 -1616 Telephone (205) 456 -2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY DAIS HYDRAULIC CONTROL INTERIM MEASURE • TUKWILA, WASHINGTON JOB NO. 53- 01000496.00 BARRIER WALL DETAILS REVISION DRAWING NO. 8 � GROUND ORIO FOR COMPLETION SURFACE SEE (E) OR FOR COMPLETION r GROUND SURFACE .4' 0" HINGED PROTECTIVE LID SEE U FOR COMPLETION GROUND SURFACE — 10 — 20 —30 —40 TYPE 1/0 PORTLAND CEMENT GROUT W/ 2 % -3% BENTONITE BY WIEGHT 2 FT 3/8" DIAMETER BENTONITE PELLETS HYDRATED FOR 45 MIN BEFORE GROUTING 2° DIAMETER SCH 40 PVC, FLUSH— THREADED CASING 20 FT 2" DIAMETER SCH 40 PVC 0.010" SLOTTED FLUSH— THREADED COLORADO 10/20 SAND SURGED DURING EMPLACEMENT UPPER ZONE GROUNDWATER MONITORING WELL NTS H -20 TRAFFIC —RATED FLUSH MONUMENT (12 "0 MIN) 6" DIAMETER STEEL CASING 3/8" DIAMETER WEEP HOLES, 2 REQUIRED, 180' APART (ON INTERIOR 6" STEEL CASING) 2" WELL CEMENT BENTONITE GROUT TYPE I /II PORTLAND CEMENT GROUT W/ 2% -3% BENTONITE BY WIEGHT LOCKING HASP PROVIDE LOCK (HEAVY DUTY) W /MASTER KEY PROTECTIVE BOLLARD, PER 3 PER WELL FEET BELOW GROUND SURFACE —10 LOCKING COMPRESSION CAP W/ LOCK 0 v 2" DIAMETER SCH 40 PVC, FLUSH— THREADED CASING 12° DIAMETER STEEL PROTECTIVE CASING —20 3/8" DIAMETER WEEP HOLE READY MIX CONCRETE —30 —40 —50 —60 r2' 0" MIN 1- 6.5 "'I 2 FT 3/8" DIAMETER BENTONITE PELLETS HYDRATED FOR 45 MIN BEFORE GROUTING 10 FT 2" DIAMETER SCH 40 PVC 0.010" SLOTTED FLUSH — THREADED COLORADO 10/20 SAND SURGED DURING EMPLACEMENT INTERMEDIATE /LOWER ZONE GROUNDWATER MONITORING WELL NTS 6" FILL HINGE CAP W /LOCKING DEVICE FINISHED GRADE PROVIDE LOCK (HEAVY DUTY) W /MASTER KEY PVC LOCKING COMPRESSION CAP W/ LOCK 6" (MIN) 5/8" MINUS CRUSHED ROCK (WSDOT 9- 03.9(3)) GROUNDWATER MONITORING WELL SUBGRADE COMPLETION NTS CEMENT BENTONITE GROUT -- 1' -6" MIN GROUNDWATER MONITORING WELL ABOVE GRADE COMPLETION OW GROUND SURFACE GROUND SURFACE m 1" PVC COMPRESSION COUPUNG —10 — 20 —30 —40 — 50 9 5/8" 1" DIAMETER SCH 40 PVC, FLUSH— THREADED CASING TYPE I /II PORTLAND CEMENT GROUT W/ 2% -3% BENTONITE BY WIEGHT HYDRATED 3/8" DIAMETER BENTONTE PELLETS 6" DIAMETER SCH 80 PVC, BLANK CASING 1" DIAMETER SCH 40 FLUSH— THREADED 10 —SLOT SCREEN 20 FT JOHNSON 6 "— DIAMETER 316L STAINLESS STEEL 30 —SLOT VEE —WIRE SCREEN COLORADO 10/20 SAND PACK SURGED DURING EMPLACEMENT 6" DIAMETER SCH 40 PVC; FLUSH— THREADED END CAP GROUNDWATER RECOVERY WELL NTS LOCK BOX. PROVIDE LOCK (HEAVY DUTY) W /MASTER KEY 1 /2" X 12" PIPE (TYP) FOR DRAINAGE SPILL CONTAINMENT BOX WITH COVER (H -20 RATED) 363 — 42" 1" DIA SCH 80 PVC PUMP DISCHARGE T 1' -0" CONCRETE ELECTRICAL CONDUIT 1' -0" DRAINAGE PEA GRAVEL PVC SPIGOT FLANGE 1' -6" CONCRETE JUNCTION BOX ABOVE WELL 1" 90" ELBOW, SCH 80 PVC, GLUE TO FLANGE EYE BOLT THROUGH FLANGE PVC BOLTED BLIND FLANGE LOCKING COMPRESSION CAP WITH LOCK 2' -6" SEAL CABLE PASS THROUGH PUMP POWER / CONTROL CABLE CEMENT BENTONITE GROUT �— — 9 5/8" ---� GROUNDWATER RECOVERY WELL COMPLETION NTS EEP HOLE CHAIN TO SUPPORT PUMP 6" DIA SCH 80 PVC BLANK CASING 1" DIA SCH 80 PVC NATIVE SOIL SOUNDING TUBE REFERENCES TITLE REVISIONS REVISIONS NO. BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: AS SNOwN INIT. DATE DESIGNED BY: J. GROSS DRAWN BY: 0. NILLNANN CHECKED 8Y: D. HANK APPROVED 8Y: L YcCA4KatEY FILE: project co SEAT.. -000 P9urts\29942-00- 07Ldwg I 1601 4th Anmne, Ste. 1400 Seattle, NA 00101 -1010 Telephone (200) 408 -2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACIUTY DALE: HYDRAULIC CONTROL INTERIM MEASURE TUK WM WASHINGTON .OB N0. 53- 01000496.00 GROUNDWATER RECOVERY SYSTEM DETAILS (SHEET 1 OF 2) REVISION 0RAw610 NO. .9 V /Vrt W\02- 00 -an4.q TRACER WIRE(ABOVE EACH PIPE AND CONDUITS) 4" MIN CLASS A ASPHALT CONC PAVEMENT FINISHED GRADE BACKFILL COMPACTED TO 957; MAXIMUM DENSITY, IN 6' MAX UFTS. MIN 2' -0' DEPTH (SEE NOTE 1 BEDDING MATERIAL ELECTRICAL CONDUITS figln- 1' -6" SAW CUT (WHERE REQUIRED) EXISTING SURFACE MIN CRUSHED SURFACING BASE COURSE ( WSDOT 9- 03.9(3)) 12" TYPICAL TRENCH DETAIL NTS NOTE 1. ALL DENSITIES SHALL BE AS DETERMINED BY MODIFIED PROCTOR (ASTM D1557). 12" (OUTSIDE DIAMETER) 4" MIN. FINISHED GRADE WELDED STEEL CAP PLATE _L_1 /2" 4 "0, SCH 40 STEEL PIPE POST, (SEE NOTE 1) POURED IN PLACE CONCRETE, (SEE NOTE 1) 5/8° 0 X 8° LONG STEEL ROD UNDISTURBED EARTH BOLLARD 4" MIN NTThTC� S� 1. BOLLARD SHALL BE HOT DIPPED GALVANIZED AFTER FABRICATION TO CONFORM WITH ASTM A123. BOLLARD SHALL BE PAINTED 'TRAFFIC YELLOW" COLOR EXTERIOR ENAMEL. CONCRETE FOR BOLLARD FOUNDATION SHALL ACHIEVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 2,500 PSI. CONTAINMENT BERM, MIN 6° HIGH SPARE N2 CYLINDER W/ SUPPORT N2 CYLINDER W/ SUPPORT S PARE GAC CANISTER EXISTING INTERIOR BUILDING WALL MOTOR STARTER WELL PUMP CONTROLLERS LOAD CENTER PLC LEXISTING BUILDING WALL 6" MIN CRUSHED SURFACING BASE COURSE ( WSDOT 9- 03.9(3)) 12' 0" ACCESS ON SOUTH SIDE OF BUILDING NOTE: REFER TO DRAWING 14 FOR PIPING DETAIL. GROUNDWATER PRE — TREATMENT SYSTEM SCHEMATIC DETAIL NTS COMPACTED FILL (EITHER GRAVEL BORROW, WSDOT 9- 03.14(1), MODIFIED FOR GEOSYNTHETICS; OR COMMON BORROW, WSDOT 9- 03.14(2), MODIFIED FOR GEOSYNTHETICS.) GEOTEXTILE, 6 FOOT MIN. WIDTH iX1D; e _ . - �r r.r �: e'er- 'i_�si n•�'�'�_a >•�'� -'.- 1' -6" GRADE SOIL - BENTONITE BARRIER WALL BARRIER WALL PROTECTION ;CAP WHERE NOT SUBJECT TO TRAFFIC LOAD NTS RECEPTACLE (3) EPDXY SEALANT ON FLOOR FOR CONTAINMENT. SEAL JOINT AT BERM /FLOOR AND FLOOR /WALL INTERFACE UNDISTURBED EARTH' 0 REFERENCES TIRE REVISIONS REVISIONS NOS BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: AS scam INIT. DATE DESIGNED BY: J. GROSS DRAWN BY: a H0LMANN CHECKED BY: D. HAWK APPROVED BY: L NccauGHEY ALE: URS 1501 tth 'Avenue. St. 100 Seattle. it, 90101 -1510 Telephone (200) 4352900 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY DATE: HYDRAULIC CONTROL INTERIM MEASURE TUKWR/. WASHINGTON JOB NO. 53 -01000496.00 GROUNDWATER RECOVERY SYSTEM DETAILS (SHEET 2 OF 2) REVISION ORAWDDC NO. 10 WOOD PLANKS ADJUSTED TO ACCOMODATE TRACK WIDTH OR WHEEL WIDTH GRADE SURFACE TOWARD SUMP 12 PERFORATED PIPE SUMP WITH SUBMERSIBLE PUMP a7:1 `mT n.I, "4"` ¢ EOUIPMENf DECONTAMINATION AREA DETAIL NTS 12" PERFORATED PIPE SUMP WITH SUBMERSIBLE PUMP (WHERE SHOWN) POLYFLEX HDPE DRAINAGE EQUD TP QUAL, PLACED OF PVC UNER 1' -0• VC UNER TO EXTEND OVER BERM 40 MIL (MIN) CONTINUOUS PVC UNER OVER CLEARED, GRADED AND COMPACTED SOIL OMPACTED 1' -0" x 1' -O" MIN EARTH BERM ANCHOR TRENCH TYPICAL BERM SECTION Nis BOUNDARY OF CONSTRUCTION AREA EXISTING GROUND 6° MIN CRUSHED STONE \ 50' MINIMUM PROFILE NOTES: 1. PROVIDE APPROPRIATE TRANSITION BETWEEN STABIUZED CONSTRUCTION ENTRANCE AND PUBUC RIGHT —OF —WAY. POLYFLEX HDPE DRAINAGE NET 200 OR APPROVED EQUAL, PLACED ON TOP OF PVC UNER gRu WOOD PLANKS OR UMBERS 40 MIL (MIN) CONTINUOUS PVC UNER OVER CLEARED, GRADED AND COMPACTED SOIL 2. THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHT —OF —WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL STONE OR ADDITIONAL LENGTH, AS CONDITIONS DEMAND, AND REPAIR AND /OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED, OR TRACKED ONTO ROADWAYS WILL BE REMOVED IMMEDIATELY. STABILIZED CONSTRUCTION ENTRANCE NTS COMP EARTH STEPPED WOOD PLANK (TYP) 4MPACTED / EARTH RAMP BERM '-:S.s%•,';��;5 �` �" TYPICAL RAMP SECTION NIS IUHHI M1 �: ❖., it l 1111111111111 ■ I11I1 U111iil•UE-1111111IIIIC IIIII•UI ■1•11111 111111!! ■u �!�uiii1 I 3" TREATED OR STEEL POST WOOD 10' -0' MAX ELEVATION x 1' -0" MIN ANCHOR TRENCH POST 4x4- W1.4XW1.4 WWF & FILTER FABRIC (BURLAP) -BURY TOE OF FABRIC A MINIMUM OF B' SILT FENCE Nis El I 0 o oW SECTION z z W z 0o z zCC 5 � REFERENCES REVISIONS REVISIONS TITLE NO. BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: AS 940v44 INIT. DATE DESIGNED BY: J. aeons DRAWN BY: a NIU MANN CHECKED 8Y: D. HAW APPROVED BY: L M GMIGHET FILE: Project on SEA2.-AGI Figurtn\29942-DECON.thog IMS 1501 4th *mane. Ste. 1400 Seattle. WA 94101 -1010 Telephone (2001 40-2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACIUTY DATE HYDRAULIC CONTROL INTERIM MEASURE TUKWRA WASHINGTON JOB NO. 53- 01000496.00 DETAILS REVISION DRAMS NO. 11 EXISTING BUILDING PANEL 120/240V 10 T PROVIDE NEW 2 -POLE CIRCUIT BREAKER IN EXISTING PANEL 3/4" C WITH (3) 12AWG (TYPT-N, /- 1_ C (3) 6 AWG (1) 10 AWG 0 0 P -1 P -2 LOAD CENTER A PLC 3/4• C (3) 10 AWG 3/4" C WITH (3) 12AWG (TYP) PUMP CABLE BY PUMP MNFR (TYP) ONE -LINE DIAGRAM SCALE NTS -O 0 0 0 0 W -1 W -2 W -3 PUMP CONTROLLER (TMP) J-BOX AT TOP OF WELL WITH STRAIN REUEF & QUICK DISCONNECT ON POWER CORD (TYP) POLE NO. C.B. AMP POLES SERVICE LOAD KVA TOTAL TYPE A B TYPE TOTAL SERVICE C.B. AMP POLES POLE NO. 1 3 5 7 9 11 13 15 17 19 15 15 30 20 20 20 20 2 2 WELL PUMP W -1 WELL PUMP W -2 PLC CONTROL PANEL FLOW METERS SUMP PUMP RECEPTACLE SUMP PUMP RECEPTACLE SPARE 0.45 0.45 0.45 0.45 2.20 0.20 0.50 0.50 M M M M C C M M 0.90 1.05 2.80 0.50 0.90 1.05 0.80 0.50 iM IM M 0.45 0.45 0.60 0.60 0.60 0.60 WELL PUMP W -3 PUMP P -1 PUMP P -2 15 15 15 2 2 2 2 4 6 8 10 12 14 16 18 20 CONNECTED LOAD PER PHASE LOAD SUMMARY CONN. KVA DEMAND FACTOR DEMAND KVA TYPE "L ": UGHTING LOADS 125% TYPE "C": CONTINUOUS LOADS 2.40 125% 3.00 TYPE "R": RECEPTACLES (FIRST 10KVA) 100X TYPE "R ": RECEPTACLES (OVER 10KVA) 50% TYPE "M ": LARGEST MOTORLOAD 1.20 125% 1.50 TYPE "M ": OTHER MOTOR LOADS 4.90 100% 4.90 TYPE "N": NON - CONTINUOUS LOADS 100% TYPE "K ": KITCHEN LOADS TYPE "S ": SUB -FEED (INCLUDED IN LOADS ABOVE) TOTAL 8.50 9.40 VOLTS:120 /240V. 1PH. 3W MAIN C.B.: 60 AMP BUS:100 AMP POLES: 2Q MOUNTING: SURFACE AIC RATING: IO.000 DEMAND AMPS 39 HIGH LEG CONNECTED AMPS 44 PANEL FEATURES BRKR FEATURES NOTE 1. CONTRACTOR TO LOCATE EXISTING BUILDING POWER PANEL 240V COIL AND TELEPHONE BACKBOARD. VERIFY AVAILABLE SPACE FOR NEW CIRCUIT BREAKER. M I I CR 120V COIL CONTROL DIAGRAM TYPICAL PUMPS P -1 AND P -2 SCALE: NTS MU NE ¢wW.i IR91\R- OS-M4, On LLV[ N /n/@ N: 1144 AUTO 16 RUN CALL N TO PLC LOAD CENTER A SCALE: NTS 0 0 fY5 2= - REFERENCES TR1E REVISIONS REVISIONS NO. BY. DATE DESCRIPTION NO. 8Y. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE AS SHOIIN INIT. DATE DESIGNED BY: J. aesoN DRAWN BY C. NORRELL CHECKED BY: a IOIENOUR APPROVED BY: L iftsAuGHEY FILE: Project on SFA2. \.a Fevre* \29942-ELEC-Oltclog URS 1601 4th Avenoe. iSt.. 1400 Seattle, NA 00101 -1010 Telephone (200) 445 -2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY HYDRAULIC CONTROL INTERIM MEASURE TUKWILA. WASHINGTON JOB 140. 53- 01000496.00 ELECTRICAL ONE -LINE DIAGRAM, PANEL SCHEDULE, AND CONTROL DIAGRAMS REVISION OWNING NO. 12 1 0/ 11 F2 F3 L3 T —STAT F4 L4 F5 15 0 PLC 2 I/O 2 I/o RELAY OUTPUTS AUTODIALER PLC ENCLOSURE POWER DIAGRAM SCALE NTS AUTODIALER PLC I/O DIAGRAM TIRE FAN PANEL RECEPTACLE RECORDER GRAPHIC OPERATOR INTERFACE PLC POWER SUPPLY 24VDC LOOP POWER LT —MW1 LT —MW2 LT —W1 LT —W2 LT —W3 SPARE SPARE FAN ANALOG I/O TERMINAL BLOCKS TB1 POWER TERMINAL BLOCKS �Y WIREWAY (P) 24VDC POWER SUPPLY DIGITAL I/O TERMINAL BLOCKS — LOUVER J AUTODIALER I ESQNI ` TELEPHONE SURGE PROTECTOR (DOOR REMOVED) PLC ENCLOSURE LAYOUT SCALE 1/2' = 1.-0• ANALOG 24VDC _ INPUTS 01 FIT -1 24YDC . °2 0 424VDC_4 0 3 0 PLC I/O DIAGRAM 24VDC: 0 4 0 x24VDCx Y Y 0 5 O SCALE Nis ANALOG INPUTS J, J, 120VAC, CKT A -11 FIT -2 120VAC (MKT A -11 FIT -3 J, 120VAC, CKT A -11 FIT-4 120VAC CKr A -11 SPARE SPARE SPARE PLC I/O DIAGRAM SCALE NTS 0 16 SIDE ANALOG OUTPUTS W -3 SPEED REFERENCE RECORDER PLC I/O DIAGRAM SCALE NTS W -1 COMMON ALARM W -2 COMMON ALARM W -3 COMMON ALARM TANK T -1, FLOATS Nl CYUNDER PRESSURE P-1 RUN P -1 AUTO P -2 RUN P -2 AUTO DIFF. PRESSURE FILTER F -1 DIFF. PRESSURE FILTER C -1 DIFF. PRESSURE FILTER C -2 -11- -11- -I I- LSHH —T1 I LSH—T1 LSL —T1 r -o� o- I b 1 LSLL—To- PSL—N2 r —I 1— A L-0 O- r -11- A L -0 O- PDSH—F1 PDSH—C1 PDSH—C2 DIGITAL INPUTS 0 0 1 0 4 PLC I/O DIAGRAM SCALE NTS PLC I/O DIAGRAM 0 10 0 11 0 12 0 13 0 14 _ _ }W -1 CALL o 1-11-13- —' -1 W -2 CALL P -1 CALL P -2 CALL SCALE: NTS } W -2 CALL O r- U REVISIONS REVISIONS NO. BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE AS SHOWN INR. DATE DESIGNED BY: J. GIBSON DRAWN BY: C. WORRE L CHECKED BY: A. RRENOUR APPROVED BY: L MoGMIGNRY FILE: Project on SEA2 —Vca f igw..\29042- E1E0- ON.do9 1001 4th ama..' Sto. 1400 Seattle. VA 00101 -1010 ?earphone (000)'435 -8700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY WE: HYDRAULIC CONTROL INTERIM MEASURE 1111CWILA, WASHINGTON JOB NO. 53- 01000496.00 PLC CONTROL PANEL LAYOUT AND WIRING DIAGRAM DRAW01G NO. 13 I I I 1 I 1 1 1 1 (8) L "FLOOD Tm! ,r, t IF-1 t PLUGGED AUTO DIALER (8). DRERF ALARMS 120 VAC 120 VAC 000 000 I yy_,� 2' X 1/ 2 SCH 80 1(Vt) cal REDUCER -- 4 2' SCH 80 PVC) 120 VAC /1/2' FM (rep) 1/2' X 1' REDUCER 2' X 1/2' Del REDUCER (4) -4 a Ns CYLINDER OSPHEIRE o m N 1' SCH 80 PVC 2' SCH 80 PVC 1 MW -1 MW -2 INSIDE OUTSIDE Wnwm `" -.m... W -1 L Th W -2 LT W -3 2' X 1/2- REDUCER BURIED PIPING 1/2" X 1' REDUCER W -1, W -2, W -3: T -1: F -1: C -1, C -Z: P -1, P -2: INSTALL LTS IN WI, W3 W2, AND W3 IN SOUNDING TUBES -YR SWAP 1 1/2' SCH 80 PVC MAJOR EQUIPMENT WELL NOS. 1, 2 & 3, WITH SUBMERSIBLE PUMPS. SURGE TANK, WITH NITROGEN BLANKET. BAG FILTER GRANULAR ACTNATED CARBON CANIS1ERa. CENTRIFUGAL PUMPS. P -2 W o VAC w N FM -4 1 1/2' X 1/2' REDUCER 0 1/2' SCH 80 PVC) LEGEND N CHECK VALVE - 01KX1- BALL VALVE, NORMALLY OPEN - DWI- BALL VALVE, NORMALLY CLOSED —=7— FLOWMETER g PUMP P -1 Hi QUICK CONNECT COUPUNG PRESSURE REDUCING VALVE --�- REDUCER m x PRESSURE RELIEF VALVE 0 FIELD MOUNTED eOPERATOR INTERFACE FUNCTION .ivy. FLEXIBLE PIPING DIGITAL SIGNAL ANALOG SIGNAL (4-20 mA) Q RUPTURE DISK FE FI FIT HOA HS u LSH LSHH LSL 1'X2' REDUC ER FLOW ELEMENT FLOW INDICATOR FLOW INDICATING TRANSMITTER HAND-OFF-AUTO HAND SWITCH LEVEL INDICATOR LEVEL SWITCH -HIGH LEVEL SWITCH -HIGH HIGH LEVEL SWITCH-LOW r -C " SCH 880 PVC)- 14:0E}- -2' SCH 80 PVC BURIED PIPING' .988111519.1:105 LSLL LT POSH PI PLC PSL QAL OL SI ST SF METRO UFT STATION LEVEL SWITCH -LOW LOW LEVEL TRANSMITTER PRESSURE DIFFERENTIAL SWITCH -HIGH PRESSURE INDICATOR PROGRA ABLE LOGIC CONTROLLER PRESSURE SWITCH LOW EVENT ALARM LIGHT EVENT LIGHT v t_ SPEED INDICATION z n SAMPLE TAP REFERENCES REVISIONS REVISIONS TITLE NO. BY. DATE DESCRIPTION NO. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: N15 INIT. DATE DESIGNED BY: J. Gauss DRAWN BY: C. WORREIL CHECKED BY: K. TORS011110 APPROVED BY: L M GAIKa4EY FILE: Project on SEA2._\AGI Fgores\29942-pd1DA9 UES b 1001 4t esae. Ste. 1400 9w1N.. IU 90101 -1010 T JOpbotte (3061 439 -2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY DATE: HYDRAULIC CONTROL INTERIM MEASURE TUX A, WASHINGTON AM NO. 53- 01000496.00 PIPING AND INSTRUMENTATION DIAGRAM GROUNDWATER RECOVERY SYSTEM REVISION DRAWING NO. 14 N 193,500 BARRIER WALL ALIGNMENT TEMPORARY STORM WATER BERM (SEE EROSION CONTROL NOTE 6) TEMPORARY STORMWATER BERM (SEE EROSION CONTROL NOTE 6) FIX SILT FENCE TO EXISTING FENCE, PER BARRIER WALL ALIGNMENT TIE SILT FENCE AND TEMPORARY STORMWATER BERM INTO EXISTING BERM 1 f_� N 193,000 8 m w FILENAME: 0: \Ceo \RCIE\daign \REV1 \2- SlTE.dwg EDT DATE: 07/11/02 AT: 13:06 • o DM -3 2-3-02 MW -G02 MAINTAIN EXISTING BERM FIX SILT FENCE TO EXISTING FENCE, PER MW-A04 - W T - r \d- 2-02 �;oa + 3 x-02 TEMPORARY STORMWATER BERM INSIDE BARRIER WALL ALIGNMENT (SEE NOTE 7) BM#1 APPROXIMATE LOCATION EXISTING BUILDING (SEE NOTE 12) T •-.J MW.11 �' iv 1 MW -13 - any -28 O CONCRETE O -1WALL i I-� 1 H1 EXISTING BUILDING 1 \ 1 1 -r SILT FENCE CHECK DAMS (SEE EROSION CONTROL NOTE 9) • MW-EW2 1 0-69-02 ARRIER WALL AUGNMENT DECONTAMINATION + CONSTRUCTIO, 1 AREA PER �77121-02T 1 N () 0' l EN9RANCE ER MW- j -19 ti .rereeeeeeeeeeee4 4 , // / / / / //.i// eeeeeeeeeeeeeeeeieeeeexeeee • MW -30 MW-29 - /', Xx CPT1-02 • I,ipy ' •-� • MAINTAIN 4‘9' No• 0 T EXISTING BERME _L- BARRIER WALL ALIGNMENT • —J BM#2 APPROXIMATE LOCATOO s r:> TEMPORARY STORMWATER /BERM (SEE EROSION- CON`YTROL NOTE 6J 1 X . `.,/ te - /'( r �' / y„, - j l „ ; " `,i TEMPORARY St-OR MWATER BERM INSIDE BARRIER WALL ALIGNMENT (SEE EROSION CONTROL NOTE 7) FIX SILT FENCE TO EXISTING FENCE, PER TIE SILT FENCE AND TEMPORARY STORMWATER BERM INTO EXISTING BERM L m L + 1" =50' 50 0 100 GENERAL NOTES: 1. VERTICAL CONTROL: TUKWILA DATUM 2. HORIZONTAL CONTROL: KING COUNTY COORDINATE SYSTEM 3. TEMPORARY FACILITIES AND CONTROLS, MOBILIZATION AND TEMPORARY EROSION AND SEDIMENTATION CONTROLS SHALL BE IN ACCORDANCE WITH THESE DRAWINGS, THE PROJECT SPECIFICATIONS. THE INTERIM MEASURE CONSTRUCTION WORK PLAN (IMCWP), AND THE CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN. 4. THE CONTRACTOR SHALL MAINTAIN AND PROTECT THOSE PORTIONS OF EAST MARGINAL WAY. CURBS, SIDEWALKS. AND UTILITIES ADJACENT TO THE PROJECT BOUNDARY. PUBUC ACCESS ON EAST MARGINAL WAY SHALL BE MAINTAINED. 5. THE CONTRACTOR SHALL PROTECT ALL UTIUTIES ON AND ADJACENT TO THE SITE. ITEMS TO BE PROTECTED INCLUDE BUT ARE NOT UNITED TO, CITY FIRE HYDRANTS, CITY CATCH BASINS. PUBLIC UTILITIES, AND CITY MANHOLES. A UTILITY LOCATOR SERVICE SHALL BE EMPLOYED TO INSPECT THE SITE AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. REPAIR ANY ACTIVE UTIUTIES DAMAGED DURING EXECUTION OF THE CONTRACT WORK. ANY UTIUTY CONFUCTS WITH THE PROPOSED CONTRACT WORK SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 6. THE CITY FIRE PROTECTION SYSTEM SHALL REMAIN IN SERVICE. ANY WORK ON THE CITY FIRE PROTECTION SYSTEM SHALL BE COORDINATED WITH THE CITY OF TUKWILA AND THE ENGINEER. THE ENGINEER SHALL BE NOTIFIED PRIOR TO ANY WORK. 7. THE CONTRACTOR SHALL PROTECT DESIGNATED EXISTING MONITORING WELLS AND MONUMENTS AS REQUIRED BY THE PROJECT SPECIFICATIONS AND IMCWP. THE CONTRACTOR SHALL REPAIR ANY DAMAGE TO THESE ITEMS DURING THE CONTRACT WORK. WELLS DAMAGED BEYOND REPAIR SHALL BE DECOMMISSIONED AND REPLACED. 8. TRAFFIC CONTROL SHALL BE IN ACCORDANCE WITH THE WASHINGTON DEPARTMENT OF TRANSPORTATION TRAFFIC CONTROL MANUAL AND PROJECT SPECIFICATIONS. 9. THE CONTRACTOR SHALL OBTAIN PERMITS REQUIRED FOR WORK WITHIN THE PUBUC RIGHT -OF -WAY. 10. EXISTING UTIUTIES THAT CROSS THE ALIGNMENT OF THE BARRIER WALL ARE DESCRIBED ON DRAWING 3. 11. ASPHALT. PAVEMENTS, REINFORCED CONCRETE SLABS AND FOUNDATIONS ASSOCIATED WITH STRUCTURES NOTED AS PREVIOUSLY DEMOLISHED OR PARTIALLY DEMOUSHED" MAY REMAIN AT OR BELOW THE GROUND SURFACE. WHERE THEY ARE CROSSED BY THE BARRIER WALL AUGNMENT, AN AREA AT LEAST 10 -FEET WIDE SHALL BE DEMOUSHED TO FACILITATE CONSTRUCTION OF THE BARRIER WALL AND PROTECTION CAP. ALTERNATIVELY, THE ENGINEER MAY DIRECT THAT THE ENTIRE STRUCTURE BE DEMOUSHED TO FACILITATE CONSTRUCTION OF THE BARRIER WALL AND PROTECTION CAP. 12. EXISTING BUILDING WILL BE AVAILABLE FOR CONTRACTOR SITE ACCOMMODATIONS. EROSION CONTROL NOTES: 1. THE EROSION AND SEDIMENTATION CONTROL MEASURES SHOWN ON THE DRAWINGS ARE MINIMUM REQUIREMENTS. . 2. THE EROSION AND SEDIMENTATION CONTROL MEASURES SHOWN SHALL BE CONSTRUCTED AND IN OPERATION PRIOR ID THE START OF ANY CONSTRUCTION. 3. MAINTAIN EROSION AND SEDIMENTATION CONTROL MEASURES FOR THE DURATION OF THE WORK AND UNTIL PERMANENT STABIUZATION IS ESTABUSHED. 4. FROM MAY 1 THROUGH SEPTEMBER 30. PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 5. FROM 'OCTOBER 1 THROUGH APRIL 30. PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, PROTECT STOCKPILES IF UNWORKED FOR MORE THAN 12 HOURS. 6. CONSTRUCT TEMPORARY STORMWATER BERM (PER DETAIL 1/8 AND 3/8) OUTSIDE THE COMPLETE LENGTH OF THE BARRIER WALL ALIGNMENT PRIOR TO START OF ANY OTHER CONSTRUCTION. EXISTING BERMS THAT SATISFY THE MINIMUM REQUIREMENTS FOR THE TEMPORARY STORMWATER BERM MAY BE INCORPORATED WITH THE APPROVAL OF THE ENGINEER. 7. INSTALL TEMPORARY STORMWATER BERN (PER -DETAIL 1/8 AND 3/8) IN THE AREA CONTAINED BY THE BARRIER WALL TO THE EXTENT NECESSARY TO ISOLATE SLURRY FROM THE ON -SITE STORMWATER COLLECTION SYSTEM. THE TEMPORARY BERM WILL BE MOVED PROGRESSIVELY AS THE BARRIER WALL IS CONSTRUCTED. 8. ISOLATE STORM DRAIN INLETS AS NECESSARY TO PREVENT SLURRY FROM ENTERING THE ONSITE STORMWATER COLLECTION SYSTEM. STORM DRAIN INLETS SHALL BE ISOLATED BY CONSTRUCTION OF A PERIMETER BERM (SIMILAR TO DETAIL 1/8 AND 3/8) PRIOR TO CONSTRUCTION OF THE BARRIER WALL. STORM DRAIN INLETS MAY BE ISOLATED PROGRESSIVELY AS THE BARRIER WALL IS CONSTRUCTED. 9. SILT FENCE CHECK DAMS SHALL BE CONSTRUCTED TO PREVENT EROSION OF THE PERIMETER TEMPORARY STORMWATER BERM. SILT FENCE CHECK DAMS SHALL CONSIST OF A 10 -FOOT LONG SILT FENCE (PER DETAIL 2/11) CONSTRUCTED ACROSS THE OUTSIDE EDGE OF THE BERM AT INTERVALS OF APPROXIMATELY 150 -FEET. 2 REFERENCES TR.E REVISIONS REVISIONS NO BY. DATE DESCRIPTION N0. BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: As sworn/ INIT. DATE DESIGNED BY: J. GROSS DRAWN BY: B. HBIINNN CHECKED BY: D. HANK APPROVED BY: 1. NeGAUQ EY FILE: Project on SE62_AGI F•gur., \29942- SIE.d.9 URs 1301 4th Avenue. 1St*. 1400 Seattle. 1A 08101 -1010 Telephone (200) 435-2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY DATE HYDRAULIC CONTROL INTERIM MEASURE- TUKWILA, WASHROOM EXISTING SITE CONDITIONS AND EROSION AND SEDIMENTATION CONTROL PLAN JOB NO. 53- 01090496A0 REVISION DRAINING NO. 2 1 1 1 1 1 1 1 1 STA 0 +00 N 193614.55 (SEE NOTE 5) .. m TELEPHONE CONDUIT ELECTRICAL ppxCONDUIT n OVERHEAD POWER AND POWER POLES - 10 -INCH STORM DRAIN (OUTFALL 7) N 193,500 - 1 CPT 3.02 8-1-02 • OM.308-3-o2--- fa, STA: 5 +23.27 N 193606.32 1637091.64 (EE NOTE 6) L- BENTONITE BARRIER WALL ALIGNMENT. PER (SEE NOTE 1) / O1 B-4-02 \\ • / BENTONITE HYDRATION POND (SEE NOTES 7 AND 8) EXISTING 8110.DING 1 _INCH�S6NHSRY SEWER P.ROCISS DRAINAGE LINE (SEE NOTE 10) % X10 -INCH WATER STA: 6 +20.96 (SEE NOTE 6) N 193515.81 E 1637128.38 8 DRY BENTONITE STORAGE AREA EXISTING BUILDING 2 INCH WATER 4 -INCH WATER ROCESS DRAINAGE LINE (SEE NOTE 10) SOIL - BENTONITE BARRIER WAIL, PER (SEE NOTE 1) 6 -INCH WATER 6 -INCH STORM DRAIN STA 20 +16.94 N 193317.10 E 1636630.75 10 -INCH STORM DRAT ABANDONED oN 11. I_ r MW-A7 • .A \`` • SOIL-BENTONITE MIXING! STAGING AREA (SEE NOTES 7 AND 8) 6 -INCH WATER 6 -INCH WATER REMOVEiANDoLEPLACE PORTION Oi:. E7QST. BERM ASR UIRED FOR NSTRUCTION OF WALL MW -20• DECONTAMI AREA PER • 6-INCH .' -SEWER . -' • EXCESS STOCICPO.E AREA • ..... y°1 (SEEN MW.37 2- -INCH SANITARY SEWS �.i(4W -14 � ri t3 Rift -37■ M4Y -iT� EXISTING PUILDING MW1.01 EXISTING BUILDING ADDITIONAL UTILITIES, BS THAT ARE NOT SHOWN, ... .IST I THI AREA. • 3 -INCH WATER STA/• /8+50 (SEE NOTE /6) X01' UTI RI S' Y' - _� -,-^- (ABANDONED) N ,793286.35 I INCLUDE WATER, SANITARY _;`r'- E /1637124.24 -• / SEWER, ELECTRICAC�C G- YDND81TS" LINES___._-.--- - i PROCESS DRAI/AGE LINE (SEE N(�(TE/ 1 r -_ ST0IM D- - „,...--v-• STA: 10+30.45 N 193178.60 ✓r:- / E 1637. 68.43 0,1W -.9 f WATER s • (SEE NOTE 5) 38 -INCH STORM DRAIN REMOVE EXISTING TANK FOUNDATIONS AS REQUIRED IMPERMIX BARRIER WALL, PER (SEE NOTE 1) N 193,000 FILENAME: O:\Ceo \ROE \design\REVI\3- WALL.deg EDR DATE: 07/11/02 AT: 13:10 8 01 'NOTES 1. A SOIL- BENTONITE BARRIER WALL PER DETAIL 1/8 SHALL BE CONSTRUCTED FROM STA 0 +00 TO STA 10 +30.45. THE REMAINDER OF THE BARRIER WALL SHALL BE IMPERMIX, PER DETAIL 3/8 2. UTILITIES CROSSING THE BARRIER WALL ALIGNMENT THAT ARE IDENTIFIED BY THE ENGINEER AS OBSOLETE, SHALL BE PERMANENTLY REMOVED AND CAPPED TO AT LEAST 5 -FEET EITHER SIDE OF THE BARRIER WALL ALIGNMENT PRIOR TO CONSTRUCTION OF THE BARRIER WALL. 3. UTILITIES CROSSING THE IMPERMIX BARRIER WALL ALIGNMENT THAT ARE IDENTIFIED BY THE ENGINEER AS ACTIVE, SHALL BE TEMPORARILY SHUT DOWN, REMOVED AND CAPPED TO A DISTANCE OF AT LEAST 5 FEET EITHER SIDE OF THE BARRIER WALL ALIGNMENT PRIOR TO CONSTRUCTION OF THE BARRIER WALL. FOLLOWING CONSTRUCTION OF THE BARRIER WALL. THE UTILITIES SHALL BE RE- ESTABLISHED THROUGH THE BARRIER WALL BY EXCAVATING THE WALL TO THE MINIMUM DEPTH REQUIRED FOR RECONSTRUCTION OF THE UTILITY. THE RE- ESTABLISHED UTILITY SHALL INCLUDE A WATER STOP APPROVED BY THE ENGINEER. REPLACE THE EXCAVATED BARRIER WALL WITH A 3 -FOOT THICKNESS OF LOW PERMEABILITY CLAY OR BENTONITE AMENDED SOIL (MAXIMUM PERMEABILITY 1X10 -6 CM /SEC). MINIMIZE THE LENGTH OF BARRIER WALL REMOVED FOR UTILITY RE- ESTABLISHMENT. 4. UTILITIES CROSSING THE SOIL - BENTONITE BARRIER WALL ALIGNMENT THAT ARE IDENTIFIED BY THE ENGINEER AS ACTIVE SHALL BE. AT THE DISCRETION OF THE CONTRACTOR, EITHER: A) TEMPORARILY REMOVED PRIOR TO CONSTRUCTION OF THE BARRIER WALL, AND SUBSEQUENTLY RE- ESTABLISHED THROUGH THE BARRIER WALL. AS DESCRIBED FOR THE IMPERMIX BARRIER WALL (SEE NOTE 3); OR B) RETAINED IN PLACE AND THE SOIL - BENTONITE BARRIER WALL CONSTRUCTED AROUND THEM. UTILITIES TO BE RETAINED SHALL BE PROTECTED AND SUPPORTED THROUGH EACH STAGE OF THE BARRIER WALL EXCAVATION AND CONSTRUCTION. 5. THE IMPERMIX / SOIL - BENTONITE BARRIER WALL CONNECTION, PER DETAIL 4/8 SHALL BE CONSTRUCTED AT LEAST 8 -FEET PAST ANY CHANGES IN DIRECTION OF THE BARRIER WALL ALIGNMENT. EXTEND IMPERMIX WALL AROUND CORNER AT LEAST 8 -FEET AT CONNECTION WITH SOIL - BENTONITE WALL. 6. EXTEND FULL DEPTH SOIL - BENTONITE BARRIER AT LEAST 5 -FEET PAST THE POINT OF INTERSECTION OF ANY CHANGES IN BARRIER WALL ALIGNMENT. AT THE GROUND SURFACE, EXTEND THE SOIL - BENTONITE BARRIER WALL AS NEEDED TO ACHIEVE THE MINIMUM REQUIREMENT FOR THE BARRIER WALL FULL DEPTH. 7. THE MIXING / STAGING AREAS AND BENTONITE HYDRATION POND SHALL BE LOCATED WITHIN THE PERIMETER OF THE BARRIER WALL ALIGNMENT AS SHOWN ON THE DRAWING. 8. CONTRACTOR SHALL ESTABLISH THE LAYOUT AND DIMENSIONS OF THE MIXING / - STAGING AREAS AND BENTONITE HYDRATION POND IN ACCORDANCE WITH THE FOLLOWING MINIMUM REQUIREMENTS: A) A MINIMUM FREE -BOARD OF 1 -FOOT SHALL BE PROVIDED FOR ALL FACILITIES USED TO PREPARE AND /OR STORE ANY LIQUID OR SLURRY; O. :: ::y : Sr 1111" MW-28 / t[ FAW- IMPERMIX MDOI GI {/ 6. STAGING AREA (SEE jOTES 7 AND 8) CPT- 1-02 ®el. PROCESS DRAINAGE-LINE AND CATCH BASIN (SEE NOTE 10) 8 -INCH NORM DRAIN (ABANDONED) 8 -INCH STORM DRAIN (ABANDONED) STORM DRAIN REMOVE EXIST. BERM EMOVE EXIST. WALL REMOVE EXIST. RAILROAD TRACKS AS REQUIRED IMPERMIX BARRIER WALL. PER (SEE NOTE 1)O TSTA: 16 +25.29 N 192940.81 E 1636731.82 No- REMOVE AND REPLACE PORTION OF EXIST. BERM AS REQUIRED FOR CONSTRUCTION OF WALL B) A CONTAINMENT BERM SHALL BE CONSTRUCTED AROUND EACH AREA USED IN THE PREPARATION AND /OR STORAGE OF ANY LIQUID OR SLURRY; C) CONTAINMENT BERMS SHALL BE CONSTRUCTED FROM COMPACTED FILL AND BE AT LEAST 1.5 -FEET HIGH WITH A MINIMUM CREST WIDTH OF 1 -FOOT; 0) PROVIDE A 40 -FOOT OFFSET TO THE BARRIER WALL ALIGNMENT; E) PROVIDE A 30 -FOOT OFFSET TO EXISTING BUILDINGS. 9. BOREHOLE REFUSAL AT LOCATION B -6A -02 (SUSPECT ON REINFORCED CONCRETE) APPROXIMATELY 8 -FEET BELOW GROUND SURFACE. BOREHOLE RELOCATED TO B -6B -02 10. FORMER PROCESS DRAINAGE LINES HAVE BEEN MODIFIED TO DRAIN INTO THE STORM DRAIN SYSTEM. 11 EXCESS STOCKPILE AREA SHALL CONSIST OF AN AREA CONTAINED BY COMPACTED SOIL BERMS AND A 20 -MIL PVC LINER OR EQUIVALENT. THE AREA AND CONTAINMENT BERMS SHALL BE DESIGNED TO CONTAIN EXCESS SOIL FROM SOIL - BENTONITE BARRIER WALL INSTALLATION PLUS SURFACE WATER RUNOFF FROM A 25 YEAR, 24 HOUR DURATION STORM. 12. FIELD ADJUST SLURRY WALL ALIGNMENT TO PROVIDE 10FT MINIMUM CLEARANCE WITH EXISTING MONITORING WELLS. IF NOT POSSIBLE. ABANDON WELL. 1 " =50' 50 0 100 REFERENCES REVISIONS REVISIONS DRAWING INFORMATION DESCRIPTION DESCRIPTION a 70% DESIGN DRAWING SCALE: AS SHOWN DESIGNED 8Y: DRAWN BY: CHECKED BY: RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY HYDRAULIC CONTROL INTERIM MEASURE TUKWILA, WASHINGTON 1801 4th Avenue. Ste. 1400 Seattle, WA 98101=1816 Telephone (208) 438 -2700 I DATE: JOB NO. 53- 01000496.00 REVISION DRAWING NO. BARRIER WALL LAYOUT APPROVED BY: L MAGAUGNE»• FILE: Project on SEA2...AGI Nara \29942 -WALL. Figure 7 -1 Interim Measures Schedule Former Rhone - Poulenc, Inc. Site ID 1 0 Task Name Regulatory Deadlines I:3 Receipt, EPA Approval with Modifications 12119126 Jun '02 2 191 16 23 Jul '02 30 1 7 b /13 Performance Monitoring Plan to EPA IMCWP to EPA 1EPA Approvals Performance Monitoring Plan Review and Approval IMCWP Review and Approval Control System Approval ESA Consultation 10 Biological Assessment 14 Submit BA report to EPA 15 Agency Review 16 EPA Review 17 National Marine Fisheries Service 18 US Fish & Wildlife Service 19 Finalize BA 20 Agency Negotiations 21 BA Amendment 22 Agency Concurrence 23 Permitting 24 Shoreline Permit 25 SEPA Planned Action Review 6/12 1 Aug '02 14121 1 28 1 4 111 118125 1 4101-7/12 Sep '02 1 1 8 15 1 Oct '02 1 Nov'02 221291 6 1131201271 3 110117124 Dec '02 I 1 Jan '03 1 Feb '03 1 1 8 1151221291 5 1 12 1 19126 2 191 Mar '03 1 Apr '03 1 May'03 16 1 23 2 1 9 1 16 1 23 1 30 1 6 1 13 1 20 1 27 1 4 1 11 26 PSCAA Notice of Construction 27 KCDNR Discharge Permit 28 Interim Measures Construction Work Plan 7/19 med- J.. •,•••••• • Submit IMCWP to EPA 7/12 1 I b♦ 9/30 • M— 7yy•7atp -- - - - - --- --- Project: RCI Project Schedule -Fig 7 -1- Date: Mon 7/15/02 Task Critical Task (• a ?djli:aG�;l;j"w4 ➢G'4'.'. "1fi�ti' Progress Milestone • Summary 7 4 Rolled Up Critical Task Rolled Up Task "v; Rolled Up Milestone O Rolled Up Progress External Tasks Split Pro ect Summary Immezzazal Page 1 of 2 In-.175272.4 ry: ID 0 Task Name Jun '02 121191261 2 1 9 116123 Figure 7 -1 Interim Measures Schedule Former Rhone - Poulenc, Inc. Site Jul '02 1 Aug '02 30 l 7 1 14 1 21 1 28 1 4 1 11 1 18 1 25 Sep '02 l Oct '02 Nov '02 1 1 8 1151221291 6 131201271 3 110117124 Dec '02 1 Jan '03 1 Feb '03 1 1 8 115122 1291 5 112119126 2 1 9 116123 Mar'03 I Apr '03 2 1 9 116123 May '03 301 6 1131201271 4 111 '4,, r r;,::i;;ri „';rte"0$41'j,.. Page 2 of 2 1 1 1 1 1 1 1 `. =' i�d74.1' 4 ��• • �.. T . 14:. r ink v I ,\ �• • * `adz 1 1 ' o '` .ti. �szeon tit = '. {, ?� r, 2:A , . • 1` -9.. -r \. \ %'15c1 o a. :,:. . 1 ts• • ",%.- : ' l ; ry ". t C '�\'.�`, C,. ^! t �d; - +'..rte Y ' • °- .Jl%; - >i \ / f t *. .y 1 y s„,,-..,,. Yiill. . L 1� 2 `SRt 5=- Its.'f01tLOf 1[s aF X14 \`� �., � Y.. � \\ t .- e..i' i�,F l�p,�j��yp�1� �{' .: \\ \ }T is� j i)� �' f 1k . •i' }`.s3• Yi9at ra \ .,.. -.-'_� t` !S 1 `�L,: e ^ \\ \ "la. \ f �. l\ QYi�Iry 4. fD it • \,.. 0 . \ �t "%., 1 ; „ \, 1 91:,.x. S.Jt e }�i.03f 1 '�j� �'J.:�' egi . 34 4 1t di:.. Iik �7t p�°�'rry. gIC.Md R '.•'^`tit t,r � ~1 is \, 1t \ \ \i• \ >y, , 1�,` ∎, 1 `4 1 7�I1 1 -P15,11071 y �, I1 , tsg(4�' t I l e , ti t } :? g} j, r { i R { ', IiN•..wz*+ - y .L1 ,� . \ s' ' °'' try T -' "r,t ' ;. a�1` �iss t'.�x4` , .fit ; 1 _, t / \ iS. =� T O'( tw t.;11 . v I tTl' • ��.P .'o Y -',A, . r i } nl\ } �� 4 '�.� 4 t .,i t . t 'i: i r r_'� ` � • � ; t$3. �`.,: .T� .$D'`:,,s_ a4- tto' "1 0 $ f " \• ITLE .tf‘tj 1 °.. -iR} –1: "i '? I. y�.4.G 'IMERIHANGE v �� !1• LI 1. ''','''''W157' _�` _R r y •i,... arsamrai /',,fe , AVE S f r \. L 0.1 i �/b c I a – • :■ l': �`�I t A. '`t" % qtr, _�J;i j ,...,, 4 .........-- . -,........-- . ktk, ,„ -:-.,-...-, ,... . ; , ENAME: 0: \Ceo \ ROE \ design \REV1 \1 -COVER deg DATE: 07/10/02 Al - 13.59 Referent= USGS Topographic Quadrangle Map, South Seattle„ Washington. Photo Revised 1968 VICINITY MAP ,- = 1000' 500 0 1000 APPROXIMATE SCALE TABLE OF CONTENTS SHEET TITLE 1 COVER SHEET 2 EXISTING SITE CONDITIONS AND EROSION AND SEDIMENTATION CONTROL PLAN 3 BARRIER WALL LAYOUT 4 GROUNDWATER RECOVERY SYSTEM 5 SUBSURFACE PROFILES SHEET 1 OF 3 6 SUBSURFACE PROFILES SHEET 2 OF 3 7 SUBSURFACE PROFILES SHEET 3 OF 3 8 BARRIER WALL DETAILS 9 GROUNDWATER RECOVERY SYSTEM DETAILS SHEET 1 OF 2 10 GROUNDWATER RECOVERY SYSTEM DETAILS (SHEET 2 OF 2) 11 DETAILS 12 ELECTRICAL ONE –LINE DIAGRAM. PANEL SCHEDULE. AND CONTROL DIAGRAMS 13 PLC CONTROL PANEL LAYOUT AND WIRING DIAGRAM 14 PIPING AND INSTRUMENTATION DIAGRAM – GROUNDWATER RECOVERY SYSTEM LEGEND: • 1 • EXISTING GROUNDWATER MONITORING WELL O GEOPROBE WITH METALS ANALYSIS O GEOPROBE WITH METALS AND VOC ANALYSES ®0 B GEOTECHNICAL BORING DESIGNATION AND LOCATION 11§) BENCHMARK — — — PROPOSED BARRIER WALL ALIGNMENT 15— CONTOUR UNE (CONTOUR INTERVAL = 1 FOOT) !• PREVIOUSLY DEMOLISHED OR PARTIALLY DEMOLISHED STRUCTURE • •:�: iii•• STRUCTURE DEMOLIITON – THIS CONTRACT SILT FENCE RAILROAD TRACKS f —� EXISTING UTILITY CROSSING BARRIER WALL ALIGNMENT (SEE DRAWING 3) GENERAL NOTES: 1 . ADDRESS: 9229 E. MARGINAL WAY, TUKWILA, WASHINGTON 2. LEGAL DESCRIPTION: LOT 1 -2 c POR MEADOWS THE MC NATTS DC 38 UNREC & POR OF MC NATTS DC #38 & OF S 1/2 OF SEC 33 -24 -04 LY WLY OF E MARGINAL WAY S & NLY OF A LN BEG 1374.17 FT SLY OF N LN SD DC AS MEAS ALG W MGN OF E MARGINAL WAY S & TPOB TH N 89 -27 -50 W 14.94 FT TH N 86 -54 -59 W 486.97 FT TH N 84 -17 -04 W 117 FT TH S 83 -57 -56 W 119 FT TH S 70 -40 -29 W 110.173 FT TH S 61 -33 -40 W TO ELY MGN CWW #1 TH NWLY ALG SD MGN TAP 237.76 FT SELY OF NW COR TR 2 SD SUBD TH E 1053.10 FT TH S 23 -02 -00 E 46.03 FT TH E 561.38 FT TH SELY TO POB LESS RR R /W. TOTAL ACREAGE: 19.9 ACRES REFERENCES REVISIONS REVISIONS TITLE NO BY. DATE DESCRIPTION NO BY. DATE DESCRIPTION 70% DESIGN DRAWING INFORMATION DRAWING SCALE: AS SHOWN INIT. DATE DESIGNED BY: J. CROSS DRAWN BY: CHECKED BY: B. r0I1JY0/N D. HAWN APPROVED BY: L 41CAUCHEY FILE: Project on SEA2_.. Fames \29942- 0WER.deg vRs 1501 4th Ann.*. Shia 1400 Seattle, OA 90101 =1616 Telephotos (20e) 430 -2700 RCI ENVIRONMENTAL, INC. FORMER RHONE POULENC FACILITY DATE: HYDRAULIC CONTROL INTERIM MEASURE TUKWLA. WASHINGTON JOB NO. 53- 01000496.00 COVER SHEET REVISION DRAWING NO. 1