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HomeMy WebLinkAboutAPPROVED - RS_Topgolf_Renton_Drainage_Technical_Information_Report_210908_v7February 20, 2020 Revised April 21, 2020 Revised June 3, 2020 Revised August 7, 2020 Revised July 9, 2021 Revised August 10, 2021 Revised September 8, 2021 Prepared for: City of Renton 1055 South Grady Way, 6th Floor Renton, WA 98057 Reviewed by: Jenelle Taflin, P.E., LEED AP Principal jtaflin@navixeng.com TECHNICAL INFORMATION REPORT TOPGOLF RENTON RENTON, WASHINGTON DEVELOPMENT ENGINEERING Nathan Janders 09/15/2021 NAVIX Topgolf Renton – Renton, WA 1 Table of Contents PROJECT OVERVIEW ................................................................................................... 4 DESIGN CRITERIA ..................................................................................................... 4 EXISTING CONDITIONS ............................................................................................ 4 PRE-DEVELOPMENT STORMWATER RUNOFF ...................................................... 5 PROPOSED CONDITIONS ......................................................................................... 7 POST-DEVELOPMENT STORMWATER RUNOFF .................................................... 8 SITE LOCATION ....................................................................................................... 18 DRAINAGE BASIN, SUBBASINS, AND SITE CHARACTERISTICS......................... 19 DRAINAGE BASIN ................................................................................................. 19 SUBBASINS........................................................................................................... 19 SOILS ........................................................................................................................ 20 CONDITIONS AND REQUIREMENTS SUMMARY ...................................................... 21 CORE REQUIREMENTS .......................................................................................... 21 Core Requirement #1: Discharge at the Natural Location ...................................... 21 Core Requirement #2: Offsite Analysis .................................................................. 21 Core Requirement #3: Flow Control Facilities ........................................................ 21 Core Requirement #4: Conveyance System .......................................................... 22 Core Requirement #5: Erosion and Sediment Control ........................................... 22 Core Requirement #6: Maintenance and Operations ............................................. 23 Core Requirement #7: Financial Guarantees and Liability ..................................... 23 Core Requirement #8: Water Quality ..................................................................... 23 Core Requirement #9: On-Site BMPs .................................................................... 23 SPECIAL REQUIREMENTS ...................................................................................... 24 Special Requirement #1: Other Adopted Area-Specific Requirements .................. 24 Special Requirement #2: Flood Hazard Area Delineation ...................................... 24 Special Requirement #3: Flood Protection Facilities .............................................. 24 Special Requirement #4: Source Control ............................................................... 24 Special Requirement #5: Oil Control ...................................................................... 25 Special Requirement #6: Aquifer Protection Area .................................................. 25 TASK 1: STUDY AREA DEFINITION AND MAPS..................................................... 26 TASK 2: RESOURCE REVIEW ................................................................................. 27 NAVIX Topgolf Renton – Renton, WA 2 TASK 3: FIELD INSPECTION ................................................................................... 28 UPSTREAM ANALYSIS ......................................................................................... 28 DOWNSTREAM ANALYSIS .................................................................................. 28 TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS ............................................................................................................................... 47 TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS .................... 47 FLOW CONTROL, LID, AND WATER QUALITY FACILITIES ANALYSIS AND DESIGN ...................................................................................................................................... 48 EXISTING SITE HYDROLOGY ................................................................................. 48 DEVELOPED SITE HYDROLOGY ............................................................................ 50 ON-SITE STORMWATER BMPS .............................................................................. 52 FLOW CONTROL SYSTEM ...................................................................................... 54 WATER QUALITY SYSTEM ...................................................................................... 54 CONVEYANCE SYSTEM ANALYSIS AND DESIGN .................................................... 67 CONVEYANCE CALCULATIONS ............................................................................. 67 SPILL CONTROL ...................................................................................................... 72 OUTFIELD BASIN PUMP .......................................................................................... 72 PUMP SYSTEMS DESIGN CRITERIA ...................................................................... 73 SPECIAL REPORTS AND STUDIES ............................................................................ 74 OTHER PERMITS ......................................................................................................... 74 CSWPPP ANALYSIS AND DESIGN ............................................................................. 75 ESC Plan Analysis and Design (Part A) .................................................................... 75 Erosion Risk Assessment ...................................................................................... 75 Construction Sequence and Procedure ................................................................. 75 Trapping Sediment ................................................................................................. 75 Wet Weather TESC Operating Plan ....................................................................... 76 SWPPS Plan Design (Part B) .................................................................................... 76 BOND QUANTITIES AND FACILITIES SUMMARY...................................................... 83 OPERATION AND MAINTENANCE GUIDELINES ....................................................... 84 NAVIX Topgolf Renton – Renton, WA 3 APPENDIX APPENDIX A - EXHIBITS APPENDIX B - SPECIAL REPORTS AND STUDIES APPENDIX C - CSWPPP WORKSHEETS APPENDIX D - WWHM MODELS APPENDIX E - TESC SEDIMENT POND SIZING APPENDIX F - BOND QUANTITY WORKSHEET APPENDIX G – FACILITY SUMMARY SHEET APPENDIX H - OUTFIELD PRODUCT MATERIAL DATA AND MAINTENANCE INSTRUCTIONS APPENDIX I – PUMP DESIGN AND CALCULATIONS APPENDIX J – CONVENYANCE CALCULATIONS APPENDIX K – LEACHABLE METALS ROOF COVENANT NAVIX Topgolf Renton – Renton, WA 4 PROJECT OVERVIEW DESIGN CRITERIA The stormwater management facilities have been designed to meet the 2017 City of Renton Surface Water Design Manual (SWDM) with reference to the 2016 King County Surface Water Design Manual. 2017 MANUAL REQUIREMENTS Duration Analysis: Peak Rate Flow Control Standard (match existing conditions for the 2-, 10-, and 100-year peak storm events) Water Quality Menu: Enhanced WQ Downstream Analysis: ¼ mile Since the project proposes more than 2,000 SF of new plus replaced impervious area, a Full Drainage Review will be required. This project is subject to all nine core requirements and all six special requirements listed in the 2017 City of Renton SWDM. EXISTING CONDITIONS The proposed project is located at 780 Logan Avenue North in Renton, Washington (King County) and consists of a single parcel, #20100602900006, totaling approximately 13.68 acres. The site is currently vacant and is comprised of grassy areas throughout with some pavement areas associated with previous site development. There are no trees on-site and there are no known critical areas, other than a small portion at the southeastern corner of the site that is within Zone 2 of the Aquifer Protection Area. This zone prohibits the use of open facilities for stormwater control or otherwise, which are not being proposed as part of the development. See Figure 1 below for the Existing Conditions Map. NAVIX Topgolf Renton – Renton, WA 5 Figure 1: Existing Conditions Map The site is bound by North 8th Street to the north, Logan Avenue North to the west, Park Avenue North to the east, and office buildings with parking structures to the south. It is zoned UC-C, Urban Center Design District C. All adjacent properties surrounding the site are similarly zoned as UC-C. Per the Geotechnical Engineering Report by GeoEngineers, Inc., dated October 29, 2019, on-site soils are comprised of relatively shallow fill overlying alluvial deposits, which consist of very soft to stiff silt with varying sand content and very loose to dense sand with varying silt content. Groundwater was observed as shallow as 4 feet from existing ground surface. The site will not be conducive to stormwater management by means of infiltration. PRE-DEVELOPMENT STORMWATER RUNOFF The project site is divided into two on-site storm drainage sub-basins and one off-site tributary sub- basin as shown in Figure 2 below. Please see further below for a general description of the two on- site basins and the off-site tributary basin. Existing public storm conveyance system Existing public storm conveyance system Existing Boeing 10-80 private storm conveyance system Existing Boeing 10-80 building to remain Existing public storm conveyance system NAVIX Topgolf Renton – Renton, WA 6 Figure 2: Existing Sub-Basins Map West Basin: Drainage from the western portion of project site (West Basin) is conveyed through existing on-site swales and closed conveyance pipes to the basin’s connection point to the existing municipal conveyance system in N 8th Street. From there, the stormwater runoff flows westerly to the intersection of N 8th St and Logan Ave N. The runoff is then conveyed southerly to an existing stormwater detention vault located under Logan Ave N, directly west of the project site. The runoff leaves the detention vault and is conveyed northeasterly to the conveyance system convergence point located at the intersection of Logan Ave N and Park Ave N. After this, the runoff enters a drainage ditch and flows to the eastern side of Gene Coulon Memorial Beach Park where it enters a stream. The runoff eventually outfalls to Lake Washington. See downstream analysis section of this report for more details. East Basin: Drainage from the eastern portion of project site (East Basin) is conveyed through existing on-site swales and closed conveyance pipes to the basin’s connection to the existing municipal conveyance system in Park Avenue N. The stormwater runoff is conveyed northwesterly to the conveyance system convergence point located at the intersection of Logan Ave N and Park NAVIX Topgolf Renton – Renton, WA 7 Ave N, where it combines with the runoff from the western portion of the project site. See downstream analysis section of this report for more details. Off-Site Basin: Off-site runoff from the Boeing property to the south enters the project site from the Boeing 10-80 office building area and the adjacent off-site parcel to the southeast as shown in Figure 3 below as the Boeing Basin. Runoff is conveyed by an existing 18-inch storm drainage pipe that enters the eastern portion of the project site. As it traverses northeasterly across the property, it combines with the runoff from the eastern on-site basin and connects to the existing municipal conveyance system within Park Avenue N as described above. This off-site conveyance system will be rerouted as described in the Proposed Conditions section below. Figure 3: Existing Off-Site Conveyance Systems PROPOSED CONDITIONS The proposed project will consist of a Topgolf recreational facility with multiple hitting bays, a surface parking lot, and associated underground utilities. The project will also include a mixed-use development within the excess acreage to the east that will be developed as part of Phase 2 of overall site development. NAVIX Topgolf Renton – Renton, WA 8 Main access to the Topgolf portion of the site will be provided by two driveways off Logan Avenue North. Access to the mixed-use development component will likely be from a driveway off North 8th Street and a driveway off Park Avenue North. The two developments will be connected via an on-site drive aisle along the south side of the site. No additional right-of-way improvements are anticipated. See Figure 4 below for the Developed Conditions Map. Figure 4: Developed Conditions Map POST-DEVELOPMENT STORMWATER RUNOFF Stormwater will be managed on-site in accordance with the standards of the 2017 City of Renton SWDM. Per the Flow Control Application Map, the project site falls within the ‘Peak Rate Flow Control Standard – Matching Existing’ area. Per this standard, flow control is not required if the proposed developed condition will not generate more than 0.15-cfs increase in the 100-year peak flow under existing site conditions. The existing site condition for the project site is the previous Boeing development, which had roughly 95% impervious surface coverage as confirmed by the City of Renton. Because the proposed Topgolf development will decrease the impervious surface coverage to less than 85%, the proposed developed condition will not generate more than a 0.15-cfs increase in the 100-year peak flow. See WWHM input and output for the previously developed Boeing site and developed conditions as proposed in this report in Appendix D. Flow control, therefore, is not required. Water quality treatment, however, will be provided to clean the stormwater runoff before it is discharged to the City’s municipal storm conveyance system. Flows from the two existing western and eastern basins will be maintained as close to the existing conditions as possible as described further below. NAVIX Topgolf Renton – Renton, WA 9 West Basin: For the West Basin, runoff from the proposed western parking lot area will be conveyed to the existing municipal conveyance system within Logan Ave N, which is the existing downstream discharge point for runoff from the West Basin. Prior to discharge from the site, pollution-generating runoff from the parking lot area will be directed to a Biopod Biofilter unit to receive enhanced water quality treatment. Runoff from the proposed building roof and the western portion of the outfield area will be conveyed to the existing municipal system in N 8th St. The discharge point in N 8th St is upstream of the municipal system and the connection for the treated western parking lot area in Logan Ave N. To match the tributary areas of the western and eastern basins exactly, runoff from the proposed outfield, which straddles the western and eastern basin boundary, would need to be precisely split. Splitting the outfield runoff presents considerable complexity, such as the need for multiple, separate stormwater pumps to route the stormwater runoff collected in the outfield targets. To avoid having to split the outfield runoff, runoff from most of the outfield area will be routed to the East Basin to its connection point in Park Avenue N. East Basin: For the East Basin, in addition to receiving runoff from the outfield area as described above, stormwater runoff from the proposed mixed-use development area and from the proposed eastern parking lot area will be routed to the discharge point at the City municipal conveyance system in Park Avenue N. Pollution-generating runoff from the parking lot area will be directed to a Biopod Biofilter unit to receive enhanced water quality treatment prior to discharge. Please see Figure 5 below for the storm drainage sub-basins in the proposed condition. To avoid additional stormwater pumps for the outfield runoff, roughly 1.74 acres of additional area is being routed to the East Basin as compared to the existing condition. However, the municipal conveyance system has sufficient capacity to handle the flow from this additional 1.74 acres of tributary area as described in the Conveyance Analysis section further in this report. NAVIX Topgolf Renton – Renton, WA 10 Figure 5: Proposed Sub-Basins Map Off-Site Conveyance System: As mentioned, there is an existing 18-inch storm drainage pipe that traverses the eastern portion of project site from the Boeing property to the south. Please see Figure 6 below for the proposed reroute of this existing off-site storm drainage conveyance system. NAVIX Topgolf Renton – Renton, WA 11 Figure 6: Boeing Storm Drainage Re-Route Map See below for the Technical Information Report Worksheet, provided in accordance to the 2017 City of Renton SWDM. NAVIX Topgolf Renton – Renton, WA 12 NAVIX Topgolf Renton – Renton, WA 13 NAVIX Topgolf Renton – Renton, WA 14 NAVIX Topgolf Renton – Renton, WA 15 NAVIX Topgolf Renton – Renton, WA 16 NAVIX Topgolf Renton – Renton, WA 17 NAVIX Topgolf Renton – Renton, WA 18 SITE LOCATION Figure 7: Vicinity Map Location: 780 Logan Ave N, Renton, Washington 98057 Section, Township, Range: SEC. 08, TOWNSHIP 23N, RANGE 05E, W.M. Parcel/Tax Lot: 0886610010 Size: 13.68 acres (Full parcel); 11.44 acres (Topgolf area of disturbance only) City, County, State: Renton, King County, Washington Governing Agency: City of Renton PROJECT SITE NAVIX Topgolf Renton – Renton, WA 19 DRAINAGE BASIN, SUBBASINS, AND SITE CHARACTERISTICS DRAINAGE BASIN The project site is located within the East Lake Washington – Renton drainage basin. There are no special stormwater management requirements for this drainage basin. See Figure 8 below for the a map of the drainage basin. SUBBASINS Two site sub-basins are present in the existing conditions. Figure 8: Drainage Basin Map PROJECT SITE NAVIX Topgolf Renton – Renton, WA 20 SOILS Per the Geotechnical Engineering Report by GeoEngineers, Inc., dated October 29, 2019, the on-site soils consist of relatively shallow fill overlying alluvial deposits. The fill was encountered in each of the borings. The fill was observed below the pavement or topsoil, and generally consisted of loose to dense sand with varying silt and gravel content. A thin layer of stiff sandy silt with occasional gravel was encountered within the fill at boring B-1. The thickness of fill ranged from 4 feet up to approximately 5 feet. Alluvium was observed below the fill. The alluvium typically consists of very soft to stiff silt with varying sand content and very loose to dense sand with varying silt content. Thin layers of peat were observed within the alluvium layer at various boring locations. The alluvium soil observed at the site includes two sub-layers; upper loose to medium dense alluvium, and lower medium dense to dense alluvium. Groundwater was observed on-site and is located at depths of approximately 4 feet to 12.5 feet below the existing ground surface, which corresponds to approximately Elevations 17.5 feet to 25 feet based on NAVD 88 vertical datum. Based on this, the geotechnical engineer suggests a design groundwater elevation of 25 feet. Per the Geotechnical Engineering Report and Geotechnical Infiltration Feasibility Evaluation, the feasibility of infiltration was assessed at the site through review of near surface soil conditions and groundwater levels. Due to a relatively shallow groundwater table, at approximately 4 feet below grade, and the presence of low permeability silt soils near the ground surface, the use of small- or large-scale infiltration facilities is not feasible at this site. See Special Reports and Studies in Appendix B and section on on-site stormwater management BMP’s further below for additional discussion. NAVIX Topgolf Renton – Renton, WA 21 CONDITIONS AND REQUIREMENTS SUMMARY As required by the 2017 City of Renton SWDM, this project is subject to a Full Drainage Review. Therefore, the storm drainage design for this project is required to comply with, or explain exemptions for, all nine (9) Core Requirements as well as all six (6) Special Requirements. The applicable requirements have been met as follows: CORE REQUIREMENTS Core Requirement #1: Discharge at the Natural Location All surface and storm water runoff from a project must be discharged at the natural location so as not to be diverted onto or away from downstream properties. The manner in which runoff is discharged from the project site must not create a significant adverse impact to downhill properties or drainage systems. Response: Runoff will be collected on-site and discharged to one of two existing municipal conveyance systems, to which the site currently discharges. No downstream impacts are anticipated. Core Requirement #2: Offsite Analysis All proposed projects must submit an offsite analysis report that assesses potential offsite drainage impacts associated with development of the project site and propose appropriate mitigations of those impacts. The initial permit submittal shall include, at a minimum, a Level 1 downstream analysis as described in Section 1.2.2.1 of the 2016 Manual. Response: A Level 1 Downstream Analysis was completed for this project. See the Offsite Analysis section for details. Core Requirement #3: Flow Control Facilities All proposed projects, including redevelopment projects, must provide onsite flow control facilities to mitigate the impacts of storm and surface water runoff generated by new impervious surface, new pervious surface, and replaced impervious surface targeted for flow mitigation as specified in the following sections. Flow control facilities must be provided and designed to perform as specified by the area-specific flow control facility requirement in Section 1.2.3.1 and in accordance with the applicable flow control facility implementation requirements in Section 1.2.3.2. Response: Stormwater will be managed on-site in accordance with the standards of the 2017 City of Renton SWDM. Per the Flow Control Application Map, the project site falls within the ‘Peak Rate Flow Control Standard – Matching Existing’ area. Per this standard, flow control is not required if the proposed developed condition will not generate more than 0.15-cfs increase in the 100-year peak flow under existing site conditions. The existing site condition for the project site is the previous Boeing development, which had roughly 95% impervious surface coverage as confirmed by the City of Renton. Because the proposed Topgolf development will decrease the impervious surface NAVIX Topgolf Renton – Renton, WA 22 coverage to less than 85%, the proposed developed condition will not generate more than a 0.15-cfs increase in the 100-year peak flow. Flow control, therefore, is not required. In the western portion of the site that includes the new Topgolf building and adjacent parking lot areas, stormwater runoff from the pollution-generating parking lot area will be routed to a Biopod Biofilter unit for water quality treatment prior to discharging to the municipal conveyance system in Logan Avenue N. The building roof area and western portion of the outfield surface will be routed to the existing municipal conveyance system in N 8th St. In the eastern portion of the site that includes the outfield area, the mixed-use development area, and the surface parking lot to the southeast, stormwater runoff from the pollution-generating parking lot area will be routed to a Biopod Biofilter unit prior to discharge to the existing municipal conveyance system in Park Avenue N. See flow control section of this report for additional information. Core Requirement #4: Conveyance System All engineered conveyance system elements for proposed projects must be analyzed, designed, and constructed to provide a minimum level of protection against overtopping, flooding, erosion, and structural failure as specified in Sections 1.2.4.1, 1.2.4.2, and 1.2.4.3 of the 2016 King County Surface Water Design Manual. Response: Spill control requirements will be met per section 1.2.4.3.G by installation of a tee section at SDCB#5 and SDCB#20 per section 4.2.1.1.A. Please see the Conveyance System Analysis and Design section of this report for more information. Core Requirement #5: Erosion and Sediment Control All proposed projects that will clear, grade, or otherwise disturb the site must provide erosion and sediment controls to prevent, to the maximum extent practicable, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. All proposed projects that will conduct construction activities onsite or offsite must provide stormwater pollution prevention and spill controls to prevent, reduce, or eliminate the discharge of pollutants to onsite or adjacent stormwater systems or watercourses. To prevent sediment transport and pollutant discharges as well as other impacts related to land-disturbing and construction activities, Erosion and Sediment Control (ESC) measures and Stormwater Pollution Prevention and Spill Control (SWPPS) measures that are appropriate to the project site must be applied through a comprehensive Construction Stormwater Pollution Prevention (CSWPP) plan as described in Sections 1.2.5.1 and 1.2.5.3 and shall perform as described in Section 1.2.5.2. In addition, these measures, both temporary and permanent, shall be implemented consistent with the requirements in Section 1.2.5.3 that apply to the proposed project. Response: Construction stormwater pollution prevention measures are an integral part of the project construction documents. These measures will include methods to reduce erosion of on-site site soils and to prevent sediment from inadvertently leaving the project site, such as silt fencing, inlet protection, and marking clearing limits. Erosion and sediment control measures will be NAVIX Topgolf Renton – Renton, WA 23 designed in conformance with the 2017 City of Renton Surface Water Design Manual standards. Please see the CSWPPP Analysis and Design section of this report for more information. Core Requirement #6: Maintenance and Operations Maintenance and operation of all drainage facilities is the responsibility of the applicant or property owner, except those facilities for which King County is granted an easement, tract, or right-of-way and officially assumes maintenance and operation. Drainage facilities must be maintained and operated in compliance with Appendix A, or other maintenance standards as approved by the City. Response: Please see the Operation and Maintenance Guidelines section of this report for more information. Core Requirement #7: Financial Guarantees and Liability All drainage facilities constructed or modified for projects (except flow control facilities to be privately maintained) must comply with the financial guarantee requirements and the liability requirements of the City. There are two types of financial guarantees for projects constructing or modifying drainage facilities; the drainage facilities restoration and site stabilization guarantee, and the drainage defect and maintenance guarantee. Response: A Bond Quantity worksheet is provided as an appendix to this report. Core Requirement #8: Water Quality All proposed projects, including redevelopment projects, must provide water quality (WQ) facilities to treat the runoff from new and replaced pollution-generating impervious surfaces and pollution- generating pervious surfaces targeted for treatment. These facilities shall be selected from one of the area-specific WQ menus described in Section 1.2.8.1 and implemented according to the applicable WQ implementation requirements in Section 1.2.8.2. Response: This site is subject to Enhanced Water Quality Treatment, which will be provided by means of a BioPod Biofilter Unit in each of the site sub-basins. The BioPod Biofilter Unit has Ecology GULD approval to provide enhanced treatment for the offline water quality flow rate as determined by WWHM2012. Please see the Flow Control, LID, And Water Quality Facilities Analysis and Design section of this report for detailed modeling inputs and calculations. Core Requirement #9: On-Site BMPs All proposed projects, including redevelopment projects, must provide onsite flow control BMPs to mitigate the impacts of storm and surface water runoff generated by new impervious surface, new pervious surface, existing impervious surfaces, and replaced impervious surface targeted for mitigation as specified in the following sections. Flow control BMPs must be selected and applied according to the basic requirements, procedures, and provisions detailed in this section and the design specifications for each BMP in Appendix C, Section C.2. Flow control BMPs are methods and designs for dispersing, infiltrating, or otherwise reducing or preventing development-related increases in runoff at or near the sources of those increases. Flow control BMPs include, but are not limited to, preservation and use of native vegetated surfaces to NAVIX Topgolf Renton – Renton, WA 24 fully disperse runoff; use of other pervious surfaces to disperse runoff; roof downspout infiltration; permeable pavements; bioretention; limited infiltration systems; and reduction of development footprint. Response: Soil amendment is proposed to meet on-site BMPs requirement. Please see the Flow Control, LID, And Water Quality Facilities Analysis and Design section of this report for more information. SPECIAL REQUIREMENTS Special Requirement #1: Other Adopted Area-Specific Requirements The drainage requirements of adopted MDPs, BPs, SCPs, LMPs, HMPs, SDFPs shall be applied in addition to the drainage requirements of the 2016 Manual unless otherwise specified in the adopted regulation. Where conflicts occur between the two, the drainage requirements of the adopted area-specific regulation shall supersede those in the 2016 Manual. Response: There are no known adopted area-specific requirements that apply to the proposed development. Special Requirement #2: Flood Hazard Area Delineation Floodplains and floodways are subject to inundation during extreme events. The 100-year floodplains are delineated in order to minimize flooding impacts to new development and to prevent aggravation of existing flooding problems by new development. Regulations and restrictions concerning development within a 100-year floodplain are found in the Sensitive Areas Ordinance. Response: Per the most current FIRM Map, shown in the 100-year flood/overflow condition section of this report, the project site does not lie within the 100-year floodplain. Special Requirement #3: Flood Protection Facilities Developing sites protected by levees and revetments require a high level of confidence in their structural integrity and performance. Proper analysis, design, and construction are necessary to protect against the potentially catastrophic consequences if such facilities should fail. Response: The project site does not contain levees, revetments, or berm protection. Special Requirement #4: Source Control Water quality source controls prevent rainfall and runoff water from coming into contact with pollutants, thereby reducing the likelihood that pollutants will enter public waterways and violate water quality standards and County stormwater discharge permit limits. The County may require mandatory source controls at any time through formal code enforcement if complaints or studies reveal water quality violations or problems. NAVIX Topgolf Renton – Renton, WA 25 Response: All applicable non-structural Source Control BMPs will be implemented as outlined in the 2017 City of Renton Surface Water Design Manual and the 2016 King County Stormwater Pollution Prevention Manual. These include Required Best Management Practices for all Properties with Commercial Activities, Storage of Solid Wastes and Food Wastes (Including Cooking Grease), Cleaning or Washing of Food Service Areas and Equipment, Landscaping Activities, Vehicle and Equipment Parking and Storage, and Sidewalk Maintenance. Roof cover over the dumpster area will be implemented as a structural source control measure. Special Requirement #5: Oil Control Projects proposing to develop or redevelop a high-use site must provide oil controls in addition to any other water quality controls. Such sites typically generate high concentrations of oil due to high traffic turnover or the frequent transfer of oil. Response: A high-use site is defined in the 2016 KCSWDM as “a commercial or industrial site that has an expected average daily traffic (ADT) count equal to or greater than 100 vehicles per 1,000 square feet of gross building area”. Per the email from the Transpo Group located in Appendix B, the project is not considered high-use; therefore, oil control in not proposed. Special Requirement #6: Aquifer Protection Area If a proposed project is located within an aquifer protection area, the project is required to determine and delineate applicable components on the project’s site improvement plan. Response: A small portion at the southeastern corner of the site is within Zone 2 of the Aquifer Protection Area. This zone may require open facilities and conveyance systems to have a liner in accordance with the design criteria in Section 6.2.4. and Section 1.2.4.3. respectively of the 2017 SWDM. No open facilities are being proposed as part of the development. NAVIX Topgolf Renton – Renton, WA 26 OFFSITE ANALYSIS TASK 1: STUDY AREA DEFINITION AND MAPS Available resources such as the survey and topographic maps were utilized to prepare the downstream analysis. The study area extended beyond the required 1/4-mile downstream of the project site. The two conveyance systems impacted by this development have been investigated. Figure 9 shows the general location of the critical areas relative to the proposed project site as designated on the City of Renton Critical Areas Map. No sensitive/critical areas are located on-site, aside from a small portion at the southeastern corner of the site is within Zone 2 of the Aquifer Protection Area. This zone may require open facilities and conveyance systems to have a liner in accordance with the design criteria in Section 6.2.4. and Section 1.2.4.3. respectively of the 2017 SWDM. No open facilities are being proposed as part of the development. Figure 9: Critical Areas Map PROJECT SITE NAVIX Topgolf Renton – Renton, WA 27 TASK 2: RESOURCE REVIEW The following resources were reviewed for existing/potential problems within the study area:  Site Survey  FEMA F.I.R.M.  City of Renton Critical Areas Map  King County iMap Floodplain  Reported Drainage Complaints  Current DOE 303(d) List A review of drainage complaints from the last 10 years within one-quarter mile of the project site, as supplied by King County, indicates that no drainage complaints have been filed as indicated below in Figure 10. Therefore, no drainage or water quality concerns appear to impact or be impacted by the development of this site. Figure 10: Drainage Complaints Map PROJECT SITE Drainage complaint area, typical NAVIX Topgolf Renton – Renton, WA 28 TASK 3: FIELD INSPECTION UPSTREAM ANALYSIS The project site does not receive additional runoff from upstream properties. The adjacent properties flow away from the project site’s property lines. DOWNSTREAM ANALYSIS A formal downstream analysis has been completed in accordance with the 2017 City of Renton’s SWDM. The downstream analysis was completed on April 19, 2018. The temperature was approximately 60 degrees and was sunny. The project site consists of two drainage sub-basins, which flow to a convergence point, and into one discharge point on Lake Washington. Below is a description of each of the site drainage sub-basins. Figure 11: Downstream Flow Paths NAVIX Topgolf Renton – Renton, WA 29 Conveyance System 1 # Photo Description 1 View from SW corner of site looking east. Drainage from western side of project site is conveyed through pipes and swales on the south side of the site in a westerly direction. 2 View from SW corner of site looking north. Drainage from pipes that follow the southwest side of the site is conveyed into an open- grate catch basin at the SW corner of the site. NAVIX Topgolf Renton – Renton, WA 30 3 View from SW corner of site looking north. Drainage from open- grate catch basin is conveyed through pipes in a northerly direction to N 8th St. Swale drainage is conveyed to a wetland located on the northern end of the site. 4 View from N 8th St looking southwest. Drainage from on-site swales ponding at the northern end of the site. NAVIX Topgolf Renton – Renton, WA 31 5 View from drainage connection point on N 8th St looking west. Drainage from the eastern half of site is conveyed into an open- grate catch basin located in the shoulder of the east-bound travel lane of N 8th St. 6 View from NW corner of the site looking northwest into the intersection of Logan Ave N and N 8th St. Drainage from open- grate catch basin located on the south side of N 8th St is conveyed to a solid- lid manhole in the intersection of Logan Ave N and N 8th St. NAVIX Topgolf Renton – Renton, WA 32 7 View from intersection of Logan Ave N and N 8th St looking south. Drainage from manhole located in the intersection of Logan Ave N and N 8th St is conveyed to an open- grate catch basin located on the east side of Logan Ave N. 8 View from Logan Ave N looking west. Drainage from open- grate catch basin on N Logan Ave is conveyed in a westerly direction through an open-grate catch basin to an existing detention vault located beneath Logan Ave N, adjacent to the site. NAVIX Topgolf Renton – Renton, WA 33 9 View from Logan Ave N looking north. Drainage from vault is conveyed in a northerly direction along the western side of Logan Ave N. 10 View from Logan Ave N at the intersection of Logan Ave N and N 8th St looking north. Drainage from vault is conveyed in a northerly direction to a solid-lid manhole on the western side of Logan Ave N. NAVIX Topgolf Renton – Renton, WA 34 11 View from Logan Ave N looking north. Drainage from solid-lid manhole is conveyed along Logan Ave N to a solid-lid manhole located at the bus-stop exit at the intersection of Logan Ave N and N 10th St. 12 View from intersection of Logan Ave N and N 10th St looking north. Drainage from solid-lid manhole is conveyed in a northerly direction to a solid-lid manhole located in the intersection of Logan Ave N and N 10th St. Storm Drainage Manhole NAVIX Topgolf Renton – Renton, WA 35 13 View from Logan Ave N looking northeast. Drainage from solid-lid manhole at the intersection of Logan Ave N and N 10th St is conveyed in a northeasterly direction to a solid-lid manhole located in the center of Logan Ave N. 14 View from Logan Ave N looking northeast. Drainage from solid-lid manhole is conveyed in a northeasterly direction to a solid-lid manhole located in the south- bound lane of Logan Ave N. NAVIX Topgolf Renton – Renton, WA 36 15 View from Logan Ave N looking northeast toward the intersection of Logan Ave N and Park Ave N. Drainage from solid-lid manhole is conveyed in a northeasterly direction to a solid-lid manhole located in the south- bound lane of Logan Ave N. 16 View from Logan Ave N looking southeast towards the intersection of Logan Ave N and Park Ave N. Drainage from solid-lid manhole from the south- bound lane of Logan Ave N is conveyed in a northeasterly direction to the conveyance system convergence point, a solid-lid manhole, northeast of the intersection of Logan Ave N and Park Ave N. Conveyance System Convergence Point NAVIX Topgolf Renton – Renton, WA 37 17 View from Lake Washington Blvd N looking northwest. Drainage from conveyance system convergence point conveys to a ditch system along the northwest side of Lake Washington Blvd where it travels under the railway through 84”, 48”, and 48” concrete pipes. Flow was directed into the 48” pipes because of sediment build-up in the 84” pipe. 18 View from Coulon Beach Park Rd looking west. Drainage from Lake Washington Blvd N ditch is conveyed into a stream and flows underneath a bridge located west of the intersection of the railway and Coulon Beach Park Dr. NAVIX Topgolf Renton – Renton, WA 38 19 View from Coulon Beach Park Dr drainage ditch looking north. Drainage conveyed under the bridge located west of the intersection of the railway and Coulon Beach Park Dr goes through another drainage area located on the northern side of the bridge. 20 View from Coulon Beach Park Dr drainage ditch looking south. Drainage from the stream located on the southwest side of Coulon Beach Park Dr underneath Coulon Beach Park Rd is conveyed through two 66” concrete pipes and one 72” pipe. Flow was diverted into the middle 66” pipe because of sediment build up in the outside pipes. 66” Concrete Pipe 66” Concrete Pipe 72” Concrete Pipe NAVIX Topgolf Renton – Renton, WA 39 21 View from Coulon Beach Park Dr drainage ditch looking north. Drainage is conveyed underneath Coulon Beach Park Rd into a stream that runs along the northeast side of Coulon Beach Park. 22 View from northeast side of Coulon Beach Park looking southeast. Drainage is conveyed in a northwesterly direction through a stream along the northeast side of Coulon Beach Park. NAVIX Topgolf Renton – Renton, WA 40 23 View from bridge that connects Coulon Beach Park to an adjacent parking lot looking northwest. Drainage is conveyed through the stream and is discharged into Lake Washington. At the discharge point, the stream is approximately 16 feet wide and 1.5 feet deep. NAVIX Topgolf Renton – Renton, WA 41 Conveyance System 2 # Photo Description 24 View from the south- central location of site looking south. Drainage from western half of project site is conveyed through pipes and swales located on the south side of the site in a northerly direction. 25 View along existing fence of south-central location of site looking north. Drainage from project site is conveyed to an open-grate catch basin located adjacent to an existing fence. NAVIX Topgolf Renton – Renton, WA 42 26 View from center of site looking north. Drainage from open- grate catch basin adjacent to existing fence is conveyed in a northerly direction to an open-grate catch basin located in the center of the site. 27 View from center of site looking north. Drainage from open- grate catch basin in center of the site is conveyed in a northerly direction to a solid-lid manhole located in the center of the site. NAVIX Topgolf Renton – Renton, WA 43 28 View from center of site looking north. Drainage from solid-lid manhole in center of the site is conveyed in a northerly direction to an open-grate catch basin located in the center of the site. 29 View from north central portion of site looking north. Drainage from open- grate catch basin in center of the site is conveyed in a northerly direction to an elevated manhole located in the north central portion of the site. From here, it is directed easterly to an existing storm drain manhole that is part of the municipal conveyance system in Park Avenue N. NAVIX Topgolf Renton – Renton, WA 44 30 View of existing storm drain manhole that is part of the municipal conveyance system in Park Avenue N looking north. Drainage from this manhole is conveyed north in an existing 24- inch municipal conveyance pipe. 31 View from intersection of Dick Sporting Good’s parking entrance and Park Ave N looking north. Drainage is conveyed down Park Ave N in a northerly direction. NAVIX Topgolf Renton – Renton, WA 45 32 View from intersection of Park Ave N and N 10th St looking east. Drainage from system is conveyed in a northerly direction to a solid-lid manhole located in the intersection of Park Ave N and N 10th St. 33 View from intersection of Park Ave N and N 10th St looking northeast. Drainage from solid-lid manhole is conveyed in an easterly direction to a solid-lid manhole located in the intersection of Park Ave N and N 10th St. NAVIX Topgolf Renton – Renton, WA 46 34 View from intersection of Park Ave N and N 10th Pl looking northeast. Drainage from solid-lid manhole is conveyed in a northerly direction to a solid-lid manhole located at the intersection of Park Ave N and N 10th Pl. 35 View from Logan Ave N looking southeast towards the intersection of Logan Ave N and Park Ave N. Drainage from solid-lid manhole at the intersection of Park Ave N and N 10th Pl is conveyed in a northeasterly direction to the conveyance system convergence point, a solid-lid manhole, northeast of the intersection of Logan Ave N and Park Ave N. Refer to conveyance system 1 for continuation. Conveyance System Convergence Point NAVIX Topgolf Renton – Renton, WA 47 TASK 4: DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS There are no known problems with the drainage paths around the site. No downstream impacts from the proposed project are anticipated. To confirm conveyance capacity, analysis of the existing municipal conveyance system is provided in the Conveyance System Analysis and Design section of this report. TASK 5: MITIGATION OF EXISTING OR POTENTIAL PROBLEMS No existing or potential problems were identified as discussed in Task 4 above; therefore, mitigation is not warranted. Maintenance of the existing municipal conveyance pipes that appear to have varying degrees of collected debris may be warranted, but this does not appear to be creating drainage issues upstream. NAVIX Topgolf Renton – Renton, WA 48 FLOW CONTROL, LID, AND WATER QUALITY FACILITIES ANALYSIS AND DESIGN EXISTING SITE HYDROLOGY The project site is approximately 13.68 acres (596,016 SF) and consists of a vacant lot. Runoff from the existing site is generated from two on-site sub-basins, the West Basin and East Basin, and one partially on-site basin, the Boeing Basin. The pre-developed conditions are shown in Tables 1a, 1b, and 1c. Table 1a: On-Site Areas (West Basin) Existing Conditions Area (AC) Description 5.91 Pervious 1.76 Impervious 7.67 Total On-site Area (West Basin) Table 1b: On-Site Areas (East Basin) Existing Conditions Area (AC) Description 4.52 Pervious 0.56 Impervious 5.08 Total On-site Area (East Basin) Table 1c: Partially On-site Areas (Boeing Basin) Existing Conditions Area (AC) Description 0.97 Pervious 1.30 Impervious 2.27 Total Area (East Basin) The on-site portion of the Boeing Basin is approximate 0.93 acres (40,410 SF) and is approximately 3% impervious. The offsite portion of the Boeing Basin is approximately 1.34 acres (58,501 SF) and is 95% impervious. The pre-existing conditions of the on-site and offsite portions of the Boeing Basin are shown in Tables 1d and 1e. NAVIX Topgolf Renton – Renton, WA 49 Table 1d: On-Site Areas (Boeing Basin) Existing Conditions Area (AC) Description 0.90 Pervious 0.03 Impervious 0.93 Total On-site Area (Boeing Basin) Table 1e: Offsite Areas (Boeing Basin) Existing Conditions Area (AC) Description 0.07 Pervious 1.27 Impervious 1.34 Total Offsite Areas (Boeing Basin) Because this site was previously developed by Boeing, on-site areas are also compared to the previous conditions of the site under the previous Boeing use. As confirmed by the City of Renton, Boeing had developed approximately 95% impervious areas on-site. The previously developed Boeing conditions for the on-site areas are shown in Tables 1f and Table 1g. WWHM inputs and outputs for the previously developed Boeing conditions can be found in Appendix D. Table 1f: On-Site Areas Under Previous Boeing Development (West Basin) Existing Conditions Area (AC) Description 0.38 Pervious 7.29 Impervious 7.67 Total On-site Area (West Basin) Table 1g: On-Site Areas Under Previous Boeing Development (East Basin) Existing Conditions Area (AC) Description 0.25 Pervious 4.83 Impervious 5.08 Total On-site Area (East Basin) The previously developed Boeing conditions for the on-site portion of the Boeing Basin were 95% impervious and are shown in Table 1h. The previously developed Boeing conditions for the offsite portion of the Boeing Basin are the same as the pre-developed conditions and are shown in Table 1e above. NAVIX Topgolf Renton – Renton, WA 50 Table 1h: On-Site Areas Under Previous Boeing Development (On-Site Portion of Boeing Basin) Existing Conditions Area (AC) Description 0.88 Pervious 0.05 Impervious 0.93 Total On-site Area (Boeing Basin) DEVELOPED SITE HYDROLOGY The developed surface conditions areas are noted in Tables 2a and 2b. See Figure 12 and 13 for the Developed Conditions Map. Table 2a: On-Site Proposed Areas (West Basin) Developed Conditions Area (AC) Description 0.59 Building (Roof Area) 2.72 Pavement/Sidewalk/Plaza 1.19 Field (Impervious) 1.44 Pervious 5.94 Total On-site Area (West Basin) Table 2b: On-Site Proposed Areas (East Basin) Developed Conditions Area (AC) Description 1.45 Phase 2 (Mixed Use) 2.23 Pavement/Sidewalk 3.14 Field (Impervious) 0.92 Pervious 7.74 Total On-site Area (East Basin) NAVIX Topgolf Renton – Renton, WA 51 Figure 12: Developed Conditions Map (West Basin) Figure 13: Developed Conditions Map (East Basin) NAVIX Topgolf Renton – Renton, WA 52 ON-SITE STORMWATER BMPS This project is electing to use the List No. 2 option for selection of large lot on-site stormwater BMPs. The following tables list the evaluated on-site BMPs and reasons for infeasibility. Part I BMP Feasible (Yes/No) Explanation Full Dispersion No A minimum forested or native vegetation flow path length of 100 feet cannot be achieved. Part 2 BMP Feasible (Yes/No) Explanation Full Infiltration of Roof Runoff No Per the geotechnical engineering report, due to a relatively shallow groundwater table, at approximately 4 feet below grade, and the presence of low permeability silt soils near the ground surface, the use of infiltration facilities is not feasible at this site. Part 3 BMP Feasible (Yes/No) Explanation Full Infiltration No Per the geotechnical engineering report, due to a relatively shallow groundwater table, at approximately 4 feet below grade, and the presence of low permeability silt soils near the ground surface, the use of infiltration facilities is not feasible at this site. Limited Infiltration No Per the geotechnical engineering report, due to a relatively shallow groundwater table, at approximately 4 feet below grade, and the presence of low permeability silt soils near the ground surface, the use of infiltration facilities is not feasible at this site. Bioretention No Per the geotechnical engineering report and infiltration feasibility evaluation, due to a relatively shallow groundwater table, at approximately 4 feet below grade, and the presence of low permeability silt soils near the ground surface, the use of infiltration facilities is not feasible at this site. Permeable Pavement No Per the geotechnical engineering report and infiltration feasibility evaluation, due to a relatively shallow groundwater table, at approximately 4 feet below grade, and the presence of low permeability silt soils near the ground surface, the use of infiltration facilities is not feasible at this site. NAVIX Topgolf Renton – Renton, WA 53 Part 4 BMP Feasible (Yes/No) Explanation Basic Dispersion No  For splash blocks, a vegetated flow path of at least 50 feet in length from the downspout to the downstream property line, structure, stream, wetland, slope over 15 percent, or other impervious surface is not achievable.  A minimum 3-foot length of rock pad and 50-foot flow path OR a dispersion trench and 25-foot flow path for every 700 sq. ft. of drainage area (within applicable setbacks) cannot be achieved.  For trenches, a vegetated flow path of at least 25 feet between the outlet of the trench and any property line, structure, stream, wetland, or impervious surface is not achievable.  For flat to moderately sloped areas, at least a 10-foot-wide vegetation buffer for dispersion of the adjacent 20 feet of contributing surface cannot be achieved. Part 5 BMP Feasible (Yes/No) Explanation Reduced Impervious Surface Credit No A reduction in impervious surface below established norms that must be assured through covenant and/or alternative design cannot be achieved. Native Growth Retention Credit No The site does not currently contain any native vegetated areas; therefore, native growth retention credit is unattainable. Part 6 BMP Feasible (Yes/No) Explanation Soil Amendment Yes On-site disturbed areas that result in lawn or landscaping will be amended with compost or replaced with topsoil meeting Post- Construction Soil Quality and Depth requirements. NAVIX Topgolf Renton – Renton, WA 54 Part 7 BMP Feasible (Yes/No) Explanation Perforated Pipe Connection No Per the geotechnical engineering report, due to a relatively shallow groundwater table, at approximately 4 feet below grade, and the presence of low permeability silt soils near the ground surface, the use of infiltration is not feasible at this site. FLOW CONTROL SYSTEM Stormwater will be managed on-site in accordance with the standards of the 2017 City of Renton SWDM. Per the Flow Control Application Map, the project site falls within the ‘Peak Rate Flow Control Standard – Matching Existing’ area. Per this standard, flow control is not required if the proposed developed condition will not generate more than 0.15-cfs increase in the 100-year peak flow under existing site conditions. The existing site condition for the project site is the previous Boeing development, which had roughly 95% impervious surface coverage as confirmed by the City of Renton. Because the proposed Topgolf development will decrease the impervious surface coverage to less than 85%, the proposed developed condition will not generate more than a 0.15- cfs increase in the 100-year peak flow as compared to the existing site condition. Flow control, therefore, is not required. In the western portion of the site that includes the new Topgolf building and adjacent parking lot areas, stormwater runoff from the pollution-generating parking lot area will be routed to a Biopod Biofilter unit for water quality treatment prior to discharging to the municipal conveyance system in Logan Avenue N. The building roof area and western portion of the outfield surface will be routed to the existing municipal conveyance system in N 8th St. In the eastern portion of the site that includes the outfield area, the mixed-use development area, and the surface parking lot to the southeast, stormwater runoff from the pollution-generating parking lot area will be routed to a Biopod Biofilter unit prior to discharge to the existing municipal conveyance system in Park Avenue N. WATER QUALITY SYSTEM The proposed development is subject to Enhanced Water Quality Treatment. The water quality design flow for projects that do not require detention is equal to 91% of the developed water quality volume as determined using WWHM2012. In the western portion of the site that includes the new Topgolf building and adjacent parking lot areas, stormwater runoff from the pollution-generating parking lot area will be routed to a Biopod Biofilter unit for water quality treatment prior to discharging to the municipal conveyance system in Park Ave N. The building roof area and western portion of the outfield surface will be routed to the existing municipal conveyance system in N 8th St. NAVIX Topgolf Renton – Renton, WA 55 and the surface parking lot to the southeast, stormwater runoff from the pollution-generating parking lot area will be routed to a Biopod Biofilter unit prior to discharge to the existing municipal conveyance system in Park Avenue N. The outfield is turf and does not use pesticides or fertilizer and is, therefore, not considered pollution generating impervious surface. Outfield material product data and maintenance instructions are included in Appendix H . See Figure 14 below for the locations of the proposed water quality facilities. Figure 14: Water Quality Systems The BioPod Biofiltration Units are sized using 91% of the 24-hour runoff volume as estimated by WWHM2012. Per the Department of Ecology’s GULD approval (see GULD approval below), the BioPod Biofiltration Units treat the 15-minute water quality flow rate as calculated by WWHM2012. However, per the 2017 SWDM Section 6.2.1, WWHM water quality flow rates require a modification factor per Table 6.2.1.A. Therefore, from regional isopluvials in Figure 3.2.1.A and Department of Ecology modification factors in Table 6.2.1.A, an interpolated k-value of 1.93 has been applied to the online 15-minute WWHM2012 water quality flow rate for the western basin and an interpolated k-value of 3.53 has been applied to offline 15-minute WWHM water quality flow rate for the eastern basin. (The western and eastern basins were analyzed at separate times, hence the use of both online and offline flows for sizing.) The BioPod Biofiltration Units include an internal high flow bypass weir system to accommodate higher flows without the need for a flow splitter. The modified water quality flow rate from the West Basin (shown in Figure 15 below) using the offline water quality flow rate, is 0.217 * 3.50 = 0.76 cfs with a peak 100-year developed flow rate of 2.0891 cfs. Please note that the water quality flow rate of 0.76 CFS is 0.04 CFS greater than the Figure 14: Water Quality Systems Biopod Biofilter Unit (Western Basin Enhanced Water Quality Facility) BioPod Biofilter Unit (Eastern Basin Enhanced Water Quality Facility) note this is 3.53, resultant difference is still acceptable. NAVIX Topgolf Renton – Renton, WA 56 0.72 CFS flow rate to which the already installed water quality facility was designed to treat. However, City of Renton staff has indicated this 0.04 CFS difference is acceptable. The modified water quality flow rate from the East Basin (shown in Figure 16 below) using the offline water quality flow rate is 0.3773 * 3.53 = 1.331 cfs with a peak 100-year developed flow rate of 3.3183 cfs. Please note that water quality flow rate for the East Basin was calculated assuming the basin is comprised of 90% pollution generating impervious surface to be conservative (4.14 acres). See the BioPod sizing letter below as well as the WWHM2012 input and output in Appendix D. Figure 15: West Basin Water Quality NAVIX Topgolf Renton – Renton, WA 57 Figure 16: East Basin Water Quality The BioPod Biofilter sizing letters, prepared by Oldcastle, are provided below. NAVIX Topgolf Renton – Renton, WA 58 NAVIX Topgolf Renton – Renton, WA 59 NAVIX Topgolf Renton – Renton, WA 60 NAVIX Topgolf Renton – Renton, WA 61 NAVIX Topgolf Renton – Renton, WA 62 NAVIX Topgolf Renton – Renton, WA 63 NAVIX Topgolf Renton – Renton, WA 64 NAVIX Topgolf Renton – Renton, WA 65 NAVIX Topgolf Renton – Renton, WA 66 100-YEAR FLOOD/OVERFLOW CONDITION Review of the most recent FEMA FIRM as adopted by King County indicates that the development area on the project site does not lie within the 100-year flood plain. The portion of FIRM containing the subject property is included in Figure 17 below. Figure 17: King County FEMA Map PROJECT SITE NAVIX Topgolf Renton – Renton, WA 67 CONVEYANCE SYSTEM ANALYSIS AND DESIGN CONVEYANCE CALCULATIONS The conveyance capacity of the proposed on-site conveyance system is analyzed per basin, including the off-site tributary basins, as discussed further below. West Basin: For the West Basin, runoff from the on-site areas, including the proposed building roof and the proposed western parking lot area, will be conveyed to the existing municipal conveyance systems within Logan Avenue N and N 8th Street, as described previously. See Figures 18 and 19 for the areas draining to N 8th Street and Logan Avenue N respectively. Figure 18: West Basin Areas (to N 8th Street) NAVIX Topgolf Renton – Renton, WA 68 Figure 19: West Basin Areas (to Logan Avenue N) The peak 100-year flow from the West Basin to N 8th Street is 1.754 cfs as determined using WWHM2012 (see Appendix D). As demonstrated in the Manning’s calculation below, the proposed 12-inch conveyance pipe through which the West Basin areas shown in Figure 18 discharge to the municipal system in N 8th Street sloped at a minimum 0.5% has sufficient capacity to convey the 100-year peak flow. NAVIX Topgolf Renton – Renton, WA 69 The peak 100-year flow from the West Basin to Logan Avenue N is 2.089 cfs as determined using WWHM2012 (see Appendix D). As demonstrated in the Manning’s calculation below, the 18-inch conveyance pipe and the associated 18-inch stub through which the West Basin areas shown in Figure 19 discharge to Logan Avenue N sloped at a minimum 0.5% has sufficient capacity to convey the 100-year peak flow. NAVIX Topgolf Renton – Renton, WA 70 Combined East Basin: For the East Basin, stormwater runoff from the proposed outfield area, the proposed eastern parking lot area, future mixed use parcel, and the Boeing Basin will be routed to the discharge point at the City municipal conveyance system in Park Avenue N, which is the existing downstream discharge point for runoff from the East Basin. As described previously, runoff from the Boeing Basin, which includes the existing Boeing 10-80 office building and the adjacent Boeing parcel to the southeast, will combine with the on-site runoff from the eastern basin and runoff from the future mixed use parcel (here conservatively assumed to be 100% impervious cover). See Figure 20 below for the combined East Basin areas draining to Park Avenue N. NAVIX Topgolf Renton – Renton, WA 71 Figure 20: Combined East Basin Areas (to Park Avenue N) The runoff from the combined East Basin area will be conveyed by a 24-inch pipe to an existing 24-inch pipe in Park Avenue N. The peak 100-year flow from the East Basin is 6.506 cfs as determined using WWHM2012 (see Appendix D). As demonstrated in the Manning’s calculation below, the 24-inch conveyance pipe and the associated 24-inch stub sloped at a minimum 0.5% has sufficient capacity to convey the 100-year peak flow from the combined East Basin. NAVIX Topgolf Renton – Renton, WA 72 See Appendix J for detailed conveyance calculations for both the proposed on-site conveyance system and the existing municipal conveyance system in Park Ave N and Logan Ave N. From these analyses, the on-site and existing off-site conveyance systems are adequately sized to convey the 25-year developed peak flow as required by the 2017 SWDM Sections 1.2.4.1 and 1.2.4.2. SPILL CONTROL As required by the 2017 SWDM Section 1.2.4.3.G, spill control devices will be installed for runoff from pollution generating impervious surfaces prior discharging from site. Flow restrictor (tee) sections per Section 4.2.1.1. will be installed at SDCB #5 and SDCB #20 to provide spill control for the east and west basin parking lots prior to water quality treatment and subsequent discharge from the site. OUTFIELD BASIN PUMP As mentioned previously, the outfield is not a pollution generating surface and does not require water quality treatment. Due to the shallow nature of the downstream stormwater connection however, the project will require installation of a stormwater pump to convey runoff from outfield surface drainage and targets. The pump has been sized to handle the 100-yr peak flow of 1.82 cfs as calculated using the rational method. The flow generated by this storm event will be completely removed within 24 hours without ponding more than 12” at the lowest target. Moreover, the 100-yr peak flow of 1.82 cfs is NAVIX Topgolf Renton – Renton, WA 73 greater than the 25-yr peak flow of 1.16 cfs as calculated using WWHM, the minimum city required storm event for pump sizing. Therefore, the pump is sized to adequately handle the required flow. Outfield basin pump runoff inputs and outputs can be found in Appendix D. Detailed pump information can be found in Appendix I. See Figure 21 below for outfield and target pump basin area. Figure 21: Outfield and Target Pump Basin PUMP SYSTEMS DESIGN CRITERIA As required by the City of Renton 2017 SWDM, pump systems must meet minimum design criteria of Section 4.2.3.1. See requirements and how the proposed system meets them below. 1. The proposed pump system is privately owned and maintained. 2. The proposed pump system is used to convey water from one location to another within the site. 3. The proposed pump system has a dual pump equipped with external alarm system. Additional pump design and specifications can be found in Appendix I. 4. The proposed pump system does not circumvent any other City drainage requirements and construction and operation will not violate any other City requirements. 5. Pump failure will not result in flooding of a building or emergency access. As the pump discharge piping IE is lower than the rim of the lowest outfield target, pump failure would result in backwater of the target drainage system until the discharge piping acts as a release. 6. The proposed pump system has emergency backup power installed. Approx. Pump Structure Location NAVIX Topgolf Renton – Renton, WA 74 7. An emergency response plan that details how backup power will be activated during an emergency as well as a response for pump repairs and replacement in the event of a failure will be included in the next submittal. SPECIAL REPORTS AND STUDIES Special reports and studies for this property include the following (See Appendix B):  Geotechnical Report prepared by GeoEngineers, Inc., dated October 29, 2019  Geotechnical Infiltration Feasibility Evaluation prepared by GeoEngineers, Inc., dated March 4, 2020  Email correspondence from Transpo Group confirming the project is not a high-use site, dated February 19, 2020 OTHER PERMITS Other permits required for this project include the following:  Building Permit and building-related permits  Clearing and Grading Permit  NPDES Permit NAVIX Topgolf Renton – Renton, WA 75 CSWPPP ANALYSIS AND DESIGN ESC Plan Analysis and Design (Part A) All erosion and sediment control measures shall be governed by the requirements of Appendix D in the City of Renton Surface Water Design Manual. A temporary erosion and sedimentation control plan has been prepared to assist the contractor in complying with these requirements. The Erosion and Sediment Control (ESC) plan is included with the construction plans. Erosion Risk Assessment The degree of erosion risk on the proposed project site is minimal. The following factors contribute to a low degree of erosion risk:  Slope across the site is slight. Runoff will not travel at high velocities across the site and, therefore, will not cause noticeable erosion impacts.  The site is already stabilized with hard surfaces and the portions that will be removed will generally create temporary closed depression areas that will trap stormwater runoff. Construction Sequence and Procedure The proposed development will include an erosion/sedimentation control plan designed to prevent sediment-laden run-off from leaving the site during construction. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography and climate. Erosion/sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Prior to the start of any grading activity upon the site, all erosion control measures, including stabilized construction entrances, shall be installed in accordance with the construction documents. The best construction practice will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for the construction of the site will be provided with a subsequent submittal. Trapping Sediment Structural control measures will be used to reduce erosion and retain sediment on the construction site. The control measures will be selected to fit specific site and seasonal conditions. The following structural items will be used to control erosion and sedimentation processes:  Compost socks  Catch basin inlet sediment protection  Proper cover measures  Sediment Pond for each Site Sub-Basin (See Appendix E for sizing calculations) Weekly inspection of the erosion control measures will be required during construction. Any sediment buildup shall be removed and disposed of off-site. Vehicle tracking of mud off-site shall be avoided. Installation of a stabilized construction entrance will be installed at a location to enter the site. The entrances are a minimum requirement and may NAVIX Topgolf Renton – Renton, WA 76 be supplemented if tracking of mud onto public streets becomes excessive. In the event that mud is tracked off site, it shall be swept up and disposed of off-site on a daily basis. Depending on the amount of tracked mud, a vehicle road sweeper may be required. Because vegetative cover is the most important form of erosion control, construction practices must adhere to stringent cover requirements. More specifically, the contractor will not be allowed to leave soils open for more than 14 days and, in some cases, immediate seeding will be required. Wet Weather TESC Operating Plan Work between October 1st and April 30th must adhere to the Wet Season Special Provisions noted in Section D.2.4.2 in Appendix D of the 2017 City of Renton Surface Water Design Manual. SWPPS Plan Design (Part B) A variety of storm water pollutant controls are recommended for this project. Some controls are intended to function temporarily and will be used as needed for pollutant control during the construction period. These include temporary sediment barriers such as silt fences. For most disturbed areas, permanent stabilization will be accomplished by covering the soil with pavement, building, or vegetation. The CSWPPP Worksheet Forms are located in Appendix C. Minimum maintenance recording requirements can be found in 2017 SWDM Section D.2.4.4. A. Erosion and Sediment Controls 1. Soil Stabilization - The purpose of soil stabilization is to prevent soil from leaving the site. In the natural condition, soil is stabilized by native vegetation. The primary technique to be used at this project for stabilizing site soil will be to provide a protective cover of grass, pavement, or building. a) See 2017 City of Renton Surface Water Design Manual Section D.2.1.2.6. for Temporary and Permanent Seeding requirements. b) Structural Controls – See construction plans for the TESC Plan D-2.0. Inlet protection and straw wattles are proposed to minimize siltation of construction activities. c) Clearing Limits – Clearing limits are defined by the placement of silt fence or construction fence. d) Storm Drain Inlet Protection – Curb and grated inlets are protected from the intrusion of silt and sediment through a variety of measures as shown on the Construction Drawings. The primary mechanism is to place controls in the path of flow sufficient to slow sediment-laden water to allow settlement of suspended soils before discharging into the storm sewer. Controls typically provide a secondary benefit by means of filtration. Grated inlets typically include a sturdy frame wrapped in silt fence or crushed stone-lined perimeter to slow the NAVIX Topgolf Renton – Renton, WA 77 flow of water. Curb inlets typically include crushed stone barriers held in place with silt fence material or geotextile fabric. Where inlets are located in paved areas the contractor shall install filter fabric in the catch basin. 2. Dewatering Controls a) The water resulting from construction site de-watering activities must be treated prior to discharge or disposed of as specified. Accumulated water in foundation areas, excavations, and utility trenches shall be removed and disposed of in a manner that does not pollute surface waters or cause downstream erosion or flooding. See 2017 City of Renton Surface Water Design Manual Section D.2.1.7. for detailed specifications. 3. Flow Control a) See TESC Plans D-2.1, D-2.2, and D-2.3 for layout of perimeter interceptor swales, check dams, and sediment ponds. Onsite flow control facilities and other provisions on the TESC plan sheets aim to prevent runoff peaks from discharging from the project site during construction. 4. Protect Existing and Proposed Stormwater Facilities and On-Site BMPs a) All existing stormwater facilities within the limits of disturbance are being removed or rerouted. See Drainage Plans C-3.1, C-3.2, and C-3.3 for proposed stormwater facilities and on-site BMPs. Proposed stormwater facilities and on-site BMPs are separated by a minimum of seven feet from sanitary sewer facilities and ten feet from water facilities. 5. Maintain Protective BMPs a) See TESC Plans D-2.1, D-2.2, and D-2.3 for protective BMPs. The contractor and designated CESCL professional are responsible for the implementation, monitoring, adaptation, and continued performance of protective BMPs throughout construction. 6. Manage the Project a) The contractor and designated CESCL professional are responsible for the implementation, monitoring, adaptation, and continued performance of protective BMPs throughout construction. The TESC plans, SWPPS plan, CSWPP plan, and technical information report provide a detailed construction sequence, temporary erosion and sediment control BMP calculations, sizing, and layout, and a template for an inspection and maintenance program for the project to successfully manage erosion and sediment control. NAVIX Topgolf Renton – Renton, WA 78 See 2017 City of Renton Surface Water Design Manual Section D.2.4.5. for Final Stabilization requirements. B. Other Pollutant Controls Control of sediments has been described previously. Other aspects of this SWPPP are listed below: 1. Sawcutting and Surfacing – Concrete spillage and concrete discharge to waters of the state is prohibited. The purpose is to prevent slurry and cuttings from draining to any natural or constructed drainage conveyance including stormwater systems. Sawcutting and surfacing operations include sawing, coring, grinding, roughening, hydro-demolition, bridge and road surfacing. Do not allow process water generated during hydro-demolition, surface roughening, or similar operations to drain to any natural or constructed drainage conveyance. Slurry and cuttings must be vacuumed during cutting and surfacing operation and shall not remain on permanent concrete or asphalt pavement overnight. Dispose of waste material and demolition debris in a manner that does not cause contamination of water. Slurry and cuttings must be collected, handled, and disposed at an appropriate disposal site in a manner than does not violate ground water or surface water quality standards. 2. Dust Control - Construction traffic must enter and exit the site at the stabilized construction entrance. The purpose is to trap dust and mud that would otherwise be carried off-site by construction traffic. Water trucks will be used as needed during construction to reduce dust generated on the site. Dust control must be provided by the General Contractor to a degree that is acceptable to the owner, and in compliance with applicable local and state dust control regulations. After construction, the site will be stabilized (as described elsewhere), which will reduce the potential for dust generation. Chemical treatments have not been approved for this site. The Civil Engineer of Record must be contacted if these are requested to be utilized. 3. Solid Waste Disposal - No solid materials, including building materials, are allowed to be discharged from the site with stormwater. All solid waste, including disposable materials incidental to the major construction activities, must be collected and placed in containers. The containers will be emptied as necessary by a contract trash disposal service and hauled away from the site. The location of solid waste receptacles shall be shown on the TESC Plan D-2.0. NAVIX Topgolf Renton – Renton, WA 79 Substances that have the potential for polluting surface and/or groundwater must be controlled by whatever means necessary in order to ensure that they do not discharge from the site. As an example, special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must be contained and disposed so that it will not flow from the site or enter groundwater, even if this requires removal, treatment, and disposal of soil. In this regard, potentially polluting substances should be handled in a manner consistent with the impact they represent. 4. Water Source - Non-storm water components of site discharge must be clean water. Water used for construction which discharges from the site must originate from a public water supply or private well approved by the State Health Department. Water used for construction that does not originate from an approved public supply must not discharge from the site. 5. Concrete Waste from Concrete Ready-Mix Trucks – Discharge of excess or waste concrete and/or wash water from concrete trucks will be allowed on the construction site, but only in specifically designated diked areas that have been prepared to prevent contact between the concrete and/or wash water and storm water that will be discharged from the site. Waste concrete can be placed into forms to make riprap or other useful concrete products. The cured residue from the concrete washout diked areas shall be disposed in accordance with applicable state and federal regulations. The jobsite superintendent is responsible for assuring that these procedures are followed. 6. Fuel Tanks – Temporary on-site fuel tanks for construction vehicles shall meet all state and federal regulations. Tanks shall have approved spill containment with the capacity required by the applicable regulations. The tank shall be in sound condition free of rust or other damage which might compromise containment. Hoses, valves, fittings, caps, filler nozzles, and associated hardware shall be maintained in proper working condition at all times. Temporary on-site fuel tanks are not proposed for this project at this time. 7. Hazardous Waste Management and Spill Reporting Plan – Any hazardous or potentially hazardous waste that is brought onto the construction site will be handled properly in order to reduce the potential for storm water pollution. All materials used on this construction site will be properly stored, handled and dispensed following any applicable label directions. Material Safety Data Sheets (MSDS) information will be kept on site for any and all applicable materials. Should an accidental spill occur, immediate action will be undertaken by the General Contractor to contain and remove the spilled material. All hazardous materials will be disposed of by the Contractor in the manner specified by local, state, and federal regulations and by the manufacturer of such products. As soon as possible, the spill will be reported to the appropriate state and local NAVIX Topgolf Renton – Renton, WA 80 agencies. As required under the provisions of the Clean Water Act, any spill or discharge entering the waters of the United States will be properly reported. The General Contractor will prepare a written record of any such spill and will provide notice to the Owner within 24-hours of the occurrence of the spill. Any spills of petroleum products or hazardous materials in excess of Reportable Quantities as defined by EPA or the state or local agency regulations, shall be immediately reported to the EPA National Response Center (1-800-424-8802) and the Washington State Department of Ecology at (360) 407-6300 or 1-800- 258-5990. The reportable quantity for petroleum products is per the State of Washington is any amount that contacts public waterways or public storm systems OR equal to or greater than 1 gallon on a commercial project that does not contact public water systems such as creeks, rivers, lakes, or storm systems and must be reported within 24 hours. The EPA guidelines define spills within the public water systems as those that: violate applicable water quality standards; cause a film or “sheen” upon, or discoloration of the surface of the water or adjoining shorelines; or cause a sludge or emulsion to be deposited beneath the surface of the water or upon adjoining shorelines. The reportable quantity for hazardous materials is per the Comprehensive Environmental Response, Compensation and Liability Act (CERCLA), and is any hazardous substance with reportable quantity that appears in Table 302.4of 40 CFR parts 302, for other substance not found on this list, the reportable quantity is one pound. In order to minimize the potential for a spill of hazardous materials to come in contact with stormwater, the following steps will be implemented: a) All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, additives for soil stabilization, concrete, curing compounds and additives, etc.) will be stored in a secure location, under cover, when not in use. b) The minimum practical quantity of all such materials will be kept on the job site and scheduled for delivery as close to time of use as practical. c) A spill control and containment kit (containing for example, absorbent such as kitty litter or sawdust, acid neutralizing agent, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. d) All of the product in a container will be used before the container is disposed of. All such containers will be triple rinsed, with water prior to disposal. The rinse water used in these containers will be disposed NAVIX Topgolf Renton – Renton, WA 81 of in a manner in compliance with state and federal regulations and will not be allowed to mix with storm water discharges. e) All products will be stored in and used from the original container with the original product label. f) All products will be used in strict compliance with instructions on the product label. g) The disposal of excess or used products will be in strict compliance with instructions on the product label. 8. Long-Term Pollutant Controls - Storm water pollutant control measures installed during construction, that will also provide benefits after construction, will not be applicable to this project since most of the pollution control measures are already in place. Those sediment barriers that do not interfere with normal operations and appear to provide long-term benefits can be left in place after construction is completed. 9. Source Controls – Per Section 1.3.4 of the 2016 KCSWDM, structural source control measures, such as car was pads or dumpster area roofing, shall be applied to the entire site containing the proposed project, not just the project site. Dumpster area roofing is proposed as a structural source control for this project. B. Construction Phase "Best Management Practices" During the construction phase, the General Contractor shall implement the following measures: 1. Materials resulting from the clearing and grubbing or excavation operations shall be stockpiled up slope from adequate sedimentation controls. Materials removed to an off-site location shall be protected with appropriate controls and properly permitted. 2. The General Contractor shall designate areas on the TESC Plan D-2.0 for equipment cleaning, maintenance, and repair. The General Contractor and subcontractors shall utilize such designated areas. Cleaning, maintenance, and repair areas shall be protected by a temporary perimeter berm, shall not occur within 150 feet away of any waterway, and in areas located as far as practical from storm drains. 3. Use of detergents for large scale washing is prohibited (i.e., vehicles, buildings, pavement surfaces, etc.) 4. Chemicals, paints, solvents, fertilizers, and other toxic materials must be stored in weatherproof containers. Except during application, the contents must be kept in trucks or within storage facilities. Runoff containing such material must be NAVIX Topgolf Renton – Renton, WA 82 collected, removed from the site, treated, and disposed at an approved solid waste or chemical disposal facility. C. Off-Site Facilities Whenever dirt, rock, or other materials are imported to the construction site or exported for placement in areas off of the primary construction site, the General Contractor is responsible for determining that all stormwater permitting and pollution control requirements are met for each and every site which receives such materials or from which such materials are taken. Prior to the disturbance of any such site, the General Contractor will furnish the Owner with a copy of the storm water permit issued for each such site, as well as a copy of the off-site Owners certification statement agreeing to implement necessary storm water pollution prevention measures. The General Contractor will also furnish a copy of the SWPPP for each such site, including a description of the erosion control measures, which will be applied. At a minimum, each off-site area that provides or receives materials or is disturbed by project activities must implement erosion control measures consisting of perimeter controls on all down slope and side slope boundaries and must also provide for both temporary stabilization measures and for permanent re-vegetation after all disturbance is ended. NAVIX Topgolf Renton – Renton, WA 83 BOND QUANTITIES AND FACILITIES SUMMARY As required by City of Renton Drainage Review, a Bond Quantity Worksheet summarizing the proposed site and drainage improvements for the project has been completed and attached in Appendix F. See Appendix F for the Site Improvement Bond Quantity Worksheet. See Appendix G for the Facilities Summary Sheet. NAVIX Topgolf Renton – Renton, WA 84 OPERATION AND MAINTENANCE GUIDELINES NAVIX Topgolf Renton – Renton, WA 85 NAVIX Topgolf Renton – Renton, WA 86 NAVIX Topgolf Renton – Renton, WA 87 NAVIX TopGolf Renton – Renton, WA APPENDIX A EXHIBITS EXISTING AND PROPOSED CONDITIONS LOT 5A-2LOGAN AVE. N.N. 8TH ST.PARK AVE. N.N. 6TH ST.15241 NE 90TH STREETREDMOND, WA 98052TEL. 425.823-5700FAX 425.823-6700ALTA/ NSPS LAND TITLE SURVEYALTA/NSPS LAND TITLE SURVEYLOT 5A-2 (CITY OF RENTON LLA LUA-10-020-LLA)TOP GOLF - RENTON LANDINGJOB NO.DRAWN BYSCALEDATECHECKED BYSHEET1"=200'ZLNTJO/JRP/MWF11/21/1918-046www.axismap.comNW 1/4, SW 1/4, SEC. 8, T. 23 N., R. 5 E., W.M.CITY OF RENTON, KING COUNTY, WASHINGTON1 OF 2VICINITY MAP(NOT TO SCALE)N. 8TH ST.N. PARK DR .I - 405LO G A N A V E . N . PARK AVE. N.N. 6TH ST.SUNSET BLVD900EXIT 5EXIT 5N. LANDING WAYRENTONLAKEWASHINGTONBOEINGSITECONTROL DIAGRAMSCALE 1"=200'NGRAPHIC SCALE01" = 200'100'200'NARCO/MURRAYDESIGN BUILDITF DEVELOPMENTS, LLC745 PARK AVE N.RENTON, WASheet 79 of 80 LOT 5A-2LOGAN AVE. N.N. 8TH ST.PARK AVE. N.NGRAPHIC SCALE01" = 40'4080'2040JOB NO.DRAWN BYSCALEDATECHECKED BYSHEET15241 NE 90TH STREETREDMOND, WA 98052TEL. 425.823-5700FAX 425.823-67001"=40'ZLNTJO/JRP/MWF11/21/1918-046www.axismap.comALTA/ NSPS LAND TITLE SURVEYALTA/NSPS LAND TITLE SURVEYLOT 5A-2 (CITY OF RENTON LLA LUA-10-020-LLA)TOP GOLF - RENTON LANDINGNW 1/4, SW 1/4, SEC. 8, T. 23 N., R. 5 E., W.M.CITY OF RENTON, KING COUNTY, WASHINGTON2 OF 2ARCO/MURRAYDESIGN BUILDITF DEVELOPMENTS, LLC745 PARK AVE N.RENTON, WASheet 80 of 80 PPPPP LOT 5A-2THE BOEING CO.THE BOEING CO.COMPACT COM PA C T COMP A C T COM PA CT COM P AC T COM PA CT COM PA C T COMP A C T COMP AC TCOMP A CT COM P AC T COM P A CT COM PA C T COMPACTCOMPACTCOMPACTCOMP ACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPA CT COMPACT COMPAC T COMPAC T COM PAC T COMP AC T COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOM P A C T COM P A C T COM P A C T COM P A C T COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOM P ACT COM P A C T COMP A C T COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COM PA C T COM P AC T COMPACTCOMPACTCOMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACTEVEVEVEVNO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETSEE SHEET C-1.1SEE SHEET C-1.2SEE SHEET C-1.3C-1.0OVERALL SITE IMPROVEMENT PLAN15R-412315 P P PP COMPACT COMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTEVEVEVEVNO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-1.1SITE IMPROVEMENT PLAN16R-412316 PLOT 5A-2 THE BOEING CO. THE BOEING CO. COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACTNO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-1.2SITE IMPROVEMENT PLAN17R-412317 COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTNO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-1.3SITE IMPROVEMENT PLAN18R-412318 PPPPP LOT 5A-2THE BOEING CO.THE BOEING CO.COMPACT COM PA C T COMP A C T COM PA CT COM P AC T COM PA CT COM PA C T COMP A C T COMP AC TCOMP A CT COM P AC T COM P A CT COM PA C T COMPACTCOMPACTCOMPACTCOMP ACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACTCOMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPA CT COMPACT COMPAC T COMPAC T COM PAC T COMP AC T 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EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETSEE SHEET C-3.1SEE SHEET C-3.2SEE SHEET C-3.3C-3.0OVERALL DRAINAGE PLAN35R-412335 P P PP COMPACT COMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTEVEVEVEVNO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-3.1DRAINAGE PLAN36R-412336 PLOT 5A-2 THE BOEING CO. THE BOEING CO. COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACT COMPACT COMPACT COMPACT COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACT COMPACT COMPACTNO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-3.2DRAINAGE PLAN37R-412337 COMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTCOMPACTNO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-3.3DRAINAGE PLAN38R-412338 NO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-3.12DRAINAGE DETAILS47R-412347 NO.REVISIONBYDATEAPPRPlanning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDSARCO/MURRAY780 LOGAN AVENUE NORTHRENTON, WA 98057TOPGOLF RENTONZ.NALLJ.GREEN/T.PRUSAJ.GREEN/T.PRUSAJ.TAFLIN/J.GREENJ.TAFLINTOPGOLF RENTON TOPGOLF RENTONSECTION 08, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M.08.10.20218011235 s.e. 6th street | suite 150bellevue, wa 98004t: 425.453.9501 | f: 425-453-8208www.navixeng.comRTED-40-4123 C20-000631LUA19-000094PR19-0002021007.09.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1107.29.21MASTER SITE PLAN MODIFICATIONNAVIXJET1208.10.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1308.31.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJET1409.08.21CIVIL CONSTRUCTION PERMIT RESUBMITTALNAVIXJETC-3.13DRAINAGE DETAILS48R-412348 NAVIX TopGolf Renton – Renton, WA APPENDIX B SPECIAL REPORTS AND STUDIES Geotechnical Engineering Report prepared by GeoEngineers, Inc., dated October 29, 2019. Geotechnical Infiltration Feasibility Evaluation prepared by GeoEngineers, Inc., dated March 4, 2020. Email Correspondence with Transpo Group Confirming the Project is not a High-Use Site, dated February 19, 2020. Geotechnical Engineering Services Logan Avenue North and North 8th Street Development Project Renton, Washington for ARCO Murray Design Build October 29, 2019 Geotechnical Engineering Services Logan Avenue North and North 8th Street Development Project Renton, Washington for ARCO Murray Design Build October 29, 2019 17425 NE Union Hill Road, Suite 250 Redmond, Washington 98052 425.861.6000 October 29, 2019| Page i File No. 23325-001-00 Table of Contents 1.0 INTRODUCTION ................................................................................................................................................. 1 1.1. Project Understanding .............................................................................................................................. 1 2.0 FIELD EXPLORATIONS AND LABORATORY TESTING .................................................................................... 1 2.1. Field Explorations ...................................................................................................................................... 1 2.2. Laboratory Testing .................................................................................................................................... 1 3.0 SITE CONDITIONS ............................................................................................................................................. 2 3.1. Surface Conditions.................................................................................................................................... 2 3.2. Subsurface Soil Conditions ...................................................................................................................... 2 3.3. Groundwater Conditions ........................................................................................................................... 2 4.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................................................... 3 4.1. Earthquake Engineering ........................................................................................................................... 4 4.1.1. Site-Specific Response Spectrum ................................................................................................ 4 4.1.2. Seismic Hazards ............................................................................................................................ 5 4.2. Building Foundations ................................................................................................................................ 6 4.2.1. Augercast Piles .............................................................................................................................. 6 4.2.2. Shallow Foundations ..................................................................................................................... 9 4.2.3. Ground Improvement .................................................................................................................. 11 4.3. Lowest-Level Building Slab ..................................................................................................................... 12 4.3.1. Subgrade Preparation ................................................................................................................. 12 4.3.2. Design Features .......................................................................................................................... 12 4.4. Net Poles ................................................................................................................................................. 13 4.4.1. General ......................................................................................................................................... 13 4.5. Outfield and Pavement Area Settlement Mitigation ............................................................................. 14 4.5.1. Surcharge and Preload Program ................................................................................................ 14 4.6. Below-Grade Walls .................................................................................................................................. 15 4.6.1. Drainage ....................................................................................................................................... 16 4.7. Earthwork ................................................................................................................................................ 16 4.7.1. Clearing and Site Preparation ..................................................................................................... 16 4.7.2. Subgrade Preparation ................................................................................................................. 17 4.7.3. Subgrade Protection .................................................................................................................... 17 4.7.4. Structural Fill................................................................................................................................ 17 4.7.5. Temporary Cut Slopes ................................................................................................................. 20 4.7.6. Permanent Cut and Fill Slopes ................................................................................................... 21 4.7.7. Erosion and Sediment Control .................................................................................................... 21 4.7.8. Utility Trenches ............................................................................................................................ 21 4.8. Pavement Recommendations ................................................................................................................ 22 4.8.1. Subgrade Preparation ................................................................................................................. 22 4.8.2. New Hot-Mix Asphalt Pavement ................................................................................................. 22 4.8.3. Portland Cement Concrete Pavement ........................................................................................ 22 4.9. Construction Dewatering ........................................................................................................................ 23 4.10.Infiltration Considerations ...................................................................................................................... 23 October 29, 2019 | Page ii File No. 23325-001-00 4.11.Recommended Additional Geotechnical Services ................................................................................ 23 5.0 LIMITATIONS .................................................................................................................................................. 24 6.0 REFERENCES ................................................................................................................................................. 24 LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Cross Section A-A’ Figure 4. Cross Section B-B’ Figure 5. Cross Section C-C’ Figure 6. Cross Section D-D’ Figure 7. Recommended Site-Specific MCER Response Spectrum APPENDICES Appendix A. Field Explorations Figure A-1 – Key to Exploration Logs Figures A-2 through A-26 – Log of Explorations Appendix B. Laboratory Testing Figures B-1 through B-5 – Sieve Analysis Results Figures B-6 through B-10– Atterberg Limits Test Results Appendix C. Site-Specific Seismic Response Analysis Figure C-1. As-recorded Response Spectra 2,475-year Event Figure C-2. Spectrally Matched and Filtered Response Spectra Figure C-3. Shear Wave Velocity Profiles – Shallow Figure C-4. Shear Wave Velocity Profiles – Deep Figure C-5. Soil Amplification Factor, Lower Bound Profile 2,475-year Event Figure C-6. Soil Amplification Factors, Upper Bound Profile 2,475-year Event Figure C-7. Soil Amplification Factors, Porfile Comparison 2,475-year Event Figure C-8. Probabilistic MCE Response Spectrum Comparison Figure C-9. Deterministic MCEr Response Spectrum (Seattle Fault, Mw=7.2, Rrup=2.9 km) Figure C-10. Recommended Site-Specific MCER Response Spectrum Appendix D. Report Limitations and Guidelines for Use October 29, 2019 | Page 1 File No. 23325-001-00 1.0 INTRODUCTION This report presents the results of GeoEngineers, Inc.’s (GeoEngineers) geotechnical engineering services for the proposed development project located at Logan Avenue North and North 8th Street in Renton, Washington. The site is shown relative to surrounding physical features on Figure 1, Vicinity Map and Figure 2, Site Plan. The purpose of this report is to provide geotechnical engineering conclusions and recommendations for the design of the proposed development. GeoEngineers’ geotechnical engineering services have been completed in general accordance with the scope of services outlined in our Agreement for Professional Services dated March 22, 2018, Change Order No. 1 dated April 16, 2018, and Change Order No. 2 dated July 16, 2019. 1.1. Project Understanding GeoEngineers understands that the proposed development consists of a low-rise structure, an outfield area consisting of turf or lawn and enclosed with nets supported by poles up to 170 feet in height, an aboveground parking garage (up to two levels high) and surface parking. Our understanding of the project and the required geotechnical scope of services is based on information provided by Eric Uebelhor with Arco Murray Design Build. 2.0 FIELD EXPLORATIONS AND LABORATORY TESTING 2.1. Field Explorations The subsurface conditions at the site were evaluated by drilling 24 borings (B-1, B-2, PB-1, AB-1 through AB-3, OB-1 through OB-7, GEI-1, GEI-2, B-1-19 through B-4-19, and GEI-1-19 through GEI-5-19) and advancing six cone penetration tests (CPTs) (CPT-1 through CPT-6) to depths ranging from approximately 10 to 85 feet below existing site grades. CPTs were advanced to practical refusal. In addition, one groundwater monitoring well (GEI-3-19a) was drilled and installed next to boring GEI-3-19. The approximate locations of the explorations are shown in Figure 2. Descriptions of the field exploration program and the boring and CPT logs are presented in Appendix A, Field Explorations. 2.2. Laboratory Testing Soil samples were obtained during drilling and were taken to GeoEngineers’ laboratory for further evaluation. Selected samples were tested for the determination of moisture content, fines content, grain- size distribution, and plasticity indices (Atterberg limits). A description of the laboratory testing and the test results are presented in Appendix B, Laboratory Testing. October 29, 2019 | Page 2 File No. 23325-001-00 3.0 SITE CONDITIONS 3.1. Surface Conditions The site is bounded by office and parking structures to the south, Park Avenue North to the east, North 8th Street to the north, and Logan Avenue North to the west. The site is relatively flat, with up to 3 feet grade difference throughout. The site is currently unoccupied, overall vegetated with grassy areas with some pavement associated with previous site development. Based on our review of historical aerial photographs (available on Google Earth), the site was previously occupied by warehouse structures that were demolished between 2005 and 2007. Underground utilities running below and adjacent to the site consist of storm and sanitary sewer, water, power and communications. 3.2. Subsurface Soil Conditions GeoEngineers’ understanding of subsurface conditions is based on the results of our exploration program, as described in the ‘Field Explorations’ section of this report. The approximate locations of the explorations are presented in Figure 2. The soils encountered at the site consist of relatively shallow fill overlying alluvial deposits, as shown in Figures 3 through 6, Cross Sections A-A’ through D-D’, respectively, and the boring logs presented in Appendix A. Fill was encountered in each of the borings. Fill was observed below the pavement or topsoil, and generally consisted of loose to dense sand with varying silt and gravel content. A thin layer of stiff sandy silt with occasional gravel was encountered within the fill unit in boring B-1. The thickness of fill ranged from 4 feet up to approximately 8 feet across the site. Alluvium was observed below the fill. The alluvium typically consists of three units: ■ Upper loose/soft to medium dense/medium stiff alluvial sand to silty sand and silt with thin layers of soft to medium stiff peat; ■ Lower medium dense to dense/stiff alluvial gravel, sand to silty sand and silt; and ■ Within the lower alluvial zone a loose/medium stiff sand and silt alluvium layer with thin layers of stiff peat. 3.3. Groundwater Conditions Based on conditions observed during drilling, the groundwater table at the site could range from depths of approximately 4 to 13 feet below the existing ground surface (bgs), which corresponds to approximately Elevations 17 to 25 feet (North American Vertical Datum of 1988 [NAVD 88]). A monitoring well was installed next to boring GEI-3-19 to observe the depth of groundwater at the site. Measurements completed approximately 3 weeks following the well installation indicate that the site groundwater level is about 8.2 feet below existing grades, which corresponds to approximately Elevation 21.8 feet (NAVD 88). October 29, 2019 | Page 3 File No. 23325-001-00 The table below provides a summary of the monitoring well and groundwater measurements at the site. TABLE 1. GROUNDWATER MEASUREMENTS Well ID Ground Surface Elevation (feet) Depth to Bottom of Casing (feet bgs) Well Screen Interval (feet bgs) Measured Groundwater Depth (feet bgs) Measured Groundwater Elevation (feet bgs) GEI-3-19a 30 16 5 to 15 8.0 (8/8/19) 8.1 (8/12/19) 8.2 (8/23/19) 22.0 (8/8/19) 21.9 (8/12/19) 21.8 (8/23/19) Groundwater observations represent conditions observed during exploration and may not represent the groundwater conditions throughout the year. Groundwater seepage is expected to fluctuate as a result of season, precipitation and other factors. 4.0 CONCLUSIONS AND RECOMMENDATIONS A summary of the geotechnical considerations is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations provided in this report. ■ The site is designated as seismic Site Class F per the 2015 International Building Code (IBC) due to the presence of potentially liquefiable soils below the building footprint. As a result, a site-specific seismic response analysis has been completed and is included in Appendix C, Site Specific Seismic Response Analysis. The building should be designed using the recommended risk-targeted maximum considered earthquake (MCER) site-specific response spectrum presented in Table 1 and Figure 7, Recommended Site-Specific MCER Response Spectrum. ■ The results of our liquefaction analyses indicate that fill and loose to medium dense alluvial soils, below the groundwater table, are susceptible to liquefaction during the building code-prescribed maximum-considered earthquake (MCE) event (i.e. earthquake event with 2,500-year return period). We completed liquefaction-induced settlement analyses using the site-specific peak ground acceleration (PGA) of 0.45g and mean earthquake magnitude of 7.2. Based on the results of our liquefaction-induced settlement analysis, we estimate that free field ground surface settlement on the order of 3 to 15 inches could occur during a MCE-level earthquake due to soil liquefaction. ■ Foundation support for the proposed building can be provided by augercast piles or by shallow foundations bearing on improved ground. For shallow foundations bearing on improved ground, an allowable static bearing pressure of 6,000 pounds per square foot (psf) can be used for ground improvement consisting of rigid inclusions with an area replacement ratio of 10 to 12 percent. The estimated post-construction static foundation settlement of new footings, prepared as described in this report, is estimated to be less than 1 inch. ■ Design of the at-grade slabs should consider site settlements. In addition to being susceptible to liquefaction, the upper alluvial soils are compressible and can be anticipated to settle under new loads. Static settlements will depend on the thickness of new fill placed in the building footprint. If slab areas are not supported on deep foundations or improved ground or treated with a preload program, long-term static settlement is anticipated to be greater than 1 inch. The at-grade floor slab for the October 29, 2019 | Page 4 File No. 23325-001-00 building should be underlain by at least 6 inches of clean crushed rock for uniform support and as a capillary break. ■ Based on site grading plans, we understand that new site fills will range up to about 7 feet in thickness in the outfield and 3 feet in thickness below the building footprint. Up to 5½ inches of long-term static settlement are estimated for new site fill of up to 7 feet in thickness. Where long-term static settlement is not desirable, they can be mitigated using deep foundations, ground improvement or a surcharge and preload program. ■ The feasibility of infiltration was assessed at the site through review of near surface soil conditions and groundwater levels. Due to relatively shallow groundwater (as shallow as 4 feet based on observations during drilling) and the presence of low permeability silt soils near the ground surface, we conclude that the use of large scale infiltration facilities is not feasible at this site. 4.1. Earthquake Engineering 4.1.1. Site-Specific Response Spectrum A site-specific response analysis was completed in accordance with the procedure outlined in Chapter 21 of the American Society of Civil Engineers (ASCE) 7-10 code to develop the site-specific MCER response spectrum. The methodology used and the details of the site-specific ground response analyses are presented in Appendix C. The recommended MCER site-specific response spectrum is presented in Figure 7 and is defined in Table 1. The design spectrum is taken as two thirds of the MCER values presented in Table 2 per ASCE 7-10 Section 21.3. TABLE 2. RECOMMENDED SITE-SPECIFIC MCER RESPONSE SPECTRUM Period (sec) Sa (g) 0.01 0.45 0.05 0.71 0.075 0.79 0.10 0.86 0.20 1.04 0.30 1.04 0.40 1.04 0.50 1.04 0.75 1.04 1.00 1.04 2.00 0.68 3.00 0.40 4.00 0.26 5.00 0.21 October 29, 2019 | Page 5 File No. 23325-001-00 4.1.2. Seismic Hazards 4.1.2.1. Surface Fault Rupture The site is located about 2.4 miles south of the Seattle Fault zone. Based on the distance from mapped faults, it is our opinion there is a low risk of fault rupture at the site. 4.1.2.2. Liquefaction Potential Liquefaction refers to a condition in which vibration or shaking of the ground, usually from earthquake forces, results in development of high excess pore water pressures in saturated soils and subsequent loss of stiffness and/or strength in the deposit of soil so affected. In general, soils that are susceptible to liquefaction include loose to medium dense, clean to silty sands and low-plasticity silts that are below the water table. Ground settlement, lateral spreading and/or sand boils may result from soil liquefaction. Structures, such as buildings, supported on or within liquefied soils may experience foundation settlement or lateral movement that can be damaging. We evaluated the liquefaction potential of the site soils based on the information from the borings and CPTs and using the Simplified Procedure (Youd and Idriss 2001 and Idriss and Boulanger 2008). The Simplified Procedure is based on comparing the cyclic resistance ratio (CRR) of a soil layer (the cyclic shear stress required to cause liquefaction) to the cyclic stress ratio (CSR) induced by an earthquake. The factor of safety against liquefaction is determined by dividing the CRR by the CSR. Liquefaction hazards, including settlement and related effects, were evaluated when the factor of safety against liquefaction was calculated as less than 1.0. Based on our analyses, the potential exists for liquefaction within the sandy and low-plasticity silt alluvial deposits encountered in the explorations completed at the site. The cohesive soils (i.e. sandy silt encountered within the alluvium soils) may also experience loss of shear strength during seismic loading. We estimated the factor of safety to be less than 1.0 during a MCE event (i.e. earthquake event with 2,500-year return period), which has a rock outcrop peak ground acceleration (PGA) of 0.45g and mean earthquake magnitude of 7.2 at the project site based on our site-specific response analysis. 4.1.2.3. Liquefaction-induced Settlement Estimated ground settlement resulting from earthquake-induced liquefaction was analyzed using empirical procedures based on correlations from the standard penetration test (SPT) results from the soil borings (Tokimatsu and Seed 1987; Ishihara and Yoshimine 1992; Idriss and Boulanger 2008) and the tip penetration resistance results from the CPTs. Liquefaction potential of the site soils was evaluated using the PGA of 0.45g and mean earthquake magnitude of 7.2. Liquefaction-induced ground settlement of the potentially liquefiable soils is estimated to be on the order of 16 inches. Based on the research completed by Cetin et al. (2009), liquefaction at depths greater than 60 feet does not result in settlement that can be observed at the ground surface. In addition, the liquefaction between depths of 40 to 60 feet results in settlement that is approximately one-third of settlement estimated using empirical procedures. Therefore, we estimate the ground surface liquefaction- induced settlement to be on the order of 3 to 15 inches, with the differential settlement between column footings equal to the total estimated settlement. 4.1.2.4. Residual Strengths of Liquefiable Soils The residual strength of liquefiable soils was estimated for use in our deep foundation capacity analysis. The loose to medium dense sandy and low-plasticity silt alluvial deposits at depths shallower than 50 to 60 feet are susceptible to liquefaction and do not have strengths sufficient for deep foundation or ground October 29, 2019 | Page 6 File No. 23325-001-00 improvement load bearing. However, the medium dense to dense alluvial deposits at depths greater than 50 to 60 feet, while including layers of soils that are potentially liquefiable under the design seismic event, are estimated to have residual strength that will contribute to the capacity of deep foundations. The residual strength of the medium dense to dense alluvial deposits was estimated using the method proposed by Idriss and Boulanger (2008). 4.1.2.5. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near-level ground as blocks of surface soils are displaced relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope or free-face such as a nearby waterfront or stream bank by movement of the underlying liquefied soil. Due to the distance to a nearby free-face and the relatively flat grade, it is our opinion the risk of lateral spreading is low. 4.2. Building Foundations Based on the presence of the compressible peat and organic silt layers and the presence of the potentially liquefiable soils, feasible foundation support for the proposed building can be provided by augercast piles or by shallow foundations bearing on improved ground. Specific design and construction recommendations for each of these options are presented in the following sections of this report. 4.2.1. Augercast Piles Augercast piles are constructed using a continuous-flight, hollow-stem auger attached to a set of leads supported by a crane or installed with a fixed-mast drill rig. The first step in the pile casting process consists of drilling the auger into the ground to the specified tip elevation of the pile. Grout is then pumped through the hollow-stem during steady withdrawal of the auger, replacing the soils on the flights of the auger. The final step is to install a steel reinforcing cage and typically a center bar into the column of fresh grout. One benefit of using augercast piles is that the auger provides support for the soils during the pile installation process, thus eliminating the need for temporary casing or drilling fluid. 4.2.1.1. Construction Considerations The augercast piles should be installed using a continuous-flight, hollow-stem auger. As is standard practice, the pile grout must be pumped under pressure through the hollow stem as the auger is withdrawn. Maintenance of adequate grout pressure at the auger tip is critical to reduce the potential for encroachment of adjacent native soils into the grout column. The rate of withdrawal of the auger must remain constant throughout the installation of the piles to reduce the potential for necking of the piles. Failure to maintain a constant rate of withdrawal of the auger should result in immediate rejection of that pile. Reinforcing steel for bending and uplift should be placed in the fresh grout column as soon as possible after withdrawal of the auger. Centering devices should be used to provide concrete cover around the reinforcing steel. The contractor should adhere to a waiting period of at least 12 hours between the installation of piles spaced closer than 8 feet, center-to-center. This waiting period is necessary to avoid disturbing the curing concrete in previously cast piles. Grout pumps must be fitted with a volume-measuring device and pressure gauge so that the volume of grout placed in each pile and the pressure head maintained during pumping can be observed. A minimum grout line pressure of 100 pounds per square inch (psi) should be maintained. The rate of auger withdrawal should be controlled during grouting such that the volume of grout pumped is equal to at least 115 percent October 29, 2019 | Page 7 File No. 23325-001-00 of the theoretical pile volume. A minimum head of 10 feet of grout should be maintained above the auger tip during withdrawal of the auger to maintain a full column of grout and to prevent hole collapse. The geotechnical engineer of record should observe the drilling operations, monitor grout injection procedures, record the volume of grout placed in each pile relative to the calculated volume of the hole and evaluate the adequacy of individual pile installations. 4.2.1.2. Axial Capacity Axial pile load capacity in compression is developed from end bearing and from side frictional resistance in the lower medium dense to dense/stiff alluvial soils. Uplift pile capacity will also be developed from side frictional resistance in these soils. Axial pile capacities are presented in Tables 3 and 4 below, for 18- and 24-inch-diameter augercast piles, respectively. TABLE 3. ALLOWABLE AXIAL PILE CAPACITY – 18-INCH AUGERCAST PILES Location Minimum Pile Tip Elevation (feet) Static Capacity (kips) Seismic Capacity (kips) Downward Uplift Downward Uplift Main Building – North -46 160 75 75 150 Main Building – North -57 230 100 150 200 Main Building – South -46 230 80 75 150 Main Building – South -51 230 90 150 170 Parking Garage -51 200 80 90 180 Parking Garage -57 230 100 150 200 TABLE 4. ALLOWABLE AXIAL PILE CAPACITY – 24-INCH AUGERCAST PILES Location Minimum Pile Tip Elevation Static Capacity (kips) Seismic Capacity (kips) Downward Uplift Downward Uplift Main Building – North -46 250 100 100 200 Main Building – North -57 350 130 200 260 Main Building – South -46 350 100 100 200 Main Building – South -51 350 120 200 230 Parking Garage -51 350 110 120 200 Parking Garage -57 350 130 200 260 Allowable pile capacities were evaluated based on Allowable Stress Design (ASD) and are for combined dead plus long-term live loads. The allowable capacities are based on the strength of the supporting soils and include a factor of safety of 3 for end bearing, 2 for side friction and a factor of safety of 1.1 for seismic conditions. The allowable seismic capacities include the effects of downdrag and the residual strength of potentially liquefiable layers within the lower medium dense to dense alluvium. The capacities apply to single piles. If piles are spaced at least three pile diameters on center, as recommended, no reduction of axial capacity for group action is needed, in our opinion. The structural characteristics of pile materials and structural connections may impose limitations on pile capacities and should be evaluated by the structural engineer. For example, steel reinforcing will be needed for augercast piles subjected to uplift or large bending moments. October 29, 2019 | Page 8 File No. 23325-001-00 4.2.1.3. Lateral Capacity Lateral loads can be resisted by passive soil pressure on the vertical piles and by the passive soil pressures on the pile cap. Because of the potential separation between the pile-supported foundation components and the underlying soil from settlement, base friction along the bottom of the pile cap should not be included in calculations for lateral capacity. Tables 5 and 6 summarize recommended design parameters for laterally loaded piles. We recommend that these parameters be incorporated into the commercial software LPILE to evaluate response and capacity of piles subject to laterally loading. For potentially liquefiable soils, a reduced p-multiplier should be applied to the model P-Y curve of the relevant soil units for evaluating seismic conditions (Boulanger, et al. 2003). TABLE 5. LPILE SOIL PARAMETERS – MAIN BUILDING Soil Unit1 Approximate Depth Below Ground Surface (feet) Effective Unit Weight (pcf) Friction Angle (degrees) Stiffness Parameter, k (pci) P- Multiplier1 Top of Soil Layer Bottom of Soil Layer Fill 0 4 120 34 110 - Upper Loose/Soft to Medium Dense/Medium Stiff Alluvium 4 50 57.6 32 50 1 (static) 0.1 (seismic) Lower Medium Dense to Dense/Stiff Alluvium 50 200 67.6 36 120 1 (static) 0.5 (seismic) Notes: 1 Sand (Reese) Model pcf – pounds per cubic foot pci – pounds per cubic inch TABLE 6. LPILE SOIL PARAMETERS – PARKING GARAGE Soil Unit1 Approximate Depth Below Ground Surface (feet) Effective Unit Weight (pcf) Friction Angle (degrees) Stiffness Parameter, k (pci) P-Multiplier1 Top of Soil Layer Bottom of Soil Layer Fill 0 4 120 34 110 - Upper Loose/Soft to Medium Dense/Medium Stiff Alluvium 4 60 57.6 32 50 1 (static) 0.1 (seismic) Lower Medium Dense to Dense/Stiff Alluvium 60 200 67.6 36 120 1 (static) 0.5 (seismic) Notes: 1 Sand (Reese) Model pcf – pounds per cubic foot pci – pounds per cubic inch October 29, 2019 | Page 9 File No. 23325-001-00 Piles spaced closer than five pile diameters apart will experience group effects that will result in a lower lateral resistance for trailing rows of piles with respect to leading rows of piles for an equivalent deflection. We recommend that the lateral load capacity for piles in a pile group spaced less than five pile diameters apart be reduced in accordance with the factors in Table 7 per American Association of State Highway and Transportation Officials (AASHTO) Load and Resistance Factor Design (LRFD) Bridge Design Specifications Section 10.7.2.4. TABLE 7. PILE P-MULTIPLIERS, PM, FOR MULTIPLE ROWS Pile Spacing1 (In Terms of Pile Diameter) P-Multipliers, Pm2, 3 Row 1 Row 2 Row 3 and Higher 3D 0.80 0.40 0.30 5D 1.00 0.85 0.70 Notes: 1 The P-multipliers presented are a function of the center-to-center spacing of piles in the group in the direction of loading expressed in multiples of the pile diameter, D. 2 The values of Pm were developed for vertical piles only. 3 The P-multipliers are dependent on the pile spacing and the row number in the direction of the loading. To establish values of Pm for other pile spacing values, interpolation between values should be conducted. We recommend that the passive soil pressure acting on the pile cap be estimated using an equivalent fluid density of 350 pounds per cubic foot (pcf) where the soil adjacent to the foundation consists of adequately compacted structural fill. This passive resistance value includes a factor of safety of 1.5 and assumes a minimum lateral deflection of 1 inch to fully develop the passive resistance. Deflections that are less than 1 inch will not fully mobilize the passive resistance in the soil. 4.2.1.4. Pile Settlement We estimate that the post-construction settlement of pile foundations, designed and installed as recommended, will be on the order of 1 inch or less. Maximum differential settlement should be less than about one-half the post-construction settlement. Most of this settlement will occur rapidly as loads are applied. 4.2.2. Shallow Foundations 4.2.2.1. Allowable Bearing Pressure The building can be supported on shallow foundations provided the foundations bear on improved ground. Rigid inclusion ground improvement was considered for this evaluation and is discussed in further detail in the “Ground Improvement” section. For preliminary purposes, footings may be designed using a maximum net allowable soil bearing value of 6,000 psf on properly-compacted structural fill consisting of at least a 2-foot-thick layer of crushed rock above ground improved with rigid inclusions with an area-replacement ratio of about 10 to 12 percent. The net allowable soil bearing values apply to the total of dead and long- term live loads and may be increased by up to one-third for wind or seismic loads. 4.2.2.2. Size and Embedment The design frost depth for the Puget Sound area is 12 inches; therefore, we recommend that exterior footings for the structures be founded at least 18 inches below lowest adjacent finished grade. Interior footings should be founded at least 12 inches below bottom of slab or adjacent finished grade. For shallow October 29, 2019 | Page 10 File No. 23325-001-00 foundation support, we recommend widths of at least 18 and 36 inches, respectively, for continuous wall and isolated column footings supporting the proposed building. 4.2.2.3. Settlement Provided all loose soil is removed and the subgrade is prepared as recommended under “Construction Considerations” below, static settlement of shallow foundations bearing on improved ground is anticipated to be less than 1 inch. The settlement will occur rapidly, essentially as loads are applied. Total settlement (including liquefaction-induced settlement) of shallow foundations bearing on improved ground is anticipated to be in the order of 2 to 4 inches. Differential settlements measured along 25 feet of wall foundations or between similarly loaded column footings are expected to be less than 1 inch. 4.2.2.4. Lateral Resistance Lateral foundation loads may be resisted by passive resistance on the sides of footings and by friction along the base of the footings. For footings supported on structural fill placed and compacted in accordance with our recommendations, the allowable frictional resistance may be computed using a coefficient of friction of 0.35 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent fluid density of 350 pcf (triangular distribution). This value is appropriate for foundation elements that are surrounded by structural fill. The structural fill should extend out from the face of the foundation element for a distance at least equal to three times the height of the element and be compacted to at least 95 percent of the maximum dry density (MDD). The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. 4.2.2.5. Footing Drains We recommend that perimeter footing drains be installed around the building where the lowest finished floor is lower than adjacent site grades. The perimeter drains should be installed at the base of the exterior footings. The perimeter drains should be provided with cleanouts and should consist of at least 4-inch-diameter perforated pipe placed on a 3-inch bed of, and surrounded by, 6 inches of drainage material enclosed in a non-woven geotextile fabric such as Mirafi 140N (or approved equivalent) to prevent fine soil from migrating into the drain material. We recommend that the drainpipe consist of either heavy-wall solid pipe (SDR-35 polyvinyl chloride [PVC], or equal) or rigid corrugated smooth interior polyethylene pipe (ADS N-12, or equal). We recommend against using flexible tubing for footing drainpipes. The drainage material should consist of Gravel Backfill for Drains conforming to Section 9-03.12(4) of the 2018 Washington State Department of Transportation (WSDOT) Standard Specifications. The perimeter drains should be sloped to drain by gravity to a suitable discharge point, preferably a storm drain. We recommend that the cleanouts be covered and be placed in flush mounted utility boxes. Water collected in roof downspout lines must not be routed to the footing drain lines. 4.2.2.6. Construction Considerations Immediately prior to placing concrete, all debris and soil slough that accumulated in the footings during forming and steel placement must be removed. Debris or loose soils not removed from the footing excavations will result in increased settlement. We recommend that the footing excavations be cut using a smooth-edged bucket to reduce the amount of disturbed soil exposed at the subgrade. October 29, 2019 | Page 11 File No. 23325-001-00 If wet weather construction is planned, we recommend that all footing subgrades be protected using a lean concrete mud mat. The mud mat should be placed the same day that the footing subgrade is excavated and approved for foundation support. The condition of all footing excavations should be observed by the Geotechnical Engineer to evaluate if the work is completed in accordance with our recommendations and that the subsurface conditions are as anticipated. 4.2.3. Ground Improvement Ground improvement is recommended to mitigate potentially liquefiable soils and to control foundation settlement. Based on our experience, rigid inclusions are a feasible and economical ground improvement option for this site. GeoEngineers can design the ground improvement system in collaboration with the general contractor and structural engineer. General recommendations are provided below for ground improvement using rigid inclusions. During the design phase of the project, foundation support options should be reviewed with the project team to determine the preferred foundation support alternative. The purpose of ground improvement is to mitigate potential static and/or seismic induced settlement resulting from consolidation and seismic liquefaction of the alluvial deposits. The benefits of ground improvement for this site include: ■ Ground improvement will allow for conventional shallow foundations and slabs on grade, both of which are anticipated to result in more efficient and more cost-effective construction; and ■ Ground improvement will mitigate the potential settlement resulting from liquefaction of the native alluvial soils during the design seismic event to tolerable magnitudes. 4.2.3.1. Rigid Inclusions Rigid inclusions consist of unreinforced lean concrete columns installed below the building foundation elements on a variable grid pattern. The purpose of the rigid inclusions placed in a grid pattern is to provide a significantly higher strength material capable of dissipating building loads in a less concentrated manner and to provide a ‘block’ of a composite soil and lean concrete material that will reduce the potential for differential settlement. Advantages with the use of rigid inclusions include the following: ■ They are more economical than augercast piles (shorter length, no reinforcement and allows for the use of conventional spread footings/slabs on grade); ■ There is minimal disturbance of adjacent structures during installation; and ■ There is a lower level of construction noise (i.e. no pile driving), there will be lesser impacts to nearby businesses/residences/buried utilities during construction. Rigid inclusions for this site would be constructed using similar techniques for installing augercast piles. Where augercast methods are used, the first step in the rigid inclusion casting process consists of drilling the auger into the ground to the specified tip elevation of the column. Grout is then pumped into the hole through the base of the auger. October 29, 2019 | Page 12 File No. 23325-001-00 The layout/design of the rigid inclusions will be completed once the building design has been finalized. For preliminary design and pricing purposes, rigid inclusions may consist of the following: ■ 18- to 24-inch-diameter rigid inclusions constructed using 1,000 to 2,000 psi concrete. ■ An area of replacement of about 10 to 12 percent. The appropriate area replacement ratio and the need for the rigid inclusions to extend beyond the edges of the foundation footprint will be influenced by seismic total and differential settlement tolerances. ■ Rigid inclusions should extend 60 to 70 feet deep beginning about 2 feet below the bottom of foundations and floor slabs. ■ Rigid inclusions should be located under shallow foundations and should extend a distance equals to at least one spacing beyond the foundation footprint. ■ At least 2 feet of clean crushed rock with negligible sand and fines should be placed over the top of the rigid inclusions under the floor slab and foundations. A woven soil stabilization geotextile should be placed within this layer. In addition, a non-woven geotextile filter fabric should be used between the top of the rigid inclusions and this layer to minimize migration of soil from the subgrade to the crushed rock layer. This layer of crushed rock will help transfer loads from the foundations and slab-on-grade to the rigid inclusions and will help reduce differential settlement. GeoEngineers can assist the project team with preparation of the ground improvement plan and specifications once the foundation layout and building loads have been finalized. 4.3. Lowest-Level Building Slab 4.3.1. Subgrade Preparation Floor slab support will be dependent of the type of foundation support selected for the building, the potential for long-term static settlement due to the building pad fill, and the tolerance for liquefaction-induced settlement. If mitigation of static and/or liquefaction-induced settlement is required, the slab can be supported structurally (augercast piles) or constructed as a slab-on-grade with ground improvement below the slab (rigid inclusions). If settlement mitigation is not required, the slab can be constructed as a slab-on-grade without ground improvement. 4.3.2. Design Features We recommend that the floor slabs be underlain by a capillary break gravel layer consisting of at least 6 inches of clean crushed gravel meeting the requirements of Mineral Aggregate Type 22 (¾-inch crushed gravel), City of Seattle Standard Specification 9-03.16. The gravel layer should be placed directly over compacted structural fill. If a 2-foot-thick layer of crushed rock is placed as part of ground improvement plans, it will also suffice as a capillary break layer. For slabs designed as a beam on an elastic foundation, a modulus of subgrade reaction of 85 pounds per cubic inch (pci) may be used for subgrade soils prepared as recommended above. If water vapor migration through the slabs is objectionable, the gravel should be covered with a heavy plastic sheet, such as 10-mil plastic sheeting, to act as a vapor retarder. This will be necessary in occupied spaces and where the slabs will be surfaced with tile or will be carpeted. It may also be prudent to apply a sealer to the slab to further retard the migration of moisture through the floor. The contractor should be made responsible for maintaining the integrity of the vapor retarder during construction. October 29, 2019 | Page 13 File No. 23325-001-00 4.4. Net Poles 4.4.1. General Based on information provided by ARCO Murray, it is our understanding that typical net pole foundations consist of 3-, 4- and 5-foot-diameter drilled concrete piles. The net pole foundations are to be designed by others. The following sections present our design recommendations for each of the net pole foundation sizes being considered for this project. 4.4.1.1. Axial Capacity We understand that the net pole design is controlled by lateral capacity. Axial pile load capacity in compression is developed from end bearing and from side frictional resistance in the underlying soils, and uplift pile capacity will also be developed from side frictional resistance. Table 8 presents allowable axial capacities for 3-, 4- and 5-foot-diameter drilled concrete piles embedded at least 15 feet into the lower medium dense to dense/stiff alluvium. Allowable pile capacities were evaluated based on Allowable Stress Design (ASD) and are for combined dead plus long-term live loads. The allowable capacities are based on the strength of the supporting soils and include a factor of safety of 3 for end bearing, 2 for side friction and a factor of safety of 1.1 for seismic conditions. The allowable seismic capacities include the effects of downdrag and the residual strength of potentially liquefiable layers within the lower medium dense to dense/stiff alluvium. TABLE 8. ALLOWABLE STATIC AXIAL CAPACITY FOR NET POLE FOUNDATIONS Foundation Diameter Minimum Pile Tip Elevation (feet) Static Capacity (kips) Seismic Capacity (kips) Downward Uplift Downward Uplift 3-foot -42 230 110 150 230 4-foot -42 350 160 250 300 5-foot -42 500 200 350 400 The capacities apply to single piles. If piles are spaced at least three pile diameters on center, as recommended, no reduction of axial capacity for group action is needed, in our opinion. 4.4.1.2. Lateral Capacity Lateral loads can be resisted by passive soil pressure on the vertical piles for the net pole foundations. Table 9 summarizes recommended design parameters for laterally loaded net pole foundations. We recommend that these parameters be incorporated into the commercial software LPILE to evaluate response and capacity of shafts subject to laterally loading. For potentially liquefiable soils, a reduced p-multiplier should be applied to the model P-Y curve of the relevant soil units for evaluating seismic conditions (Boulanger, et al. 2003). October 29, 2019 | Page 14 File No. 23325-001-00 TABLE 9. LPILE SOIL PARAMETERS FOR NET POLE FOUNDATIONS Soil Unit1 Approximate Depth Below Ground Surface (feet) Effective Unit Weight (pcf) Friction Angle (degrees) Stiffness Parameter, k (pci) P- Multiplier Top of Soil Layer Bottom of Soil Layer Fill 0 6 120 34 110 - Upper Loose/Soft to Medium Dense/Medium Stiff Alluvium 6 60 57.6 32 50 1 (static) 0.1 (seismic) Lower Medium Dense/Medium Stiff to Dense/Stiff Alluvium 60 200 67.6 34 120 1 (static) 0.5 (seismic) Notes: 1 Sand (Reese) Model 2 Refer to Figures 3 and 4 Piles spaced closer than five pile diameters apart will experience group effects that will result in a lower lateral resistance for trailing rows of piles with respect to leading rows of piles for an equivalent deflection. We recommend that the lateral load capacity for piles in a pile group spaced less than five pile diameters apart be reduced in accordance with the factors in Table 6 per AASHTO LRFD Bridge Design Specifications Section 10.7.2.4. We recommend that the net pole foundations be designed using a static allowable lateral bearing pressure of 1,000 psf where the soil adjacent to the foundation consists of undisturbed native soil. For seismic design conditions, the lateral capacity should be evaluated using the parameters presented in Table 8 above, with the appropriate P-multiplier. 4.5. Outfield and Pavement Area Settlement Mitigation The outfield and pavement areas are underlain by compressible alluvial soils that will experience long-term static settlement if subjected to new loads from site fill. The site grading plan indicates that fill ranging up to 7 feet in thickness (up to 9 feet in local isolated areas) are planned for portions of the outfield and (up to 3 feet of net fill are planned) to level site grades within the main building footprint. Based on our analysis, we estimate up to 5½ inches of long-term static settlement resulting from up to 7 feet of new site fill without mitigation. We anticipate that settlement below the building slab will not be desirable and also understand that the outfield target structures are settlement sensitive. Options for mitigation include the installation of deep foundations or ground improvement below settlement sensitive structures. A surcharge and preload program can also be incorporated into the construction schedule to mitigate static settlements due to new loads where long term static settlement is not desirable. Our design recommendations for surcharge and preload are presented below. 4.5.1. Surcharge and Preload Program The purpose of the preload fill is to induce, prior to final site grading and project completion, a significant portion of the settlement that will occur when new loads are applied. The program will significantly reduce post-construction settlement and potential differential settlements due to variability in areal loading and October 29, 2019 | Page 15 File No. 23325-001-00 thickness of compressible soils. We evaluated preload scenarios for planned fill thicknesses ranging from 3 to 7 feet for preload periods of 9 to 12 weeks. Table 10 summarizes the results of our evaluation. TABLE 10. LONG-TERM SETTLEMENT (3-, 5- AND 7-FOOT PRELOAD SCENARIOS) Planned Fill Thickness (feet) Total Long- Term Settlement (inches) Total Settlement Remaining after 3-foot preload Total Settlement Remaining after 5-foot preload Total Settlement Remaining after 7-foot preload 9 weeks 12 weeks 9 weeks 12 weeks 9 weeks 12 weeks 3.0 2.4 0.2 0.1 - - - - 5.0 3.9 2.0 1.9 0.3 0.2 - - 7.0 5.4 3.8 3.7 2.1 2.0 0.4 0.2 Our estimates for the settlement of the preload fill were developed assuming that the preload fill has a total moist density of at least 120 pcf. If the material used for the preload weighs less than 120 pcf, the height of the preload fill mound should be adjusted. Because the site soils have sandy interbeds, the long-term settlement is expected to occur relatively quickly. Additional surcharge fill can be used to expedite the settlement if needed due to the construction schedule. The following outlines a summary of our recommendations for grading and constructing the preload area: ■ The preload fill area should extend a distance beyond the extent of the area where settlement is being mitigated equal to the height of the preload fill. ■ The preload fill toe should be sloped at a 1H:1V (horizontal to vertical) slope. The top of the mound should be crowned and sloped for drainage. ■ The preload fill should be placed in lifts (not to exceed 12 inches in thickness) and compacted to 95 percent MDD to planned final grade elevation per the project civil engineer. A minimum compaction level of 85 percent should be achieved for the surcharge fill (if any) above planned final grade elevation. ■ Settlement plates should be installed within the preload fill area. Settlement plate weekly survey readings should be obtained during construction of preload fill. The first round of survey readings should be obtained before the first lift of preload fill is placed. After the preload fill has been fully constructed the settlement plates should also be surveyed on a weekly basis. The settlement monitoring data will be used to confirm that the preload program is adequately completed. 4.6. Below-Grade Walls Conventional cast-in-place walls may be necessary for small retaining structures (i.e. retaining or dock-high walls) located on-site. The lateral soil pressures acting on conventional cast-in-place subsurface walls will depend on the nature, density and configuration of the soil behind the wall and the amount of lateral wall movement that can occur as backfill is placed. For walls that are free to yield at the top at least 0.1 percent of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. Assuming that the walls are backfilled, and drainage is provided as outlined in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pcf (triangular October 29, 2019 | Page 16 File No. 23325-001-00 distribution), and that non-yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 55 pcf (triangular distribution). For seismic loading conditions, a rectangular earth pressure equal to 8H psf, where H is the height of the wall, should be added to the active/at-rest pressures. For lateral earth pressure due to surcharge loads, a rectangular earth pressure equals to 0.2q, where q is the uniform surcharge pressure on top of wall, should be added to the active/at-rest pressures. Lateral resistance for conventional cast-in-place walls can be provided by frictional resistance along the base of the wall and passive resistance in front of the wall in accordance with the “Lateral Resistance” discussion earlier in this report. The above soil pressures assume that wall drains will be installed to prevent the buildup of hydrostatic pressure behind the walls, as discussed in the paragraphs below. If retaining walls, vaults, or recessed target structures are installed without drainage, hydrostatic pressure behind the walls should be estimated by 62.4Hw psf (triangular distribution), where Hw is the height of the lowest drainage outlet behind the wall. 4.6.1. Drainage Positive drainage should be provided behind cast-in-place retaining walls by placing a minimum 2-foot-wide zone of Gravel Backfill for Walls conforming to Section 9-03.12(2) of the 2018 WSDOT Standard Specifications. A perforated or slotted drainpipe should be placed near the base of the retaining wall to provide drainage. The drainpipe should be surrounded by a minimum of 6 inches Gravel Backfill for Drains conforming to Section 9-03.12(4) of the 2018 WSDOT Standard Specifications. The Gravel Backfill for Drains should be wrapped with a geotextile filter fabric meeting the requirements of construction geotextile for underground drainage, WSDOT Standard Specification 9-33. The wall drainpipe should be connected to a header pipe and routed to a sump or gravity drain. Appropriate cleanouts for drainpipe maintenance should be installed. A larger-diameter pipe will allow for easier maintenance of drainage systems. 4.7. Earthwork 4.7.1. Clearing and Site Preparation All areas to receive fill, structures or pavements should be cleared of vegetation and stripped of topsoil. Clearing should consist of removal of all trees, brush and other vegetation within the designated clearing limits. The topsoil materials could be separated and stockpiled for use in areas to be landscaped. Debris associated with building and site work demolition should be removed from the site, but organic materials could be chipped/composted and reused in landscape areas, if desired. We anticipate that the depth of stripping to remove topsoil will generally be about 6 to 12 inches, where present. Stripping depths may be greater in some areas, particularly where trees and large vegetation have been removed. Actual stripping depths should be determined based on field observations at the time of construction. The organic soils can be stockpiled and used later for landscaping purposes or may be spread over disturbed areas following completion of grading. If spread out, the organic strippings should be in a layer less than 1-foot-thick, should not be placed on slopes greater than 3H:1V and should be track-rolled to a uniformly compacted condition. Materials that cannot be used for landscaping or protection of disturbed areas should be removed from the project site. October 29, 2019 | Page 17 File No. 23325-001-00 Care must be taken to minimize softening of the subgrade soils during stripping operations. Areas of the exposed subgrade which become disturbed should be compacted to a firm, non-yielding condition, if practical, prior to placing any structural fill necessary to achieve design grades. If this is not practical because the material is too wet, the disturbed material must be aerated and recompacted or excavated and replaced with structural fill. 4.7.2. Subgrade Preparation Prior to placing new fills, pavement or hardscape base course materials, and gravel below on-grade floor slabs, subgrade areas should be proof-rolled to locate soft or pumping soils. Prior to proof rolling, unsuitable soils should be removed from below building and pavement/hardscape areas. Proof-rolling can be completed using a piece of heavy tire-mounted equipment such as a loaded dump truck. During wet weather, the exposed subgrade areas should be probed to determine the extent of soft soils. If soft or pumping soils are observed, they should be removed and replaced with structural fill. If deep pockets of soft or pumping soils are encountered outside the building footprint, it may be possible to limit the depth of overexcavation by placing a woven geotextile fabric such as Mirafi 500X (or similar material) on the overexcavated subgrade prior to placing structural fill. The geotextile will provide additional support by bridging over the soft material and will help reduce fines contamination into the structural fill. This may be performed under pavement areas depending on actual conditions observed during construction, but it should not occur under the planned building. After completing the proof-rolling, the subgrade areas should be recompacted to a firm and unyielding condition, if possible. The achievable degree of compaction will depend on when construction is performed. If the work is performed during dry weather conditions, we recommend that all subgrade areas be recompacted to at least 95 percent of the MDD in accordance with the American Society for Testing and Materials (ASTM) D 1557 test procedure (modified Proctor). If the work is performed during wet weather conditions, it may not be possible to recompact the subgrade to 95 percent of the MDD. In this case, we recommend that the subgrade be compacted to the extent possible without causing undue heaving or pumping of the subgrade soils. Subgrade disturbance or deterioration could occur if the subgrade is wet and cannot be dried. If the subgrade deteriorates during proof rolling or compaction, it may become necessary to modify the proof rolling or compaction criteria or methods. 4.7.3. Subgrade Protection Site soils may contain significant fines content (silt/clay) and will be highly sensitive and susceptible to moisture and equipment loads. The contractor should take necessary measures to prevent site subgrade soils from becoming disturbed or unstable. Construction traffic during the wet season should be restricted to specific areas of the site, preferably areas that are surfaced with crushed rock materials not susceptible to wet weather disturbance. 4.7.4. Structural Fill All fill, whether on-site soils or imported fill for support of foundations, floor slab areas, pavement areas and as backfill for retaining walls or in utility trenches should meet the criteria for structural fill presented below. Structural fill soils should be free of organic matter, debris, man-made contaminants and other October 29, 2019 | Page 18 File No. 23325-001-00 deleterious materials, with no individual particles larger than 4 inches in greatest dimension. The suitability of soil for use as structural fill depends on its gradation and moisture content. 4.7.4.1. Fill Criteria Recommended structural fill material quality varies depending upon its use as described below: ■ Structural fill to construct pavement areas, to place below foundations and slabs, to construct embankments, to backfill retaining walls and utility trenches, and to place against foundations should consist of gravel borrow as described in Section 9-03.14(1) of the 2018 WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent, especially if the work occurs in wet weather or during the wet season (October through May). However, if earthwork occurs during the normally dry months (June through September) on-site sandy soils that are properly moisture conditioned, that are free of concrete rubble and other debris, and that can be properly compacted may be used as structural fill in these areas. It may be possible to use on-site sandy soils during wet weather for areas requiring only 90 percent compaction provided the earthwork contractor implements good wet weather techniques and drier soils are used; however, we recommend gravel borrow be specified for planning/bidding purposes. ■ Structural fill placed in the minimum 2-foot-wide drainage zone behind retaining walls consist of Gravel Backfill for Walls conforming to Section 9-03.12(2) of the 2018 WSDOT Standard Specifications. ■ Structural fill placed around wall and footing drains should consist of Gravel Backfill for Drains conforming to Section 9-03.12(4) of the 2018 WSDOT Standard Specifications. ■ Structural fill placed as capillary break material below slab-on-grade floors should consist of clean crushed rock and meet the gradation requirements of Mineral Aggregate Type 22 (¾-inch crushed gravel), City of Seattle Standard Specification 9-03.16. The capillary break may be eliminated if ground improvement methods are used to support the buildings and a 2-foot thick crushed rock layer is placed below the slabs. ■ Structural fill placed as crushed surfacing base course below pavements should conform to Section 9-03.9(3) of the 2018 WSDOT Standard Specifications. We recommend that the suitability of structural fill soil from proposed borrow sources be evaluated by a representative of our firm before the earthwork contractor begins transporting the soil to the site. 4.7.4.2. Reuse of On-site Soils On-site silty soils located within the upper few feet across the site will be difficult to reuse in the wet season or wet weather conditions. The silty soils should not be reused under the planned structures. The on-site sandy soils located above the water table may be used as structural fill in all areas during dry weather conditions (typically June through September), provided the material is properly moisture conditioned. Imported Gravel Borrow may be required for use as structural fill during wet weather conditions and during the wet season (typically October through May) if the on-site sandy soils cannot be properly moisture conditioned and compacted. The existing sandy soils are expected to be suitable for structural fill in areas requiring compaction to at least 95 percent of MDD (per ASTM D 1557), provided the work is accomplished during the normally dry season (June through September) and that the soil can be properly moisture conditioned to within 2 percent of the optimum moisture content. Concrete rubble and other debris must be removed from the existing fill soils before they can be reused as structural fill. Imported structural fill consisting of sand and gravel (WSDOT Gravel Borrow) should be planned under all building floor slabs and October 29, 2019 | Page 19 File No. 23325-001-00 foundation elements and as wall backfill, especially if construction occurs during wet weather or the wet season (typically October through May). The contractor should plan to cover and maintain all stockpiles of on-site soil with plastic sheeting if it will be used as structural fill. The reuse of on-site soils is highly dependent on the skill of the contractor and the weather conditions, and we will work with the design team and contractor to maximize the reuse of on-site soils during the wet and dry seasons; however, imported gravel borrow should be planned for and specified for wet weather construction. 4.7.4.3. Fill Placement and Compaction Criteria Structural fill should be mechanically compacted to a firm, non-yielding condition. Structural fill should be placed in loose lifts not exceeding 12 inches in thickness if using heavy compactors and 6 inches if using hand operated compaction equipment. The actual lift thickness will be dependent on the structural fill material used and the type and size of compaction equipment. Each lift should be moisture conditioned to within 2 percent of the optimum moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: ■ All fill placed under the proposed structures should be placed as structural fill compacted to at least 95 percent of the MDD estimated using the ASTM D 1557 test method. ■ Structural fill placed against foundations should be compacted to at least 95 percent of the MDD. ■ Structural fill placed behind below-grade walls should be compacted to between 90 to 92 percent of the MDD estimated using ASTM D 1557. Care should be taken when compacting fill near the face of below-grade walls to avoid over-compaction and hence overstressing the walls. Hand operated compactors should be used within 5 feet behind the wall. The upper 2 feet of fill below floor slab subgrade level should also be compacted to at least 95 percent of the MDD. The contractor should keep all heavy construction equipment away from the top of retaining walls a horizontal distance equal to half the height of the wall, or at least 5 feet, whichever is greater. ■ Structural fill in new pavement and hardscape areas, including utility trench backfill, should be compacted to at least 90 percent of the MDD, except that the upper 2 feet of fill below final subgrade level should be compacted to at least 95 percent of the MDD. ■ Structural fill placed as crushed surfacing base course below pavements should be compacted to 95 percent of the MDD. ■ Non-structural fill, such as fill placed in landscape areas, should be compacted to at least 90 percent of the MDD. An adequate number of in-place moisture and density tests should be performed during the placement and compaction of structural fill to evaluate whether the specified degree of compaction is being achieved. 4.7.4.4. Weather Considerations Disturbance of near surface soils should be expected, especially if earthwork is completed during periods of wet weather. During dry weather, the soils will: (1) be less susceptible to disturbance; (2) provide better support for construction equipment; and (3) be more likely to meet the required compaction criteria. October 29, 2019 | Page 20 File No. 23325-001-00 The wet weather season generally begins in October and continues through May in western Washington; however, periods of wet weather may occur during any month of the year. For earthwork activities during wet weather, we recommend the following steps be taken: ■ The ground surface in and around the work area should be sloped so that surface water is directed away from the work area. The ground surface should be graded so that areas of ponded water do not develop. Measures should be taken by the contractor to prevent surface water from collecting in excavations and trenches. Measures should be implemented to remove surface water from the work area. ■ Surface water must not be directed toward slopes and we recommend that storm water drainage ditches be constructed where needed along the crest of slopes to prevent uncontrolled surface water runoff. ■ Earthwork activities should not take place during periods of moderate to heavy precipitation. ■ Slopes with exposed soils should be covered with plastic sheeting. ■ The contractor should take necessary measures to prevent on-site soils and soils to be used as fill from becoming wet or unstable. These measures may include the use of plastic sheeting, sumps with pumps, and grading. The site soils should not be left uncompacted and exposed to moisture. Sealing the surficial soils by rolling with a smooth-drum roller prior to periods of precipitation will help reduce the extent that these soils become wet or unstable. ■ The contractor should cover all soil stockpiles that will be used as structural fill with plastic sheeting. ■ Construction traffic should be restricted to specific areas of the site, preferably areas that are surfaced with the existing asphalt or working pad materials not susceptible to wet weather disturbance. ■ Construction activities should be scheduled so that the length of time that soils are left exposed to moisture is reduced to the extent practical. Routing of equipment on the existing fill and native silty soils during the wet weather months will be difficult and the subgrade will likely become highly disturbed and rutted. In addition, a significant amount of mud can be produced by routing equipment directly on these soils in wet weather. Therefore, to protect the subgrade soils and to provide an adequate wet weather working surface for the contractor’s equipment and labor, we recommend that the contractor protect exposed subgrade soils with crushed rock or asphalt-treated base (ATB), as necessary. 4.7.5. Temporary Cut Slopes For planning purposes, temporary unsupported cut slopes more than 4 feet high may be inclined at 1½H:1V in the fill and native soils. These inclinations may need to be flattened by the contractor if significant caving/sloughing or groundwater seepage occurs. For open cuts at the site, we recommend that: ■ No traffic, construction equipment, stockpiles, or building supplies be allowed at the top of cut slopes within a distance of at least 5 feet from the top of the cut; ■ The excavation not encroach on a 1H:1V influence line projected down from the edges of nearby or planned foundation elements; October 29, 2019 | Page 21 File No. 23325-001-00 ■ Exposed soil along the slope be protected from surface erosion using waterproof tarps or plastic sheeting or flash coating with shotcrete; ■ Construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable; ■ Erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable; ■ Surface water be diverted away from the excavation; and ■ The general condition of the slopes be observed periodically by GeoEngineers to confirm adequate stability. Because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. Shoring and temporary slopes must conform to applicable local, state and federal safety regulations. 4.7.6. Permanent Cut and Fill Slopes We recommend that permanent cut or fill slopes be constructed at inclinations of 2H:1V or flatter and be blended into existing slopes with smooth transitions. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to expose well compacted fill. To reduce erosion, newly constructed slopes and disturbed existing slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may necessitate localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting, or erosion control blankets (such as American Excelsior Curlex 1 or North American Green SC150BN) could be used to protect the slopes during periods of rainfall. 4.7.7. Erosion and Sediment Control In our opinion, the erosion potential of the on-site soils is low to moderate. Construction activities including stripping and grading will expose soils to the erosional effects of wind and water. The amount and potential impacts of erosion are partly related to the time of year that construction occurs. Wet weather construction will increase the amount and extent of erosion and potential sedimentation. Erosion and sedimentation control measures may be implemented by using a combination of interceptor swales, straw bale barriers, silt fences and straw mulch for temporary erosion protection of exposed soils. All disturbed areas should be finish graded and seeded as soon as practicable to reduce the risk of erosion. 4.7.8. Utility Trenches Trench excavation, pipe bedding and trench backfilling should be completed using the general procedures described in the 2018 WSDOT Standard Specifications, or City of Renton requirements, or as specified by the project civil engineer. Utility trench backfill should consist of structural fill and should be placed in lifts of 12 inches or less (loose thickness) when using heavy compaction equipment, and 6 inches or less when using hand compaction equipment, such that adequate compaction can be achieved throughout the lift. Each lift must be compacted prior to placing the subsequent lift. Prior to compaction, the backfill should be moisture October 29, 2019 | Page 22 File No. 23325-001-00 conditioned to within 2 percent of the optimum moisture content. The backfill should be compacted in accordance with the criteria discussed above. 4.8. Pavement Recommendations 4.8.1. Subgrade Preparation We recommend the subgrade soils in new pavement areas be prepared and evaluated as described in the “Earthwork” section of this report. Where existing fill is present, we recommend placing a 6-inch-thick imported granular subbase layer meeting the requirements of Gravel Borrow (Section 9-03.14(1) of the 2018 WSDOT Standard Specifications) below the pavement sections described below. If the subgrade soils are excessively loose or soft, it may be necessary to excavate localized areas and replace them with additional gravel borrow or gravel base material. Pavement subgrade conditions should be observed and proof-rolled during construction and prior to placing the subbase materials to evaluate the presence of unsuitable subgrade soils and the need for over-excavation and placement of a geotextile separator. The following pavement recommendations are for standard hot-mix asphalt (HMA) pavement designs. We understand that permeable pavement may be considered at the site. We can provide permeable pavement recommendations upon request. 4.8.2. New Hot-Mix Asphalt Pavement In light-duty pavement areas (e.g., pedestrian access or passenger car parking), we recommend a pavement section consisting of at least a 3-inch thickness of ½-inch HMA (PG 58-22) per WSDOT Sections 5-04 and 9-03, over a 4-inch thickness of densely compacted crushed surfacing base course (CSBC) per WSDOT Section 9-03.9(3). In medium-duty pavement areas (e.g., drive aisles), we recommend a pavement section consisting of at least a 4-inch thickness of ½-inch HMA (PG 58-22) over a 6-inch thickness of densely compacted CSBC per WSDOT Section 9-03.9(3). The crushed surfacing base course in both light-duty and medium-duty areas should be compacted to at least 95 percent of the MDD (ASTM D 1557). We recommend that a proof-roll of the compacted base course be observed by a representative from our firm prior to paving. Soft or yielding areas observed during proof-rolling may require over-excavation and replacement with compacted structural fill. The pavement sections recommended above are based on our experience and typical traffic data provided by ARCO Murray. Thicker asphalt sections may be needed based on the actual projected traffic data, bus or truck loads, and intended use. 4.8.3. Portland Cement Concrete Pavement Portland cement concrete (PCC) sections may be considered for loading dock aprons, trash dumpster areas and where other concentrated heavy loads may occur. For heavy-duty (e.g., service trucks, fire trucks, etc.) concrete paving, we recommend 8 inches of PCC overlying 6 inches of CSBC per WSDOT Section 9-03.9(3). The concrete thickness should be increased by the thickness of the reinforcing steel, if steel reinforcement is used. October 29, 2019 | Page 23 File No. 23325-001-00 The crushed surface base course in both light duty and heavy-duty areas should be compacted to at least 95 percent of the MDD (ASTM D 1557). We recommend that a proof-roll of the compacted base course be observed by a representative from our firm prior to paving. Soft or yielding areas observed during proof-rolling may require over-excavation and replacement with compacted structural fill. We recommend PCC pavements incorporate construction joints and/or crack control joints spaced maximum distances of 12 feet apart, center-to-center, in both the longitudinal and transverse directions. Crack control joints may be created by placing an insert or groove into the fresh concrete surface during finishing, or by sawcutting the concrete after it has initially set-up. We recommend the depth of the crack control joints be approximately one-fourth the thickness of the concrete. We also recommend that the project team consider sealing crack control joints with an appropriate sealant to help restrict water infiltration into the joints. 4.9. Construction Dewatering Static groundwater was observed in the borings at the time of exploration, as described in the “Groundwater Conditions” section of this report. Therefore, shallow excavations for utility trenches, underground vaults and elevator shafts may encounter groundwater. Dewatering during construction of these areas and other excavations on site may be required. Based on the soil conditions and our experience in the area, we expect that groundwater in excavations less than about 5 feet below existing grades can be controlled by open pumping using sump pumps. For excavations extending deeper and below the static ground water table dewatering using well points or deep wells will be necessary. We recommend that the contractor be required to submit a proposed dewatering system design and plan layout to the project team for review and comment prior to beginning construction. The level of effort required for dewatering will depend on the time of year during which construction is accomplished. Less seepage into the work areas and a lower water table should be expected if construction is accomplished in the late summer or early fall months, and correspondingly, more seepage and a higher water table should be expected during the wetter periods of the year and into the spring months. We recommend that earthwork activities be completed in the late summer or early fall months when precipitation is typically at its lowest. 4.10. Infiltration Considerations The feasibility of infiltration was assessed at the site through review of near surface soil conditions and groundwater levels. Due to a relatively shallow groundwater table (as shallow as 4 feet based on observations during drilling) and the presence of low permeability silt soils near the ground surface, we conclude that the use of large scale infiltration facilities is not feasible at this site. GeoEngineers can provide design infiltration rates for on-site best management practices (BMPs) such as permeable pavement or rain gardens, if required. 4.11. Recommended Additional Geotechnical Services Throughout this report, recommendations are provided where we consider additional geotechnical services to be appropriate. These additional services are summarized below: ■ GeoEngineers can prepare construction drawings and specifications for ground improvement (such as stone columns or rigid inclusions) for the project, if requested. October 29, 2019 | Page 24 File No. 23325-001-00 ■ GeoEngineers should be retained to review the project plans and specifications when complete to confirm that our design recommendations have been implemented as intended. ■ During construction, GeoEngineers should observe stripping and grading; observe and evaluate installation of ground improvement elements or deep foundations; observe and evaluate the suitability of foundation, wall and floor slab subgrades; observe removal of unsuitable fill and debris/rubble from below the building and parking garage footprints and hardscape areas; observe and test structural fill including wall and utility trench backfill; observe installation of subsurface drainage measures and infiltration facilities; evaluate the suitability of pavement subgrades and other appurtenant structures, and provide a summary letter of our construction observation services. The purposes of GeoEngineers’ construction phase services are to confirm that the subsurface conditions are consistent with those observed in the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, to evaluate whether or not earthwork and foundation installation activities are completed in accordance with our recommendations, and other reasons described in Appendix D, Report Limitations and Guidelines for Use. 5.0 LIMITATIONS We have prepared this report for the exclusive use of ARCO Murray Design Build and their authorized agents for the Logan Avenue North and North 8th Street development project in Renton, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Appendix D for additional information pertaining to use of this report. 6.0 REFERENCES Al Atik, L. and N. Abrahamson (2010). “An Improved Method for Nonstationary Spectral Matching,” Earthquake Spectra, Vol. 26, No. 3, pp. 601-617. ASCE 7-10, 2010. “Minimum Design Loads for Buildings and Other Structures,” American Society of Civil Engineers. ASTM D-1557, 2012. “Standard Testing Method for Laboratory Compaction Characteristics of Soil Using Modified Effort,” ASTM International. Atkinson, G.M., Boore, D.M., 2003. “Empirical ground-motion relations for subduction-zone earthquakes and their application to Cascadia and other regions,” Bulletin of the Seismological Society of America, v. 93, n. 4, p. 1703-1729. October 29, 2019 | Page 25 File No. 23325-001-00 Boore, D.M. and G.M. Atkinson, 2008. “Ground Motion Prediction Equations for the Average Horizontal Component of PGA, PGV, and 5% Damped PSA at Spectral Periods between 0.01s and 10.0 s.” Earthquake Spectra 24, 99-138. R. W. Boulanger, B. L. Kutter, S. J. Brandenberg, P. Singh, D. Chang, September, 2003. “Pile Foundations in Liquefied and Laterllay Spreading Ground during Earthquakes: Centrifuge Experiments & Analyses.” Center for Geotechnical Modeling, Repot No. UCD/CGM-03/01. Campbell, K.W. and Y. Bozorgnia, 2008. “NGA Ground Motion Model for the Geometric Mean Horizontal Component of PGA, PGV, PGD and 5% Damped Linear Elastic Response Spectra for Periods Ranging from 0.01 to 10s.” Earthquake Spectra, Vol. 24, No. 1, 139-171. Chiou, B.S.J. and R.R. Youngs, 2008. “An NGA Model for the Average Horizontal Component of Peak Ground Motion and Response Spectra.” Earthquake Spectra, Vol. 24, No. 1, 173-215. City of Seattle, 2017, “Standard Specifications for Road, Bridge and Municipal Construction.” Darendeli, M., 2001. “Development of a new family of normalized modulus reduction and material damping curves.” Ph.D. Thesis, Dept. of Civil Eng., Univ. of Texas, Austin. Cetin, K.O., H.T. Bulge, J. Wu, A.M. Kammerer, and R.B. Seed 2009, “Probabilistic Model for the Assessment of Cyclically Induced Reconsolidation (Volumetric) Settlement.” Journal of Geotechnical and Geoenvironmental Engineering, 135(3), pp. 387-398. Fouad, L. and E.M. Rathje (2012). “RSPMatch09” http://nees.org/resources/rpsmatch09. Idriss, I. M., and R. W. Boulanger 2008. “Soil Liquefaction during Earthquakes.” Earthquake Engineering Research Institute MNO-12. International Code Council, 2015, “International Building Code.” Ishihara, K., and Yoshimine, M., “Evaluation of Settlements in Sand Deposits Following Liquefaction During Earthquakes,” Soils and Foundations, 32(1), 1992, pp. 173-188. Petersen, Mark D., Frankel, Arthur D., Harmsen, Stephen C., Mueller, Charles S., Haller, Kathleen M., Wheeler, Russell L., Wesson, Robert L., Zeng, Yuehua, Boyd, Oliver S., Perkins, David M., Luco, Nicolas, Field, Edward H., Wills, Chris J., and Rukstales, Kenneth S. (2008). Documentation for the 2008 Update of the United States National Seismic Hazard Maps: United States Geological Survey Open-File Report 2008-1128. Shahi, S.K. and J.K. Baker (2014). “NGA-West2 Models for Ground-Motion Directionality.” Earthquake Spectra, Vol. 30, No. 3, pp. 1285-1300. Tokimatsu K., Seed H.B., 1987. “Evaluation of settlements in sands due to earthquake shaking,” Journal of Geotechnical Engineering, 1987, vol. 113, pp. 861-878. USGS Unified Hazard Tool (Version Dynamic: Conterminous U.S. 2008). October 29, 2019 | Page 26 File No. 23325-001-00 U.S. Geological Survey – National Seismic hazard Mapping project Software, “Earthquake Ground Motion Parameters, Version 5.0.9a,” 2002 data, 2009. Washington State Department of Transportation (WSDOT), 2018. “Standard Specifications for Road, Bridge, and Municipal Construction.” Wong, Ivan; Sparks, Andrew; Thomas, Patricia; Nemser, Eliza, 2003, Evaluation of near-surface site amplification in the Seattle, Washington, metropolitan area—Final technical report: Seismic Hazards Group, URS Corporation [under contract to] U.S. Geological Survey, 1 v. Youd, T. L. and Idriss, I. M. 2001. “Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils,” Journal of Geotechnical and Geoenvironmental Engineering, Vol. 127, No. 4, April 2001, pp. 298-313. Youngs, R.; Chiou, S-J.; Silva, W.; Humphrey, J. (1997). Strong ground motion attenuation relationships for subduction zone earthquakes. Seismological Research Letters 68. 58-73. Zhao J.X., Zhang, J., Asano, A., Ohno, Y., Oouchi, T., Takahashi, T., Ogawa, H., Irikura, K., Thio, H., Somerville, P., Fukushima, Y., and Fukushima, Y., 2006 Attenuation relations of strong ground motion in Japan using site classification based on predominant period: Bulletin of the Seismological Society of America, v. 96, p. 898–913. FIGURES µ SITE Vicinity Map Figure 1 Logan Avenue N / N 8th Street Development Renton, Washington 2,000 2,0000 Feet Data Source: Mapbox Open Street Map, 2018 Notes:1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intended toassist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers,Inc. and will serve as the official record of this communication. Projection: NAD 1983 UTM Zone 10N P:\23\23325001\GIS\MXD\2332500100_F01_VicinityMap.mxd Date Exported: 09/10/19 by glohrmeyer P P PP 28 28 303030303030 30 3030 30 323230303030 3 2 3 0 282830303030302828 2 8282 8 30 303029 31 29 29 29 292929 29 29 29 292929 2929 29 2929 GENERATORXFMR DUMPSTERENCLOSURE PROPOSED BUILDING HGI & HOME2135,803 S.F. 5 STORY, 228 ROOMS 77 PARKING SPACESAB-1 CPT-1 B-1 OB-1 OB-6 B-2 OB-2 OB-3 OB-4 PB-1 OB-5 OB-7 AB-3 GEI-2 GEI-1 CPT-2 CPT-3 CPT-4 CPT-5 CPT-6 N 8th St.Park Ave. NLogan Ave. NB'B A A' B-1-19 B-2-19 B-3-19 GEI-3-19 GEI-4-19 GEI-3-19a B-4-19 C'CD'D GEI-2-19 GEI-1-19 GEI-5-19 AB-2 Figure 2 Logan Avenue N / N 8th Street Development Renton, Washington Site Plan W E N S P:\23\23325001\CAD\00\GeoTech\23325000100_F02-06_Site Plan and Cross-Sections.dwg TAB:F02 Date Exported: 09/03/19 - 22:18 by syiLegend Property Boundary Boring by GeoEngineers, 2018 Notes: 1.The locations of all features shown are approximate. 2.This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Data Source: Site Survey by Axis Survey & Mapping, dated 04/23/18. Projection: WA State Plane, North Zone, NAD83, US Foot Feet 0100 100 AB-1, B-1, GEI-1, OB-1, PB-1 CPT-1 Cone Penetration Test by GeoEngineers, 2018 Cross-Section Location A A' B-1-19 & GEI-1-19 Boring Completed by GeoEngineers, 2019 GEI-3-19a Monitoring Well Completed by GeoEngineers, 2019 Elevation (Feet)Elevation (Feet)Distance (Feet) -60 -40 -20 0 20 40 -60 -40 -20 0 20 40 0 80 160 240 320 400 480 560 640 720 800 880 960960OB-6(Offset 81 ft)OB-1(Offset 36 ft)PB-1(Offset 33 ft)OB-5(Offset 74 ft)CPT-1(Offset 26 ft)CPT-6(Offset 14 ft)A (West) A' (East) Fill Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium)AB-1(Offset 15 ft)B-4-19(Offset 12 ft)QT (tsf)0 500 QT (tsf) 0 500 ACGPSMSP-SM ML SP-SMSM 24 2 11 7 TSSM GW-GM SMML SM ML SM 25 8 3 6 3 3 4 TSSM SMSM SM ML ML ML SM SM 13 2 2 3 4 5 19 14 TS SM SM ML SP-SM OL PT SM SP-SM MLPT 14 5 4 3 2 8 21 7 9 Grass SM SMML SP-SM SM SP-SM PT SP-SM 8 6 8 14 8 4 14 Loose/Medium Stiff Sand and Silt with Thin Layers of Stiff Peat (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) ACCRSM SM ML SM ML SM ML MH SM GP MH SM SP-SM SM 28 5 3 4 17 17 2 5 4 6 14 31 22 23 12 31 20 9 26 Figure 3 Logan Avenue N / N 8th Street Development Renton, Washington Cross-Section A-A'P:\23\23325001\CAD\00\GeoTech\23325000100_F02-06_Site Plan and Cross-Sections.dwg TAB:F03 Date Exported: 09/11/19 - 15:26 by syiLegend Notes: 1.The subsurface conditions shown are based on interpolation between widely spaced explorations and should be considered approximate; actual subsurface conditions may vary from those shown. 2.This figure is for informational purposes only. It is intended to assist in the identification of features discussed in a related document. Data were compiled from sources as listed in this figure. The data sources do not guarantee these data are accurate or complete. There may have been updates to the data since the publication of this figure. This figure is a copy of a master document. The hard copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Datum: NAVD 88, unless otherwise noted. SM 20 Boring Inferred Soil Contact Soil Classification Blow Count Legend EXPLORATION ID(Offset Distance)Fill Horizontal Scale in Feet 080 80 Vertical Scale in Feet 020 20 Vertical Exaggeration: 4X QT (tsf) 0 500EXPLORATION ID(Offset Distance)Cone Penetration Test Tip Resistance Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) Loose/Medium Stiff Sand and Silt with Thin Layers of Stiff Peat (Alluvium) Elevation (Feet)Elevation (Feet)Distance (Feet) -60 -40 -20 0 20 40 -60 -40 -20 0 20 40 0 80 160 240 320 400 480 560 640 720 800 880 960 1040 1100 B (West) B' (East)B-2(Offset 11 ft)OB-2(Offset 25 ft)OB-3(Offset 35 ft)OB-4(Offset 75 ft)OB-7(Offset 106 ft)GEI-2(Offset 63 ft)CPT-2(Offset 90 ft)CPT-3(Offset 56 ft)CPT-5(Offset 50 ft)B-1-19(Offset 60 ft)B-2-19(Offset 21 ft)GEI-3-19a(Offset 80 ft)GEI-1-19(Offset 0 ft)GEI-3-19(Offset 82 ft)GEI-4-19(Offset 34 ft)QT (tsf) 0 500 QT (tsf) 0 500 QT (tsf) 0 500 TS SM SM ML SM OH SPSM SP-SM SM MH SM SP 24 2 2 2 33 23 6 4 8 TSSM SP-SMMLML SM PT SM ML SM SP-SM 5 3 4 2 21 5 10 GrassSM SW-SM SM PT SP-SM ML SP-SM 19 9 2 2 9 2 13 TSSM SP MHSMML SM SP-SM ML SP 26 8 6 14 2 11 12 5 TSSM SMMLSM MH SM MH ML SP MLPT 19 5 1/12" 3 2 3 4 TSSM SP-SM MLMLMLSM 18 2 1/12" 5 Fill Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) Loose/Medium Stiff Sand and Silt with Thin Layers of Stiff Peat (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) AC SM ML SP-SM ML PT ML SM ML PT MH SM PT SM ML SM SP-SM ML SM SP-SM 4 4 1 10 1 2 8 4 10 23 16 17 36 66 80 5 30 37 TS SM ML SM SP-SM ML SM ML PT ML PT ML SM SP-SM ML SP-SM SM 58 25 2 3 9 7 24 6 6 6 7 4 44 21 87 7 56 29 TS SM ML SM ML SM ML SM ML SM PT SM PT SP-SM PT ML SM MLSM 23 10 1 2 3 14 12 18 9 20 17 7 9 35 23 11 17 33 TS SM SM SP-SM SM PT ML ML SP-SM ML SM SP-SM SM ML SM ML SM SM 42 8 7 7 6 6 12 14 13 11 21 4 6 41 14 13 18 37 TS SM ML SM ML SP-SM ML PT SM PT ML PT ML SP-SM PT ML SP-SM 45 4 11 4 1 6 4 13 4 9 7 6 7 22 32 17 10 30 Figure 4 Logan Avenue N / N 8th Street Development Renton, Washington Cross-Section B-B'P:\23\23325001\CAD\00\GeoTech\23325000100_F02-06_Site Plan and Cross-Sections.dwg TAB:F04 Date Exported: 09/11/19 - 15:26 by syiNotes: 1.The subsurface conditions shown are based on interpolation between widely spaced explorations and should be considered approximate; actual subsurface conditions may vary from those shown. 2.This figure is for informational purposes only. It is intended to assist in the identification of features discussed in a related document. Data were compiled from sources as listed in this figure. The data sources do not guarantee these data are accurate or complete. There may have been updates to the data since the publication of this figure. This figure is a copy of a master document. The hard copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Datum: NAVD 88, unless otherwise noted. Legend SM 20 Boring Inferred Soil Contact Soil Classification Blow Count Legend EXPLORATION ID(Offset Distance)Horizontal Scale in Feet 080 80 Vertical Scale in Feet 020 20 Vertical Exaggeration: 4X QT (tsf) 0 500EXPLORATION ID(Offset Distance)Cone Penetration Test Tip Resistance Fill Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) Loose/Medium Stiff Sand and Silt with Thin Layers of Stiff Peat (Alluvium) Elevation (Feet)Elevation (Feet)Distance (Feet) -60 -40 -20 0 20 40 -60 -40 -20 0 20 40 0 60 120 180 240 300 360 420 480 540 C (North) C' (South) TSMLSMSMMLSMMLSM SP-SM ML SM ML ML SP-SM SP-SM PT ML PT SM SM 16 2 2 10 12 23 3 6 7 4 6 6 44 25 TS SM SM ML SM OHSPSM SP-SM SM MH SM SP 24 2 2 2 33 23 6 4 8 B-2(Offset 58 ft)B-1(Offset 28 ft)B-4-19(Offset 27 ft)B-1-19(Offset 40 ft)B-2-19(Offset 9 ft)B-3-19(Offset 12 ft)CPT-2(Offset 112 ft)CPT-1(Offset 84 ft)QT (tsf) 0 500 QT (tsf) 0 500 AB-2(Offset 1 ft)Grass SM SP-SMPTMLSM 33 22 6 19 Fill Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) Loose/Med i u m S t i f f S a n d a n d S i l t w i t h Thin Layers o f S t i f f P e a t ( A l l u v i u m ) ? ? Building North ACCRSM SM ML SM ML SM ML MH SM GP MH SM SP-SM SM 28 5 3 4 17 17 2 5 4 6 14 31 22 23 12 31 20 9 26 AC SM ML SP-SM ML PT ML SM ML PT MH SM PT SM ML SM SP-SM ML SM SP-SM 4 4 1 10 1 2 8 4 10 23 16 17 36 66 80 5 30 37 TS SM ML SM SP-SM ML SM ML PT ML PT ML SM SP-SM ML SP-SM SM 58 25 2 3 9 7 24 6 6 6 7 4 44 21 87 7 56 29 TS SM ML SP-SM SM ML SM ML SM ML SM ML SM PT SP-SM SP-SM ML SP-SM ML 26 27 6 8 24 20 22 2 18 29 10 24 40 34 29 25 35 15 Building South Figure 5 Logan Avenue N / N 8th Street Development Renton, Washington Cross-Section C-C'P:\23\23325001\CAD\00\GeoTech\23325000100_F02-06_Site Plan and Cross-Sections.dwg TAB:F05 Date Exported: 09/11/19 - 15:27 by syiNotes: 1.The subsurface conditions shown are based on interpolation between widely spaced explorations and should be considered approximate; actual subsurface conditions may vary from those shown. 2.This figure is for informational purposes only. It is intended to assist in the identification of features discussed in a related document. Data were compiled from sources as listed in this figure. The data sources do not guarantee these data are accurate or complete. There may have been updates to the data since the publication of this figure. This figure is a copy of a master document. The hard copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Datum: NAVD 88, unless otherwise noted. Legend SM 20 Boring Inferred Soil Contact Soil Classification Blow Count Legend EXPLORATION ID(Offset Distance)Horizontal Scale in Feet 060 60 Vertical Scale in Feet 020 20 Vertical Exaggeration: 3X QT (tsf) 0 500EXPLORATION ID(Offset Distance)Cone Penetration Test Tip Resistance Fill Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) Loose/Medium Stiff Sand and Silt with Thin Layers of Stiff Peat (Alluvium) Elevation (Feet)Elevation (Feet)Distance (Feet) -60 -40 -20 0 20 40 -60 -40 -20 0 20 40 0 60 120 180 240 300 360 420 450 D (West) D' (East) TSGMSMMLSP ML SM ML SP-SM ML SP 18 6 13 5 8 2 16 GEI-1(Offset 8 ft)GEI-2-19(Offset 0 ft)GEI-5-19(Offset 7 ft)Fill Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) Loose/Medium Stiff Sand and Silt with Thin Layers of Stiff Peat (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) TSSMMLSMML SM ML SP-SM PT MLPTSM ML SP-SM PT ML SM 18 9 14 18 4 2 17 4 8 5 4 4 7 32 19 12 15 23 TS SM ML SM ML SM ML PT SM SP-SM ML SP-SM ML SP-SM PT ML SMMLSM 28 7 6 4 4 4 24 5 6 19 10 5 8 44 19 12 20 25 Figure 6 Logan Avenue N / N 8th Street Development Renton, Washington Cross-Section D-D'P:\23\23325001\CAD\00\GeoTech\23325000100_F02-06_Site Plan and Cross-Sections.dwg TAB:F06 Date Exported: 09/11/19 - 15:27 by syiNotes: 1.The subsurface conditions shown are based on interpolation between widely spaced explorations and should be considered approximate; actual subsurface conditions may vary from those shown. 2.This figure is for informational purposes only. It is intended to assist in the identification of features discussed in a related document. Data were compiled from sources as listed in this figure. The data sources do not guarantee these data are accurate or complete. There may have been updates to the data since the publication of this figure. This figure is a copy of a master document. The hard copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Datum: NAVD 88, unless otherwise noted. Legend SM 20 Boring Inferred Soil Contact Soil Classification Blow Count Legend EXPLORATION ID(Offset Distance)Horizontal Scale in Feet 060 60 Vertical Scale in Feet 020 20 Vertical Exaggeration: 3X Fill Upper Loose/Soft to Medium Dense/Medium Stiff Sands and Silts (Alluvium) Lower Medium Dense to Dense/Stiff Gravels, Sand and Silt (Alluvium) Loose/Medium Stiff Sand and Silt with Thin Layers of Stiff Peat (Alluvium) 0.01 0.1 1 10 0.01 0.1 15% Damped Spectral Acceleration, Sa(g)Period (seconds) Recommended Site-Specific MCEr Response Spectrum Recommended Site-Specific MCERResponse Spectrum Logan Avenue N/N 8th Street Development Renton, Washington Figure 7 Project: 23325-001-00 Executed: 5/16/2018 APPENDICES APPENDIX A Field Explorations October 29, 2019 | Page A-1 File No. 23325-001-00 APPENDIX A FIELD EXPLORATIONS Subsurface conditions at the site were evaluated by drilling 24 borings (B-1, B-2, PB-1, AB-1 through AB-3, OB-1 through OB-7, GEI-1, GEI-2, B-1-19 through B-4-19, and GEI-1-19 through GEI-5-19) and advancing six cone penetration tests (CPTs) (CPT-1 through CPT-6) to depths ranging from approximately 10 to 85 feet below existing site grades. CPTs were advanced to practical refusal. The borings were completed by Advanced Drill Technologies, Inc. from April 3 to April 4, 2018, from July 29 to August 1 and August 23, 2019. The CPTs were completed by In Situ Engineering on April 3, 2018. The locations of the explorations were estimated by taping/pacing from existing site features as well as surveyed. The approximate exploration locations are shown on the Figure 2, Site Plan. Borings The borings were completed using a D-50 track mounted drill rig with continuous-flight, hollow-stem auger drilling equipment. The borings were continuously monitored by a technician from our firm who examined and classified the soils encountered, obtained representative soil samples, observed groundwater conditions and prepared a detailed log of each exploration. The soils encountered in the borings were generally sampled at 2½- and 5-foot vertical intervals with a 2-inch, outside-diameter split-barrel standard penetration test (SPT) sampler. The disturbed samples were obtained by driving the sampler 18 inches into the soil with a 140-pound automatic hammer. The number of blows required for each 6 inches of penetration was recorded. The blow count ("N-value") of the soil was calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils. Where very dense soil conditions precluded driving the full 18 inches, the penetration resistance for the partial penetration was entered on the logs. The blow counts are shown on the boring logs at the respective sample depths. Soils encountered in the borings were visually classified in general accordance with the classification system described in Figure A-1, Key to Exploration Logs. A key to the boring log symbols is also presented in Figure A-1. The logs of the borings are presented in Figures A-2 through A-26. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils and groundwater conditions encountered. The logs also indicate the depths at which these soils or their characteristics change, although the change may actually be gradual. If the change occurred between samples, it was interpreted. The densities noted on the boring logs are based on the blow count data obtained in the borings and judgment based on the conditions encountered. Observations of groundwater conditions were made during drilling. The groundwater conditions encountered during drilling are presented on the boring logs. Groundwater conditions observed during drilling represent a short-term condition and may or may not be representative of the long-term groundwater conditions at the site. Groundwater conditions observed during drilling should be considered approximate. October 29, 2019 | Page A-2 File No. 23325-001-00 Monitoring Wells A groundwater monitoring wells was installed next to boring GEI-3-19. The monitoring well was constructed using 2-inch-diameter polyvinyl chloride (PVC) casing. The depth to which the casing was installed was selected based on our understanding of subsurface soil and groundwater conditions encountered during drilling. The lower portion of the casing was slotted to allow entry of water into the casing. Medium sand was placed in the borehole annulus surrounding the slotted portion of the casing. A bentonite seal was placed above the slotted portion of the casing. The monitoring well was protected by installing flush-mount steel monuments set in concrete. Completion details for the monitoring well is shown on Figure A-24. Groundwater levels in the monitoring wells were measured on August 8, 12 and 23, 2019, as summarized in the main body of the report. The groundwater monitoring wells should be abandoned during construction in accordance with the procedures of the Washington State Department of Ecology. Cone Penetration Tests The CPT is a subsurface exploration technique in which a small-diameter steel tip with adjacent sleeve is continuously advanced with hydraulically operated equipment. Measurements of tip and sleeve resistance allow interpretation of the soil profile and the consistency of the strata penetrated. The tip resistance, friction ratio and pore water pressure are recorded on the CPT logs. The logs of the CPT probes are presented at the end of this appendix as Figures A-27 through A-34. The CPT soundings were backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. Measured groundwater level in exploration,well, or piezometer Measured free product in well or piezometer Distinct contact between soil strata Approximate contact between soil strata Contact between geologic units SYMBOLS TYPICAL DESCRIPTIONS GW GP SW SP SM FINEGRAINED SOILS SILTS ANDCLAYS NOTE: Multiple symbols are used to indicate borderline or dual soil classifications MORE THAN 50%RETAINED ONNO. 200 SIEVE MORE THAN 50%PASSINGNO. 200 SIEVE GRAVEL ANDGRAVELLYSOILS SC LIQUID LIMITLESS THAN 50 (APPRECIABLE AMOUNTOF FINES) (APPRECIABLE AMOUNTOF FINES) COARSEGRAINEDSOILS MAJOR DIVISIONS GRAPH LETTER GM GC ML CL OL SILTS AND CLAYS SANDS WITHFINES SANDANDSANDY SOILS MH CH OH PT (LITTLE OR NO FINES) CLEAN SANDS GRAVELS WITHFINES CLEAN GRAVELS (LITTLE OR NO FINES) WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES WELL-GRADED SANDS, GRAVELLYSANDS POORLY-GRADED SANDS, GRAVELLYSAND SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAYMIXTURES INORGANIC SILTS, ROCK FLOUR,CLAYEY SILTS WITH SLIGHTPLASTICITY INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTY CLAYS,LEAN CLAYS ORGANIC SILTS AND ORGANIC SILTYCLAYS OF LOW PLASTICITY INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS SILTY SOILS INORGANIC CLAYS OF HIGHPLASTICITY ORGANIC CLAYS AND SILTS OFMEDIUM TO HIGH PLASTICITY PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTSHIGHLY ORGANIC SOILS SOIL CLASSIFICATION CHART MORE THAN 50%OF COARSEFRACTION RETAINEDON NO. 4 SIEVE MORE THAN 50%OF COARSEFRACTION PASSINGON NO. 4 SIEVE SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES LIQUID LIMIT GREATERTHAN 50 Continuous Coring Bulk or grab Direct-Push Piston Shelby tube Standard Penetration Test (SPT) 2.4-inch I.D. split barrel Contact between soil of the same geologicunit Material Description Contact Graphic Log Contact NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions.Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to berepresentative of subsurface conditions at other locations or times. Groundwater Contact Blowcount is recorded for driven samplers as the number ofblows required to advance sampler 12 inches (or distance noted).See exploration log for hammer weight and drop. "P" indicates sampler pushed using the weight of the drill rig. "WOH" indicates sampler pushed using the weight of thehammer. Key to Exploration Logs Figure A-1 Sampler Symbol Descriptions ADDITIONAL MATERIAL SYMBOLS NSSSMSHS No Visible SheenSlight SheenModerate SheenHeavy Sheen Sheen Classification SYMBOLS Asphalt Concrete Cement Concrete Crushed Rock/Quarry Spalls Topsoil GRAPH LETTER AC CC SOD Sod/Forest Duff CR DESCRIPTIONS TYPICAL TS Percent finesPercent gravelAtterberg limitsChemical analysisLaboratory compaction testConsolidation testDry densityDirect shearHydrometer analysisMoisture contentMoisture content and dry densityMohs hardness scaleOrganic contentPermeability or hydraulic conductivityPlasticity indexPoint lead testPocket penetrometerSieve analysisTriaxial compressionUnconfined compressionVane shear %F%GALCACPCSDDDSHAMCMDMohsOCPMPIPLPPSATXUCVS Laboratory / Field Tests Rev 07/2019 PP = 0.0 psf PP = 0.0 psfAL (LL = 35, PI = 5) Groundwater observed at approximately 10 feetbelow ground surface during drilling PP = 0.0 psf Added drilling mud at 20 feet; no heave observed PP = 0.0 psf AL (LL = 47, PI = 10) PP = 500 psf 15 40 48 23 Topsoil Gray sandy silt with occasional gravel (stiff, moist) (fill) Brown silty fine to medium sand with occasional gravel(medium dense, moist to wet) Gray silty fine sand (very loose, moist) (alluvium) Gray silt with trace fine sand (very soft to soft, moist) Gray silty fine sand (very loose, moist to wet) Brown-gray silt (very soft to soft, wet) Gray silty fine sand with occasional silt lenses (loose tomedium dense, wet) Gray fine to medium sand with silt (loose to mediumdense, wet) Brown silt with organic matter and occasionalhorizontal bedding (stiff, moist) Gray silty fine sand (medium dense, wet) With organic matter (wood debris), becomes veryloose Brown-gray silt (soft, moist) Gray-light brown silt with organic matter (wood debris)(medium stiff, moist) Gray fine sand with silt and occasional organic matter(wood debris) (loose, moist) 1 2SA 3a3b 3c 4aAL4b 5a5b 6a6b6c 7 8 9AL 10a 10b 4 18 7 6 12 18 18 18 18 16 2 2 10 12 23 3 6 TS ML SM SM ML SM ML SM SP-SM ML SM ML ML SP-SM Notes: 61.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.49503-122.206167 29.5 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-1 Logan Avenue N/N 8th Street Development Figure A-2 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 PP = 6,500 psfPP = 500 psf PP = 4,500 - 6,000 psf Gravels at 55 feet Broken cobble in shoe 204 159 Gray fine to coarse sand with trace silt (loose, wet) Brown fibrous peat (soft to medium stiff, moist) Brown-gray silt (soft to medium stiff, moist) With occasional peat lenses, becomes medium stiff Brown fibrous peat with silt lenses (medium stiff,moist) Gray silty fine to medium sand with peat lenses (loose,moist) Gray silty fine to coarse sand with occasional gravel 11 12aMC12b 13b13aMC 14 15 16 11 18 18 18 10 0 7 4 6 6 44 25 SP-SM PT ML PT SM SM Sheet 2 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-1 (continued) Logan Avenue N/N 8th Street Development Figure A-2 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30 PP = 500 psfAL (LL = 35, PI = 5)Groundwater observed at approximately 8½ feetbelow ground surface during drilling AL (LL = 117, PI = 33) AL (LL = 78, PI = 15) 6 10 35 38 61 15 Topsoil Brown silty fine to coarse sand with gravel (loose,moist) (fill) Becomes medium dense Gray silty fine sand (very loose, wet) (alluvium) Gray sandy silt (very soft to soft, wet) Brown silty fine sand (very loose, wet) Brown-gray sandy organic silt (very soft to soft, moistto wet) Gray fine to coarse sand (dense, wet) Gray silty fine sand (dense, moist) Gray fine sand with trace silt (medium dense, moist) Gray silty fine to medium sand (loose, moist) Light brown elastic silt with occasional peat (mediumstiff, moist) Becomes gray and soft to medium stiff Gray fine sand with silt (very loose to loose, moist) 1MC 2SA 3 4AL 5 6AL 7a 7b 8 9a 9bAL 10a 10b 18 16 18 18 18 18 18 7 10 24 2 2 2 33 23 6 4 TS SM SM ML SM OH SP SM SP-SM SM MH SM Notes: 36.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494673-122.206018 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-2 Logan Avenue N/N 8th Street Development Figure A-3 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Gray-brown fine to medium sand with brown silt lensesand occasional organic matter (wood debris)(loose, moist) 11128 SP Sheet 2 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-2 (continued) Logan Avenue N/N 8th Street Development Figure A-3 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 Graphic LogGroupClassificationElevation (feet) PP = 0.0 psf Groundwater observed at approximately 9 feetbelow ground surface during drilling 5 9 39 9 83 Approximately 6 inches of asphalt concrete pavement Gravel Brown silty fine to coarse sand with gravel (loose,moist) (fill) Brown fine to coarse sand with silt and gravel (mediumdense, moist) Gray silt with sand (very soft to soft, moist) (alluvium) Gray medium to coarse sand with trace silt (mediumdense, wet) Gray fine to medium sand (loose, wet) 1MC 2SA 3%F 4 5 11 18 18 18 24 2 11 7 AC GP SM SP-SM ML SP-SM SM Notes: 11.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495257-122.206812 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring AB-1 Logan Avenue N/N 8th Street Development Figure A-4 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 Graphic LogGroupClassificationElevation (feet)2520 PP = 500 - 1,000 psfAL (LL = 37, PI = 7) 13 9 8139 27 Grass Brown silty fine to coarse sand with gravel and organicmatter (roots, wood debris) (loose, moist) (fill) Grades to fine to medium, becomes dense Brown-gray fine to coarse sand with silt (mediumdense, dry) Brown peat with silt (medium stiff, moist) (alluvium) Gray sandy silt with occasional peat lenses (mediumstiff, moist) Gray silty fine to medium sand (medium dense, wet) 1MC 2SA 3 4aMC4bAL 5 18 18 16 33 22 6 19 Grass SM SP-SM PT ML SM Notes: 11.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494096-122.206213 31 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod Groundwater not observed at time of exploration 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring AB-2 Logan Avenue N/N 8th Street Development Figure A-5 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 Graphic LogGroupClassificationElevation (feet)302520 Groundwater observed at approximately 4½ feetbelow ground surface during drilling PP = 0.0 psf 12 16 16 Topsoil Brown-orange silty fine to coarse sand with occasionalgravel (loose, moist) (fill) Becomes orange fine to medium and medium dense Becomes loose Gray fine to medium sand with trace silt (loose, wet)(alluvium) Brown-gray sandy silt (very soft, moist) Becomes medium stiff Gray silty fine sand (loose, moist) 1MC 2SA 3a3b 4 5a5b 16 18 16 18 7 1 6 TS SM SP-SM ML SM Notes: 11.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495154-122.202615 29.5 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring AB-3 Logan Avenue N/N 8th Street Development Figure A-6 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 Graphic LogGroupClassificationElevation (feet)2520 Groundwater observed at approximately 4½ feetbelow ground surface during drilling PP = 3,000 - 4,000 psf PP = 500 psfAL (non-plastic) 10 7 37 9 Topsoil Brown silty fine to coarse sand with gravel (loose,moist) (fill) Brown fine to coarse gravel with silt and sand (mediumdense, moist) Gray silty fine sand with oxidation staining (loose,moist) (alluvium) Gray silt with trace fine sand (medium stiff, moist) Gray silty fine to medium sand (very loose, wet) Grades to fine to coarse, becomes loose Gray sandy silt (soft, wet) Gray silty fine sand (very loose to loose, wet) 1MC 2SA 3 4 5 6 7a7bAL 8 1 18 6 18 16 18 18 25 8 3 6 3 3 4 TS SM GW-GM SM ML SM ML SM Notes: 26.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495213-122.205624 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring OB-1 Logan Avenue N/N 8th Street Development Figure A-7 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 Graphic LogGroupClassificationElevation (feet)252015105 Groundwater observed at approximately 4 feetbelow ground surface during drillingPP = 1,000 - 1,500 psf 9 157 Topsoil Brown-gray silty fine to coarse sand with gravel andorganic matter (grass roots) (loose, moist) (fill) Brown-orange fine to coarse sand with silt and gravel(loose, dry) Gray silt with fine sand and occasional peat, orangeoxidation staining (soft, moist) (alluvium) Brown sandy silt with oxidation staining (soft, wet) Gray silty fine sand (very loose to loose, wet) Peat with interbedded silt (very soft to soft, moist) Gray silty fine sand (medium dense, moist) Gray silt with fine sand and occasional organic matter(wood debris) (medium stiff, moist) Gray silty fine sand (loose, moist) Gray fine to medium sand with silt (loose to mediumdense, moist) 1MC 2 3a3b 4 5a5bMC 6 7a7b 8 18 18 18 18 18 18 18 5 3 4 2 21 5 10 TS SM SP-SM ML ML SM PT SM ML SM SP-SM Notes: 26.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494579-122.205501 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring OB-2 Logan Avenue N/N 8th Street Development Figure A-8 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 Graphic LogGroupClassificationElevation (feet)252015105 PP = 500 psf PP = 0.0 psfPP = 500 psfAL (LL = 100, PI = 32) 13 32 170 63 10 Grass Gray-brown silty fine to coarse sand with gravel andorganic matter (roots) (loose, moist) (fill) Brown fine to medium sand with silt and gravel,orange oxidation staining (medium dense, moist) Gray silty fine sand (loose, moist) (alluvium) Becomes very loose, wet Brown peat with interbedded silt (very soft to soft, wet) Gray fine sand with silt (stiff, wet) Gray silt with fine sand and occasional organic matter(roots) (very soft to soft, wet) Gray fine to moist sand with trace silt (medium dense,wet) 1 2SA 3a3b 4MC 5a5bMC 6 7a7bAL 8 18 18 18 18 18 18 18 19 9 2 2 9 2 13 Grass SM SW-SM SM PT SP-SM ML SP-SM Notes: 26.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494747-122.205271 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod Groundwater not observed at time of exploration 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring OB-3 Logan Avenue N/N 8th Street Development Figure A-9 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 Graphic LogGroupClassificationElevation (feet)252015105 PP = 3,000 psfAL (LL = 54, PI = 19) PP = 0.0 psf 5 29 Topsoil Brown silty fine to coarse sand with gravel (loose,moist) (fill) Brown-orange fine to medium sand with trace silt(medium dense, moist) Becomes gray and loose Gray sandy elastic silt (medium stiff to stiff, moist)(alluvium) Gray silty fine to medium sand (loose, wet) Gray silt with fine sand (medium stiff, wet) Gray silty fine sand (medium dense, wet) Gray fine to medium sand with trace silt (very loose,wet) Sandy silt (very soft to soft, wet) Gray fine to medium sand with trace silt (mediumdense, wet) Becomes loose 1MC 2 3a3bAL 4a4b 5 6a6b 7 8 9 12 12 16 18 18 18 18 18 26 8 6 14 2 11 12 5 TS SM SP MH SM ML SM SP-SM ML SP Notes: 31.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494866-122.204484 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod Groundwater not observed at time of exploration 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring OB-4 Logan Avenue N/N 8th Street Development Figure A-10 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 Graphic LogGroupClassificationElevation (feet)2520151050 PP = 4,000 - 5,000 psf PP = 0.0 - 500 psf Groundwater observed at approximately 9½ feetbelow ground surface during drilling 14 13 Grass Brown silty fine to medium sand with gravel (loose,moist) (fill) Becomes brown to orange Orange silty fine sand with trace gravel (loose, wet)(alluvium) Gray silt with occasional organic matter (roots)(medium stiff, moist) Gray fine sand with silt (loose, wet) Becomes medium dense Gray silty fine to coarse sand (loose, wet) Gray fine to medium sand with trace silt (very loose toloose, wet) Peat (soft to medium stiff, moist) Gray fine to coarse sand with trace silt and occasionalgravel (medium dense, wet) 1 2SA 3a3b 4 5 6a6b 7a7b 8 18 16 18 18 18 18 18 8 6 8 14 8 4 14 Grass SM SM ML SP-SM SM SP-SM PT SP-SM Notes: 26.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495127-122.204148 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring OB-5 Logan Avenue N/N 8th Street Development Figure A-11 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 Graphic LogGroupClassificationElevation (feet)252015105 PP = 0.0 - 500 psf PP = 0.0 psf PP = 0.0 psf Added drilling mud at 25 feet; 12 inches of heaveobserved 11 36 46 Topsoil Brown silty fine to coarse sand with occasional graveland organic matter (grass roots) (loose, moist) (fill) Gray silty fine sand with occasional organic matter(roots) (medium dense, wet) Brown-orange fine to coarse sand with gravel (veryloose, wet) Gray silty fine sand (very loose, moist to wet) (alluvium) Gray sandy silt with peat lenses and organic matter(wood debris) (soft, moist) Gray sandy silt with trace organic matter (roots) (soft,wet) Gray silt with trace fine sand and organic matter(roots, wood debris) (soft to medium stiff, wet) Gray silty fine to medium sand (loose, wet)Becomes fine sand Gray silty fine to medium sand (medium dense, wet) 1MC 2 3a3b%F 4 5a5b5c 6 7a7b 8 9 4 18 18 18 18 18 18 18 13 2 2 3 4 5 19 14 TS SM SM SM SM ML ML ML SM SM Notes: 31.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495094-122.205341 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod Groundwater not observed at time of exploration 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring OB-6 Logan Avenue N/N 8th Street Development Figure A-12 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 Graphic LogGroupClassificationElevation (feet)2520151050 PP = 0.0 - 500 psf PP = 500 psfGroundwater observed at approximately 8¼ feetbelow ground surface during drilling AL (LL = 53, PI = 10)PP = 0.0 psf 10 30 50 61 Topsoil Gray silty fine to coarse sand with gravel and organicmatter (roots) (loose, moist) (fill) Gray silty fine to coarse sand with gravel (mediumdense, moist) Gray sandy silt (medium stiff, wet) (alluvium) Gray silty fine to medium sand (loose, wet) Gray sandy elastic silt (very soft, wet) Gray silty fine to medium sand (very loose, wet) Gray sandy elastic silt with peat lenses (very soft tosoft, moist) Brown sandy silt (soft, moist) Gray fine to medium sand (very loose, wet) Becomes very loose to loose Gray-brown silt with organic matter (roots) (soft tomedium stiff, moist) Peat with silt lenses (soft to medium stiff, moist) 1MC 2 3a%F3b 4a4b 5 6aAL6b 7a7b 8a 8b8c 14 18 18 18 18 18 18 19 5 1/12" 3 2 3 4 TS SM SM ML SM MH SM MH ML SP ML PT Notes: 26.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.49496-122.203687 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring OB-7 Logan Avenue N/N 8th Street Development Figure A-13 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 Graphic LogGroupClassificationElevation (feet)252015105 Groundwater observed at approximately 12½feet below ground surface during drilling AL (LL = 93, PI = 33)PP = 0.0 - 500 psf 6 36 52 72 Topsoil Brown silty fine to coarse gravel with sand (loose,moist) (fill) Brown silty fine to coarse sand with occasional gravel(medium dense, moist) Gray silt with fine to coarse sand lenses (very stiff,moist) (alluvium) Orange fine to medium sand with trace gravel(medium dense, moist) Gray silt with sand (medium stiff, moist)Becomes stiff, wet Gray silty fine to medium sand (loose, wet) Gray sandy silt with thin lens of peat (medium stiff tostiff, wet) Gray fine to medium sand with trace silt (loose, wet) Gray-brown silt with peat lenses (very soft to soft,moist)With occasional organic matter (wood debris, roots) Gray fine to medium sand (medium dense, wet) 1MC 2a2b 2c 3%F 4 5 6a6b 7aAL7b 8 14 18 18 6 18 18 18 18 6 13 5 8 2 16 TS GM SM ML SP ML SM ML SP-SM ML SP Notes: 26.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494298-122.203708 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-1 Logan Avenue N/N 8th Street Development Figure A-14 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 Graphic LogGroupClassificationElevation (feet)252015105 PP = 500 psf Groundwater observed at approximately 8 feetbelow ground surface during drillingPP = 500 psf 12 13 11 Topsoil Gray silty fine to coarse sand with gravel (loose, moist)(fill) Gray fine to medium sand with silt and gravel (mediumdense, moist) Becomes very loose, wet Gray sandy silt (very soft to soft, wet) (alluvium) Gray silt with fine sand (very soft, wet) Light gray-brown silt with thin peat lenses (very soft,wet) Gray silty fine to medium sand (loose, wet) 1MC 2SA 3a3b 4a4b 5 18 18 18 18 18 2 1/12" 5 TS SM SP-SM ML ML ML SM Notes: 11.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.49451-122.202649 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-2 Logan Avenue N/N 8th Street Development Figure A-15 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 Graphic LogGroupClassificationElevation (feet)2520 Groundwater observed at approximately 6¼ feetbelow ground surface during drilling PP = 500 psf PP = 0.0 psfAL (LL = 120, PI = 33) Added drilling mud at 20 feet; 13 inches of heaveobserved 11 34 100 16 73 Topsoil Brown silty fine to coarse sand with gravel and organicmatter (roots) (loose, moist) (fill) Becomes medium dense Gray silty fine to coarse sand (loose, wet) (alluvium) With gravel, becomes very loose to loose Gray silt with sand (soft to medium stiff, wet) Gray fine to medium sand with silt (very loose, wet) Brown organic silt with organic matter (roots) (very softto soft, wet) Brown-dark brown fibrous peat with silt lenses(medium stiff to stiff, moist) Gray silty fine sand (loose, moist to wet) Gray fine to coarse sand with trace silt (mediumdense, wet) 1 2SA 3a3b 4a4b 5%F 6a6bAL 7a7b 8 9 6 5 8 18 18 18 18 0 14 5 4 3 2 8 21 7 TS SM SM ML SP-SM OL PT SM SP-SM Notes: 36.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495414-122.204592 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring PB-01 Logan Avenue N/N 8th Street Development Figure A-16 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 PP = 0.0 psf216Gray silt with fine sand and organic matter (peat, wooddebris) (loose, wet) Dark brown fibrous peat with occasional silt (stiff,moist) 10a10bMC 16 9 ML PT Sheet 2 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring PB-01 (continued) Logan Avenue N/N 8th Street Development Figure A-16 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 Graphic LogGroupClassificationElevation (feet) Groundwater observed during drilling atapproximately 8.9 feet below ground surface Driller added mud Attempted to collect Shelby tube sample at 21.5to 23.5 feet; no recovery 28 10 Approximately 8 inches of asphalt concrete pavementand base course Brown fine to medium silty sand (very loose to loose,moist) (fill) Gray silt with trace of peat (soft to medium stiff, moist)(alluvium) Gray fine to medium sand with silt (very loose to loose,moist) Grades to very loose, wet Grades to loose to medium dense, wet Gray silt with sand and trace peat (very loose, wet) Brown peat with silt (very soft to soft, wet) Gray silt with sand (very soft to soft, wet) Gray silty fine to medium sand (loose, wet) Brown-gray silt with sand with trace peat (soft tomedium stiff, wet) 1 2 3 4%F 5 6 7 8 12 14 14 13 18 12 18 18 4 4 1 10 1 2 8 4 AC SM ML SP-SM ML PT ML SM ML Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494803-122.206424 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 7/29/20197/29/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-1-19 Logan Avenue N/N 8th Street Development Figure A-17 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 AL (LL = 54; PI = 16) AL (LL = 0; PI = 0) 48 Brown peat with silt (stiff, wet) Brown-gray elastic silt with occasional sand andorganic matter (roots) (very stiff, wet) Gray silty fine to medium sand (medium dense, wet) Brown peat with gray fine to medium sand lenses (stiffto very stiff, wet) Gray silty fine to medium sand (medium dense, wet) Gray-brown silt with peat lenses (very stiff, moist) Gray silty fine to medium sand (medium dense todense, wet) Grades to coarse sand Gray fine to coarse sand with silt and occasional gravel(very dense, wet) Brown-gray non-plastic silt with occasional sand andorganic matter (roots) (medium stiff, moist) Gray fine sand (dense, wet) 9MC 10AAL10B 11 12 13 14 15 16AL 17 18 18 18 15 13 10 10 18 18 10 23 16 17 36 66 80 5 30 PT MH SM PT SM ML SM SP-SM ML SM Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-1-19 (continued) Logan Avenue N/N 8th Street Development Figure A-17 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 Gray fine to medium sand with silt lenses (dense, wet)181837 SP-SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-1-19 (continued) Logan Avenue N/N 8th Street Development Figure A-17 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 Groundwater observed during drilling atapproximately 9.6 feet below ground surface Heave; driller added mud 24 6 Approximately 6 inches of topsoil Brown silty fine to coarse sand with occasional gravel(very dense, moist) (fill) Grades to medium dense Gray silt with occasional organic matter (roots) (verysoft to soft, moist) (alluvium) Gray silty fine to medium sand (very loose, wet) Gray fine to medium sand with silt (loose, wet) Grades to medium dense Gray silt with occasional peat (medium stiff, wet) Gray silty fine sand (loose, wet) 1 2 3 4 5 6%F 7 8 9 14 14 17 17 18 18 12 18 58 25 2 3 9 7 24 6 TS SM ML SM SP-SM ML SM Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494581-122.20621 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 7/29/20097/29/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-2-19 Logan Avenue N/N 8th Street Development Figure A-18 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Gray silt with fine to medium sand (medium stiff, wet) With organic matter (roots) (medium stiff, wet) Brown peat with sand lenses (medium stiff, wet) Brown-gray silt with wood debris (medium stiff, wet) Brown peat (soft to medium stiff, wet) Gray silt (soft to medium stiff, wet) Gray silty fine to coarse sand (dense, wet) Gray fine to coarse sand with silt and gravel (mediumdense, wet) (very dense, wet) Brown-gray silt with occasional organic matter (roots)(medium stiff, wet) Gray fine to medium sand with silt (very dense, wet) 10 11 12A12B 13a13B 14 15 16 17 18 18 18 18 18 6 7 17 16 17 6 6 7 4 44 21 87 7 56 ML PT ML PT ML SM SP-SM ML SP-SM Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-2-19 (continued) Logan Avenue N/N 8th Street Development Figure A-18 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 Gray silty fine to medium sand (medium dense, wet)191429 SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-2-19 (continued) Logan Avenue N/N 8th Street Development Figure A-18 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 Groundwater observed during drilling atapproximately 10.8 feet below ground surface Driller added mud 37 76 Approximately 6 inches of topsoil Brown silty fine to medium sand with occasional gravel(medium dense, moist) (fill) Gray-brown silt with sand and occasional peat lenses(medium stiff, moist) (alluvium) Gray fine to coarse sand with silt (medium dense, wet) Gray silty fine to medium sand (medium dense, wet) Gray silt (very soft to soft, wet) Gray silty fine to medium sand (very loose, wet) 1 2 3 4 5%F 6 7 8 9A 9B 14 16 17 14 11 6 12 18 26 27 6 8 24 20 22 2 TS SM ML SP-SM SM ML SM Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494222-122.206267 31 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 7/30/20197/30/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-3-19 Logan Avenue N/N 8th Street Development Figure A-19 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)302520151050 48 Gray sandy silt (stiff, wet) Gray silty fine to medium sand with occasional gravel(medium dense, wet) Gray silt with occasional peat lenses (very stiff, wet) Gray silty fine to medium sand (medium dense, wet) Sandy silt (stiff, wet) Gray silty fine sand with occasional peat lenses (looseto medium dense, wet) Brown peat with silt (very stiff, moist) Gray fine to medium sand with silt (medium dense,wet) Gray fine to coarse sand with silt and gravel (dense,wet) Grades to medium dense Gray silt with occasional roots (hard, wet) Gray fine to medium sand with silt and occasional 10A 10B 11A 11B 12AMC 12B 13A 13B 14 15 16 17 18A 18B 17 18 16 16 9 14 10 7 16 18 29 10 24 40 34 29 25 35 ML SM ML SM ML SM PT SP-SM SP-SM ML SP-SM Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-3-19 (continued) Logan Avenue N/N 8th Street Development Figure A-19 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-5-10-15-20-25-30-35-40-45 gravel (dense, wet) Grades to medium dense Gray sandy silt (stiff, wet) 19A 19B 12 15 ML Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-3-19 (continued) Logan Avenue N/N 8th Street Development Figure A-19 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 Groundwater observed during drilling atapproximately 12.1 feet below ground surface AL (LL = 63; PI = 14) 36 60 30 Approximately 1 inch of asphalt concrete pavement Approximately 3½ inches of gravel base coarse Brown-gray silty fine to coarse sand with gravel(medium dense, moist) (fill) Gray silty fine sand (medium dense, moist) (alluvium) Gray sandy silt (soft, moist) With peat lenses (soft to medium stiff, moist) Gray silty fine to medium sand (very loose, moist) Gray sandy silt with organic matter (roots) (very stiff,wet) Gray fine sand with silt (medium dense, wet) Gray silt with occasional roots (very soft to soft, wet) Gray elastic silt with occasional sand (medium stiff,wet) 1 2A 2B 3 4A 4B 5A 5B%F 6A 6B 7 8 9AL 18 13 18 18 18 18 18 18 28 5 3 4 17 17 2 5 AC CR SM SM ML SM ML SM ML MH Notes: 86.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.49527-122.20641 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 8/23/20198/23/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-4-19 Logan Avenue N/N 8th Street Development Figure A-20 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Driller noted gravel at 50 feet AL (LL = 94; PI = 28) 7 79 25 4 20 Gray silty fine sand with silt lens (medium dense, wet) Gray fine to coarse gravel with sand (dense, wet) Grades to medium dense, wet Gray to brown-gray elastic silt with sand andoccasional wood (stiff, wet) Gray silty fine to medium sand (dense, wet) 10 11 12 13SA 14 15 16AL 17%F 18 18 18 18 10 7 7 18 18 18 4 6 14 31 22 23 12 31 20 SM GP MH SM Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-4-19 (continued) Logan Avenue N/N 8th Street Development Figure A-20 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 25 7Gray fine to medium sand with silt (loose, wet) Gray silty fine to medium sand with occasional silt(medium dense, wet) 19%F 20 12 18 9 26 SP-SM SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-4-19 (continued) Logan Avenue N/N 8th Street Development Figure A-20 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 85 Graphic LogGroupClassificationElevation (feet)-50-55 Groundwater observed during drilling atapproximately 13 feet below ground surface Driller added mud 17 13 Approximately 6 inches of topsoil Brown silty fine to coarse sand with gravel andoccasional roots (medium dense, moist) (fill) Grades to very loose, moist Gray sandy silt (very soft, moist) (alluvium) Gray silty fine sand (very loose, wet) Gray sandy silt with occasional organic matter (roots)(stiff, wet) Gray silty fine to medium sand with occasional organicmatter (roots) (medium dense, wet) Gray silt (very stiff, wet) Gray silty fine sand (medium dense, wet) 1 2 3%F 4A 4B 5 6 7 8 9A 9B 16 17 15 18 18 18 17 18 23 10 1 2 3 14 12 18 TS SM ML SM ML SM ML SM Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494669-122.203797 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 7/30/20197/30/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-1-19 Logan Avenue N/N 8th Street Development Figure A-21 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 100 Gray sandy silt with peat lenses (stiff, wet) Gray silty fine sand with occasional organic matter(wood debris) (medium dense, wet) Brown peat with sand (medium stiff, wet) Grades to stiff Gray silty fine to medium sand with occasional organicmatter (wood debris) (dense, wet) Brown-gray peat with interbedded silt lenses (very stiff,moist) Gray-brown fine to medium sand with silt (mediumdense, wet) Brown peat with interbedded silt lenses (stiff, wet) Gray sandy silt with interbedded peat lenses (very stiff,wet) 10 11 12 13A13BMC 14 15 16A 16B 17 18A 18B 18 15 16 18 18 18 18 18 18 9 20 17 7 9 35 23 11 17 ML SM PT SM PT SP-SM PT ML Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-1-19 (continued) Logan Avenue N/N 8th Street Development Figure A-21 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 Gray silty fine sand with interbedded silt lenses(medium dense, wet) Gray silt (hard, wet) Gray silty fine sand (dense, wet) 191833 SM ML SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-1-19 (continued) Logan Avenue N/N 8th Street Development Figure A-21 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 Groundwater observed during drilling atapproximately 9 feet below ground surfaceDriller added mud 21 6 Approximately 6 inches of topsoil Brown fine to coarse sand with gravel (medium dense,moist) (fill) Gray silt with occasional roots and oxidation stains(very stiff, moist) Brown silty fine to coarse sand with occasional gravel(loose, moist) (alluvium) Gray silt with sand lenses and oxidation stains (stiff,moist) Gray silty fine sand (medium dense, wet) Grades to very loose to loose Gray silt with peat lenses (very soft to soft, wet) Grades to very stiff Gray fine to coarse sand with silt and occasional wooddebris (medium dense, wet) Brown peat (soft to medium stiff, wet) 1 2A 2B 3A 3B 4 5 6 7 8A8B%F 9 15 15 18 15 14 18 18 16 18 9 14 18 4 2 17 4 TS SM ML SM ML SM ML SP-SM PT Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494274-122.203771 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 7/31/20197/31/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-2-19 Logan Avenue N/N 8th Street Development Figure A-22 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Grades to medium stiff to stiff Gray silt with occasional wood debris (medium stiff,wet) Brown peat with silt lenses (medium stiff, wet) Gray silty fine sand with occasional wood debris(loose, wet) Gray silt (soft to medium stiff, wet) With wood debris Gray fine to medium sand with silt (dense, wet) With silt lens and wood debris, grades to mediumdense Brown peat with interbedded silt lenses (stiff, moist) Gray silt with sand lenses (stiff, wet) 10 11A 11B 12 13 14 15 16 17 18 18 18 18 18 18 18 18 18 18 8 5 4 4 7 32 19 12 15 ML PT SM ML SP-SM PT ML Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-2-19 (continued) Logan Avenue N/N 8th Street Development Figure A-22 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 Gray silty fine to medium sand (medium dense, wet)191823 SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-2-19 (continued) Logan Avenue N/N 8th Street Development Figure A-22 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 Groundwater observed during drilling atapproximately 9 feet below ground surface Driller added mud 32 24 45 16 Approximately 6 inches of topsoil Brown silty fine to coarse sand with gravel (dense,moist) (fill) Brown-gray silty fine sand with occasional wood debris(loose, wet) (alluvium) Gray fine to coarse sand with silt (loose, wet) Gray silty fine to medium sand (medium dense, wet) 1 2 3 4SA 5 6 7 8%F 9 11 4 14 18 16 18 15 18 42 8 7 7 6 6 12 14 TS SM SM SP-SM SM Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.49445-122.203359 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 7/31/20197/31/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-3-19 Logan Avenue N/N 8th Street Development Figure A-23 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Dark brown peat lenses (stiff, moist) Gray silt with interbedded fine sand and peat lenses(stiff, wet) Gray silt with occasional organic matter (roots) (verystiff, wet) Gray fine to medium sand with silt and occasionalwood debris (medium dense, wet) Grades to very loose to loose Gray silt with peat lenses (medium stiff, moist) Gray silty fine sand with peat lenses (loose, wet) Gray fine to medium sand with silt (dense, wet) Gray silty fine sand with peat lenses (medium dense,wet) Gray silt with peat lenses (stiff, moist) Gray silty fine sand with occasional wood debris(medium dense, wet) Dark brown-gray silt with peat lenses (stiff, moist) Gray silty fine to medium sand (medium dense, wet) 10 11 12A 12B 13 14A 14B 15 16A 16B 17A 17B 18 18 18 18 7 18 18 18 18 18 13 11 21 4 6 41 14 13 18 PT ML ML SP-SM ML SM SP-SM SM ML SM ML SM Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-3-19 (continued) Logan Avenue N/N 8th Street Development Figure A-23 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 Gray silty fine sand with peat lenses (dense, wet)191837 SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-3-19 (continued) Logan Avenue N/N 8th Street Development Figure A-23 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 Refer to Material Description in Log of BoringGEI-3-19 Groundwater measured on 8/12/19 to depth of8.1 feet; groundwater elevation 21.9 feetGroundwater measured on 8/23/19 to depth of8.2 feet; groundwater elevation 21.8 feet Concrete surfaceseal 2-inch Schedule 40PVC well casingBentonite seal 10-20 silica sandbackfill2-inch Schedule 40PVC screen,0.010-inch slotwidth 1 4 5 15 16 StartDrilled8/1/2019 HammerData Date MeasuredHorizontalDatum Vertical Datum LatitudeLongitude DrillingEquipment Top of CasingElevation (ft) Elevation (ft) Groundwater Depth toWater (ft) Notes: Surface Elevation (ft) Logged By Diedrich D50 drill rig 29.8030 47.494454-122.20333 WA State Plane NorthNAD83 (feet)8/8/2019 8.00 16 DrillingMethod8/1/2019 End Checked By DrillerTotalDepth (ft) Autohammer140 (lbs) / 30 (in) Drop 22.00 BZ LA Advance Drill Technologies,Inc. DOE Well I.D.: BKU952A 2-in well was installed on 8/1/2019 to a depth of 16 ft. Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Steel surface monument Elevation (feet)252015Depth (feet)0 5 10 15 FIELD DATA MATERIALDESCRIPTION Sample NameTestingWater LevelIntervalRecovered (in)Blows/footCollected SampleGraphic LogGroupClassificationWELL LOG MoistureContent (%)FinesContent (%)Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Monitoring Well GEI-3-19a Logan Avenue N/N 8th Street Development Figure A-24 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_WELL_%F Groundwater observed during drilling atapproximately 9.7 feet below ground surface Driller added mud 22 18 Approximately 6 inches of topsoil Brown silty fine to coarse sand with gravel (dense,moist) (fill) Becomes gray and very loose to loose, moist Gray silt with sand and wood debris (soft to mediumstiff, moist) (alluvium) Gray silty fine sand (medium dense, moist) (very loose to loose, wet) Gray silt with sand lenses and wood debris (very soft,wet) Gray fine sand with silt (loose, wet) Gray silt with sand lenses and occasional wood debris(soft to medium stiff, wet) Dark brown peat (soft to medium stiff, wet) Gray silty fine sand (medium dense, wet) 1 2 3A 3B 4%F 5 6A 6B 7A 7B 8A 8B 9 16 15 16 15 18 18 18 15 45 4 11 4 1 6 4 13 TS SM ML SM ML SP-SM ML PT SM Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494585-122.202964 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 8/1/20198/1/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-4-19 Logan Avenue N/N 8th Street Development Figure A-25 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Dark brown peat with silt lenses (soft to medium stiff,moist) Gray silt with occasional peat lenses (soft to mediumstiff, wet) (stiff, wet) (medium stiff, wet) Dark brown peat (medium stiff, wet) Gray sandy silt with occasional wood debris (mediumstiff, wet) Gray fine to medium sand with silt (medium dense,wet) Grades to dense Dark brown peat with silt and sand lenses (very stiff,wet) Grades to stiff Gray sandy silt (stiff, wet) 10A 10B 11 12 13A 13B 14A 14B 15 16 17 18A 18B 18 18 18 18 18 18 17 18 18 4 9 7 6 7 22 32 17 10 PT ML PT ML SP-SM PT ML Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-4-19 (continued) Logan Avenue N/N 8th Street Development Figure A-25 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 With peat lenses (very stiff, wet) Gray fine sand with silt (medium dense to dense, wet) 19A 19B 18 30 SP-SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-4-19 (continued) Logan Avenue N/N 8th Street Development Figure A-25 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 Groundwater observed during drilling atapproximately 9.6 feet below ground surfaceDriller added mud 29 26 Approximately 6 inches of topsoil Brown silty fine to coarse sand with gravel (mediumdense, moist) (fill) Gray sandy silt with sand lenses and organic matter(roots) (medium stiff, moist) (alluvium) Gray silty fine sand (loose, moist) Grades to very loose to loose, wet Gray sandy silt with 6-inch layer of silty fine sand (softto medium stiff, wet) With peat lenses (soft to medium stiff, wet) With occasional wood debris (very stiff, wet) Gray fine sand with silt and occasional wood debris(medium dense, wet) Gray sandy silt with sand lenses and wood debris(medium stiff, wet) 1 2 3 4%F 5 6 7 8 9 6 0 15 15 18 18 18 18 28 7 6 4 4 4 24 5 TS SM ML SM ML SM ML Notes: 81.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.494264-122.202968 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 8/1/20198/1/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-5-19 Logan Avenue N/N 8th Street Development Figure A-26 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Dark brown peat with silt lenses (medium stiff, moist) Gray silty sand (medium dense, wet) Gray fine sand with silt lenses (loose to mediumdense, wet) Gray silt with peat lenses (medium stiff, wet) Grades to medium stiff to stiff Gray fine to medium sand with occasional wood debris(dense, wet) Gray silt with sand lenses and wood debris (very stiff,wet) Gray fine sand with silt (medium dense, wet) Dark brown peat with interbedded silt lenses (stiff,moist) Gray silt with sand (very stiff, wet) Gray silty sand (medium dense, wet) 10 11A 11B 12 13 14 15 16A 16B 17 18A 18B 18 16 18 18 18 18 18 18 18 6 19 10 5 8 44 19 12 20 PT SM SP-SM ML SP-SM ML SP-SM PT ML SM Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-5-19 (continued) Logan Avenue N/N 8th Street Development Figure A-26 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 Gray sandy silt with occasional organic matter (roots)(very stiff, wet) Gray silty fine sand (medium dense, wet) 19A 19B 18 25 ML SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring GEI-5-19 (continued) Logan Avenue N/N 8th Street Development Figure A-26 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 Graphic LogGroupClassificationElevation (feet)-50 CPT-01 CPT Contractor: In Situ EngineeringCUSTOMER: GeoEngineersLOCATION: RentonJOB NUMBER: 23325-001-00 OPERATOR: Okbay/MayfieldCONE ID: DDG1263TEST DATE: 4/3/2018 8:10:21 AMPredrill: Backfill: 20% bentonite slurrySurface Patch: Depth(ft) Tip COR(tsf) 0 5000 10 20 30 40 50 60 70 80 90 F.Ratio(%) 0 12 Pore Pressure(psi) -10 80 SBT FR(RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT(blows/ft) 0 60 Figure A-27 HOLE NUMBER: CPT-01 Depth 4.27ftRef*Arrival 8.48mSVelocity* Depth 10.83ftRef 4.27ft Arrival 25.27mSVelocity 329.04ft/S Depth 17.39ftRef 10.83ft Arrival 39.68mSVelocity 432.75ft/S Depth 23.79ftRef 17.39ft Arrival 51.56mSVelocity 526.10ft/S Depth 30.35ftRef 23.79ft Arrival 63.90mSVelocity 524.33ft/S Depth 36.91ftRef 30.35ft Arrival 77.57mSVelocity 475.70ft/S Depth 43.47ftRef 36.91ft Arrival 92.34mSVelocity 441.65ft/S 0 20 40 60 80 100 120 140 160 Depth 49.54ftRef 43.47ft Arrival 101.40mSVelocity 666.67ft/S Time (mS) Hammer to Rod String Distance (ft): 4.49* = Not Determined Figure A-28 CPT-02 CPT Contractor: In Situ EngineeringCUSTOMER: GeoEngineersLOCATION: RentonJOB NUMBER: 23325-001-00 OPERATOR: Okbay/MayfieldCONE ID: DDG1263TEST DATE: 4/3/2018 9:36:38 AMPredrill: Backfill: 20% bentonite slurrySurface Patch: Depth(ft) Tip COR(tsf) 0 5000 10 20 30 40 50 60 70 80 90 F.Ratio(%) 0 12 Pore Pressure(psi) -10 80 SBT FR(RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT(blows/ft) 0 60 Figure A-29 HOLE NUMBER: CPT-02 Depth 4.10ftRef*Arrival 10.04mSVelocity* Depth 10.50ftRef 4.10ft Arrival 15.74mSVelocity 935.66ft/S Depth 16.73ftRef 10.50ft Arrival 32.93mSVelocity 343.59ft/S Depth 22.97ftRef 16.73ft Arrival 46.01mSVelocity 464.35ft/S Depth 29.69ftRef 22.97ft Arrival 61.44mSVelocity 429.61ft/S Depth 36.09ftRef 29.69ft Arrival 73.20mSVelocity 539.10ft/S 0 20 40 60 80 100 120 140 160 Depth 42.65ftRef 36.09ft Arrival 88.28mSVelocity 432.38ft/S Time (mS) Hammer to Rod String Distance (ft): 4.49* = Not Determined Figure A-30 CPT-03 CPT Contractor: In Situ EngineeringCUSTOMER: GeoEngineersLOCATION: RentonJOB NUMBER: 23325-001-00 OPERATOR: Okbay/MayfieldCONE ID: DDG1263TEST DATE: 4/3/2018 10:22:04 AMPredrill: Backfill: 20% bentonite slurrySurface Patch: Depth(ft) Tip COR(tsf) 0 5000 10 20 30 40 50 60 70 80 90 F.Ratio(%) 0 12 Pore Pressure(psi) -10 80 SBT FR(RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT(blows/ft) 0 60 Figure A-31 CPT-04 CPT Contractor: In Situ EngineeringCUSTOMER: GeoEngineersLOCATION: RentonJOB NUMBER: 23325-001-00 OPERATOR: Okbay/MayfieldCONE ID: DDG1263TEST DATE: 4/3/2018 10:56:04 AMPredrill: Backfill: 20% bentonite slurrySurface Patch: Depth(ft) Tip COR(tsf) 0 5000 10 20 30 40 50 60 70 80 90 F.Ratio(%) 0 12 Pore Pressure(psi) -10 80 SBT FR(RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT(blows/ft) 0 60 Figure A-32 CPT-05 CPT Contractor: In Situ EngineeringCUSTOMER: GeoEngineersLOCATION: RentonJOB NUMBER: 23325-001-00 OPERATOR: Okbay/MayfieldCONE ID: DDG1263TEST DATE: 4/3/2018 11:22:27 AMPredrill: Backfill: 20% bentonite slurrySurface Patch: Depth(ft) Tip COR(tsf) 0 5000 10 20 30 40 50 60 70 80 90 F.Ratio(%) 0 12 Pore Pressure(psi) -10 80 SBT FR(RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT(blows/ft) 0 60 Figure A-33 CPT-06 CPT Contractor: In Situ EngineeringCUSTOMER: GeoEngineersLOCATION: RentonJOB NUMBER: 23325-001-00 OPERATOR: Okbay/MayfieldCONE ID: DDG1263TEST DATE: 4/3/2018 12:41:18 PMPredrill: Backfill: 20% bentonite slurrySurface Patch: Depth(ft) Tip COR(tsf) 0 5000 10 20 30 40 50 60 70 80 90 F.Ratio(%) 0 12 Pore Pressure(psi) -10 80 SBT FR(RC 1983) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 SPT(blows/ft) 0 60 Figure A-34 APPENDIX B Laboratory Testing October 29, 2019 | Page B-1 File No. 23325-001-00 APPENDIX B LABORATORY TESTING Soil samples obtained from the explorations were transported to GeoEngineers’ laboratory and evaluated to confirm or modify field classifications, as well as to evaluate engineering properties of the soil samples. Representative samples were selected for laboratory testing to determine percent fines (material passing the U.S. No. 200 sieve) and gradation test (sieve analysis). The tests were performed in general accordance with test methods of ASTM International (ASTM) or other applicable procedures. Moisture Content Moisture content tests were completed in general accordance with ASTM D 2216 for representative samples obtained from the explorations. The results of these tests are presented on the exploration logs in Appendix A at the depths at which the samples were obtained. Percent Passing U.S. No. 200 Sieve (%F) Selected samples were “washed” through the U.S. No. 200 mesh sieve to estimate the relative percentages of coarse- and fine-grained particles in the soil. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to estimate the fines content for analysis purposes. The tests were conducted in general accordance with ASTM D 1140, and the results are shown on the exploration logs in Appendix A at the respective sample depths. Sieve Analyses Sieve analyses were performed on selected samples in general accordance with ASTM D 422. The wet sieve analysis method was used to determine the percentage of soil greater than the U.S. No. 200 mesh sieve. The results of the sieve analyses were plotted, were classified in general accordance with the Unified Soil Classification System (USCS) and are presented in Figures B-1 through B-5, Sieve Analysis Results. Atterberg Limits We completed Atterberg limits tests on selected fine-grained soil samples. We used the test results to classify the soil as well as to evaluate index properties and consolidation characteristics. Liquid limits, plastic limits and plasticity index were obtained in general accordance with ASTM Test Method D 4318. Results of the Atterberg limits tests are summarized in Figures B-6 through B-10. 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-1 B-2 AB-1 AB-2 2.5 2.5 2.5 2.5 Silty fine to medium sand with gravel (SM) Silty fine to coarse sand with gravel (SM) Fine to coarse sand with silt and gravel (SP-SM) Silty fine to medium sand with occasional gravel (SM) Symbol Moisture (%) 15 10 9 9 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-1Sieve Analysis ResultsLogan Avenue N/N 8thStreet DevelopmentRenton, Washington023325-001-00 Date Exported: 04/18/18 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they wereperformed,and should not be interpretedas representativeof any other samples obtainedat othertimes,depths or locations,orgeneratedby separateoperations orprocesses. Thegrain size analysis resultswereobtained ingeneral accordancewith ASTMD 6913. #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description AB-3 OB-1 OB-3 OB-5 2.5 2.5 2.5 2.5 Silty fine to medium sand with occasional gravel (SM) Fine to coarse gravel with silt and sand (GW-GM) Fine to medium sand with silt and gravel (SW-SM) Silty fine to medium sand with gravel (SM) Symbol Moisture (%) 16 7 13 14 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-2Sieve Analysis ResultsLogan Avenue N/N 8thStreet DevelopmentRenton, Washington023325-001-00 Date Exported: 04/18/18 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they wereperformed,and should not be interpretedas representativeof any other samples obtainedat othertimes,depths or locations,orgeneratedby separateoperations orprocesses. Thegrain size analysis resultswereobtained ingeneral accordancewith ASTMD 6913. #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description GEI-2 PB-01 2.5 2.5 Fine to medium sand with silt and gravel (SP-SM) Silty fine to coarse sand with gravel (SM) Symbol Moisture (%) 13 11 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-3Sieve Analysis ResultsLogan Avenue N/N 8thStreet DevelopmentRenton, Washington023325-001-00 Date Exported: 04/18/18 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they wereperformed,and should not be interpretedas representativeof any other samples obtainedat othertimes,depths or locations,orgeneratedby separateoperations orprocesses. Thegrain size analysis resultswereobtained ingeneral accordancewith ASTMD 6913. #200 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE 2” SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description GEI-3-19 7.5 Silty fine sand (SM) Symbol Moisture (%) 32 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-4Sieve Analysis ResultsLogan Avenue N/N 8thStreet DevelopmentRenton, Washington23325-001-00 Date Exported: 8/13/19 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtainedat othertimes,depths or locations,or generated by separate operations orprocesses. Thegrain size analysis resultswereobtained in general accordance with ASTM D 6913.GeoEngineers 17425 NE Union Hill Road Ste 250,Redmond,WA 98052 #2001”#140 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.11101001000PERCENT PASSING BY WEIGHT GRAIN SIZE IN MILLIMETERS U.S. STANDARD SIEVE SIZE 2” SAND SILT OR CLAYCOBBLESGRAVEL COARSE MEDIUM FINECOARSEFINE Boring Number Depth (feet)Soil Description B-4-19 50 Fine to coarse gravel with sand (GP) Symbol Moisture (%) 7 3/8”3”1.5”#4 #10 #20 #40 #60 #1003/4”Figure B-5Sieve Analysis ResultsLogan Avenue N/N 8thStreet DevelopmentRenton, Washington23325-001-00 Date Exported: 8/30/19 Note:This report may not be reproduced,except in full,without written approval of GeoEngineers,Inc.Test results are applicable only to the specific sample on which they were performed,and should not be interpreted as representative of any other samples obtainedat othertimes,depths or locations,or generated by separate operations orprocesses. Thegrain size analysis resultswereobtained in general accordance with ASTM D 6913.GeoEngineers 17425 NE Union Hill Road Ste 250,Redmond,WA 98052 #2001”#140 Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318. Figure B-6 Atterberg Limits Test Results Logan Avenue N/N 8th Street Development Renton, Washington 023325-001-00 Date Exported: 04/18/18Symbol Boring Number Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%)Soil Description B-1 B-1 B-2 B-2 7.5 27 7.5 15 40 48 35 38 35 47 35 117 5 10 5 33 Silt (ML) Silt (ML) Sandy silt (ML) Sandy organic silt (OH) 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110 120PLASTICITY INDEX LIQUID LIMIT PLASTICITY CHART CL-ML ML or OL CL or OL OH or MH CH or OH Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318. Figure B-7 Atterberg Limits Test Results Logan Avenue N/N 8th Street Development Renton, Washington 023325-001-00 Date Exported: 04/18/18Symbol Boring Number Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%)Soil Description B-2 AB-2 OB-1 OB-3 25 7.5 20 7.5 61 39 37 32 78 37 NP NP 15 7 NP NP Elastic silt (MH) Sandy silt (ML) Sandy silt (non-plastic) (ML) Silty fine sand (non-plastic) (SM) 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100PLASTICITY INDEX LIQUID LIMIT PLASTICITY CHART CL-ML ML or OL CL or OL OH or MH CH or OH Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318. Figure B-8 Atterberg Limits Test Results Logan Avenue N/N 8th Street Development Renton, Washington 023325-001-00 Date Exported: 04/18/18Symbol Boring Number Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%)Soil Description OB-3 OB-4 OB-7 GEI-1 20 5 15 20 63 29 50 52 100 54 53 93 32 19 10 33 Silt with organic matter (ML) Sandy elastic silt (MH) Sandy elastic silt (MH) Silt with peat lenses (ML) 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100PLASTICITY INDEX LIQUID LIMIT PLASTICITY CHART CL-ML ML or OL CL or OL OH or MH CH or OH Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318. Figure B-9 Atterberg Limits Test Results Logan Avenue N/N 8th Street Development Renton, Washington 023325-001-00 Date Exported: 04/18/18Symbol Boring Number Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%)Soil Description PB-01 15 100 120 33 Organic silt (OH) 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 110 120PLASTICITY INDEX LIQUID LIMIT PLASTICITY CHART CL-ML ML or OL CL or OL OH or MH CH or OH Note: This report may not be reproduced, except in full, without written approval of GeoEngineers, Inc. Test results are applicable only to the specific sample on which they were performed, and should not be interpreted as representative of any other samples obtained at other times, depths or locations, or generated by separate operations or processes. The liquid limit and plasticity index were obtained in general accordance with ASTM D 4318. GeoEngineers 17425 NE Union Hill Road Ste 250, Redmond, WA 98052 Figure B-10 Atterberg Limits Test Results Logan Avenue N/N 8th Street Development Renton, Washington 23325-001-00 Date Exported: 8/30/19Symbol Boring Number Depth (feet) Moisture Content (%) Liquid Limit (%) Plasticity Index (%)Soil Description B-1-19 B-4-19 B-4-19 40 30 65 48 60 79 54 63 94 16 14 28 Elastic silt with occasional sand (MH) Elastic silt with occasional sand (MH) Elastic silt with sand (MH) 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100PLASTICITY INDEX LIQUID LIMIT PLASTICITY CHART CL-ML ML or OL CL or OL OH or MH CH or OH APPENDIX C Site-Specific Seismic Response Analysis October 29, 2019 | Page C-1 File No. 23325-001-00 APPENDIX C SITE-SPECIFIC SEISMIC RESPONSE ANALYSIS Nonlinear site response analyses were completed using the computer software FLAC (Fast Lagrangian Analysis of Continua) developed by Itasca of Minneapolis, Minnesota. The purpose of the nonlinear site response analyses is to evaluate site-specific soil amplification factors (AFs) and develop site-specific risk- targeted maximum-considered earthquake (MCER) response spectra based on ASCE 7-10 (2010) using the following approach: 1. Complete a site-specific probabilistic seismic hazard analyses (PSHA) to compute rock outcrop uniform hazard spectra (UHS) for the maximum-considered earthquake (MCE) (2 percent probability of exceedance in 50 years, 2,475-year return period). Rock outcrop conditions are defined as the Site Class B/C boundary or Vs30=760 meters per second (m/sec). 2. Complete seismic hazard deaggregation for the 2,475-year event at the periods of interest and select a suite of seven acceleration time histories that represent the contributing seismic sources to the total hazard at the site. 3. Modify the frequency content of the time histories via spectral matching to match the input time history response spectra to the target rock outcrop response spectra. 4. Develop shear wave velocity profiles and one-dimensional (1D) soil models based on the shear wave velocity measurements obtained at the site and its vicinity and using subsurface information collected from the geotechnical explorations completed at the site. 5. Complete nonlinear site response analyses to compute the soil response spectra at ground surface and calculate site-specific soil AFs. 6. Evaluate maximum component adjustment (MCA) factors and risk coefficients per ASCE 7-10 Section 21.2.1.2. 7. Develop probabilistic MCER ground motions by multiplying the probabilistic MCE ground motions from (1) by the site-specific soil AFs, MCA factors, and risk coefficients. 8. Develop deterministic MCER ground motions per ASCE 7-10 by evaluating the 84th percentile maximum direction deterministic response spectrum including the MCA factors. 9. Develop the recommended site-specific MCER response spectrum by taking the lesser of the probabilistic and deterministic MCER response spectra and comparing it to 80 percent of the ASCE 7-10 code-based response spectrum. Rock Outcrop Uniform Hazard Spectrum A site-specific PSHA was completed using the computer code Haz45.2 to develop the rock outcrop uniform hazard spectrum. Relevant seismic sources based on the 2014 United States Geological Survey (USGS) seismic source characterization (SSC) model were considered for the project. The 2014 USGS SSC model contains seismic source characteristics and recurrence models developed by USGS for the 2014 update of the National Seismic Hazard Maps (Petersen et al. 2014). The UHS for the 2,475-year event was computed for rock outcrop conditions (i.e. Site Class B/C boundary, Vs30=760 m/sec). The suite of ground motion models (GMMs) and corresponding weights that were used to complete the PSHA are presented in Table C-1 below. Table C-2 presents the 2,475-year rock outcrop UHS. October 29, 2019 | Page C-2 File No. 23325-001-00 TABLE C-1. GROUND MOTION MODELS AND WEIGHTS Earthquake Source Ground Motion Prediction Equations Weight Crustal Abrahamson et al. (2014) [ASK14] 0.250 Boore et al. (2014) [BSSA14] 0.250 Campbell and Bozorgnia (2014) [CB14] 0.250 Chiou and Youngs (2014) [CY14] 0.250 Cascadia Subduction Zone Benioff/Intraslab Atkinson and Boore – Global Subduction (2003, 2008) [AB08-G] 0.167 Atkinson and Boore – Cascadia Subduction (2003, 2008) [AB08-C] 0.167 Zhao et al. (2006) [Z06] 0.333 BC Hydro – Global (Abrahamson et al. 2016) 0.234 BC Hydro – Cascadia (Abrahamson et al. 2016) 0.099 Cascadia Subduction Zone Interface Atkinson and Boore – Global Subduction (2003, 2008) 0.100 Zhao et al. (2006) 0.300 BC Hydro – Global (Abrahamson et al. 2016) 0.600 TABLE C-2. 2,475-YEAR UNIFORM HAZARD SPECTRUM (2,475-YEAR, VS30 = 760 M/SEC) Period (sec) Target Rock Outcrop 0.01 0.651 0.05 0.962 0.075 1.256 0.1 1.486 0.2 1.507 0.3 1.198 0.4 0.989 0.5 0.820 0.75 0.578 1 0.439 2 0.200 3 0.113 4 0.074 5 0.051 Selection of Input Acceleration Time Histories The seismic hazard deaggregation was performed at a spectral period (T) of 1.0 and 2.0 seconds to evaluate the percent contribution of the various source-types to the uniform hazard associated with the 2,475-year earthquake event. The deaggregation results are presented in Table C-3. Based on the results, four crustal events, one subduction-intraslab event, and two subduction-interface events were selected to represent the 2,475-year event. Table C-4 summarizes the 2,475-year record suite used. October 29, 2019 | Page C-3 File No. 23325-001-00 TABLE C-3. MCE SEISMIC HAZARD DEAGGREGATION (VS30=760 M/SEC) Earthquake Source Percent Contribution to Hazard at T=1.0 sec T=2.0 sec Crustal 63 52 Subduction Zone – Intraslab 13 13 Subduction Zone – Interface 24 35 TABLE C-4. INPUT EARTHQUAKE TIME HISTORIES FOR 2,475-YEAR EVENT SITE RESPONSE ANALYSIS Earthquake Type Mw Station Distance (km) Tabas Iran, 1978 Crustal (Reverse) 7.4 Tabas 2.1 Loma Prieta, 1989 Crustal (Reverse Oblique) 6.9 Saratoga – Aloha Ave 8.5 Niigata Japan, 2004 Crustal (Reverse) 6.6 NIGH11 8.9 Taiwan SMART1 (45), 1986 Crustal (Reverse) 7.3 SMART1 E02 51.4 El Salvador, 2001 Subduction Intraslab 7.6 Santa Tecia - Maule, 2010 Subduction-Interface 8.8 Concepcion San Pedro (CCSP) 82.4 Tohoku, 2011 Subduction-Interface 9.0 Ujiie_TCGH12 299.0 Ground Motion Modification The suites of input acceleration time histories were modified via spectral matching to match the target rock outcrop 2,475-year response spectra from T=0.01 to 5.0 seconds. Spectral matching was completed using RSPMatch09 (Fouad et al. 2012) based on the improved spectral matching approach proposed by Al Atik, et al. (2010). The ground motions were processed with a Butterworth low pass filter to filter out frequencies greater than 25 Hertz. The as-recorded and spectrally matched response spectra are presented in Figures C-1 and C-2. One-Dimensional Soil Models Shear wave velocity (Vs) profiles were developed using measurements collected the site, and shear wave velocity data for alluvium soils to account for the variability and uncertainty in the dynamic properties of the soil. In-situ measurements were collected at two CPT locations (CPT-1 and CPT-2). Additionally, shear wave velocity measurements for Alluvium soils were collected as part of the nearby Project Impact (Wong et al. 2003). We developed shear wave velocity profiles based on the in-situ measurements from CPTs, correlations with SPT measurements from the borings completed at the site, and shear wave velocity data for alluvium soils from a nearby study. Uncertainty in the shear wave velocity profile was incorporated into the analysis by considering the difference between the CPT in-situ measurements and the shear wave velocity measurements within alluvium soils, completed nearby. Two shear wave velocity profiles, lower bound (LB), and upper bound (UB), were developed to capture the range of the measured shear wave velocity of the soils to account for the uncertainty in the shear wave velocity of the subsurface soils encountered at the October 29, 2019 | Page C-4 File No. 23325-001-00 site. The two profiles developed are presented in Figures C-3 and C-4, for depths extending to 100 feet (shallow) and 400 feet (deep), respectively. Table C-5 summarizes the soil type, layer depth, soil unit weight, plasticity index (PI), and shear modulus reduction (G/Gmax) and damping curves used in the representative FLAC 1D soil model. TABLE C-5. ONE-DIMENSIONAL SOIL MODEL Soil Type Depth (feet) Soil Unit Weight (pcf) Plasticity Index G/Gmax and Damping Curves Alluvium 1 0 to 10 100 0 Darendeli (2001) Alluvium 2 10 to 50 110 0 Darendeli (2001) Alluvium 3 50 to 60 120 0 Darendeli (2001) Alluvium 4 60 to 170 125 0 Darendeli (2001) Alluvium 5 170 to 400 125 0 Darendeli (2001) Notes: pcf – pounds per cubic foot Site-Specific Amplification Factors Site-specific soil AFs were computed for a 2,475-year event using the following approach: 1. Compute ground surface response spectra by propagating the suite of ground motions upward through the LB and UB 1D soil models. 2. Compute lower bound and upper bound soil AFs as the average of the ratio of the ground surface response spectra and the input rock outcrop response spectra for each ground motion suite. 3. Evaluate site-specific soil AFs as the weighted-average of the LB and UB soil AFs by assigning 0.5 weights to both LB and UB soil profiles. Figures C-5 and C-6 present the individual and average soil AFs computed for the LB and UB profiles for the 2,475-year event, respectively. Figure C-7 presents the recommended site-specific soil AFs. Figure C-8 presents the effect of site amplification by comparing the probabilistic MCE before (target rock outcrop UHS) and after applying the recommended site-specific soil AFs (MCER). Maximum Component Adjustment Factors and Risk Coefficients Per ASCE 7-10, the probabilistic and deterministic MCER ground motions are to be taken in the direction of maximum horizontal response. MCA factors are used to convert the geometric mean spectral ordinates to spectral ordinates that correspond to the direction of maximum horizontal response. The MCA factors per Shahi and Baker (2014) were used for this evaluation. Risk coefficients are used to convert the probabilistic MCE ground motions (2 percent probability of exceedance in 50 years) to MCER ground motions, which correspond to a 1 percent probability of collapse in 50 years. Risk coefficients were calculated according to Section 21.2.1.2 of ASCE 7-10 using a MATLAB script provided to us by Nico Luco of USGS. The risk coefficients were computed based on the seismic hazard curves based on the average Vs30 calculated from the ground surface. Table C-6 presents the MCA factors and the risk coefficients. October 29, 2019 | Page C-5 File No. 23325-001-00 TABLE C-6. MAXIMUM COMPONENT ADJUSTMENT FACTORS AND RISK COEFFICIENTS Period (sec) Maximum Component Adjustment Factor Risk Coefficients 0.010 1.19 0.96 0.050 1.19 0.96 0.075 1.19 0.96 0.100 1.19 0.96 0.200 1.21 0.98 0.300 1.22 0.99 0.400 1.23 0.97 0.500 1.23 0.95 0.750 1.24 0.93 1.000 1.24 0.92 2.000 1.24 0.89 3.000 1.25 0.91 4.000 1.26 0.89 5.000 1.26 0.89 Deterministic (MCER) Ground Motions Deterministic MCER ground motions were evaluated per ASCE 7-10 Section 21.2.2. Figure C-9 presents the development of the crustal deterministic (MCER) response spectrum. Based on our experience in the area, crustal ground motions generally govern when computing deterministic response spectrum, hence only the crustal deterministic response spectrum is presented. The deterministic response spectrum was developed by computing the 84th percentile response spectrum for rock outcrop conditions for the Seattle Fault (MW=7.2, RRUP=2.9 km) with the average Vs30=143 m/sec using four equally-weighted NGA-West2 GMMs (ASK14, BSSA14, CB14, and CY14) (dashed gray lines [individual GMMs] and solid red line [weighted average]). Lastly, MCA factors were applied to convert the deterministic response spectrum (weighted average) to the direction of maximum horizontal response (solid black line presented in Figure C-9). Probabilistic (MCER) Ground Motions Probabilistic MCER ground motions were evaluated per ASCE 7-10 Section 21.2.1. Probabilistic MCER ground motions were computed by first multiplying the target rock outcrop UHS (Probabilistic MCE) by the recommended MCA factors and risk coefficients. Lastly, soil AFs were applied to compute the probabilistic MCER (dashed black line in Figure C-10). Recommended Site-Specific MCER Response Spectrum The recommended site-specific MCER response spectrum was developed by taking the lesser of the probabilistic and deterministic MCER response spectra and comparing it to 80 percent of the ASCE 7-10 Site Class E MCER response spectrum (allowable code minimum) (Figure C-10). The recommended site- specific MCER response spectrum is a smoothed version of the site-specific MCER response spectrum and code spectrum. Table C-7 presents the recommended site-specific response spectrum. October 29, 2019 | Page C-6 File No. 23325-001-00 TABLE C-7. RECOMMENDED SITE-SPECIFIC MCER RESPONSE SPECTRUM Period (s) MCER Response Spectrum 0.01 0.45 0.05 0.71 0.075 0.79 0.10 0.86 0.20 1.04 0.30 1.04 0.40 1.04 0.50 1.04 0.75 1.04 1.00 1.04 2.00 0.68 3.00 0.40 4.00 0.26 5.00 0.21 0.01 0.1 1 10 0.01 0.1 15% Damped Spectral Acceleration, Sa (g)Period (seconds) M7.35 Tabas_Iran L1 (Reverse) [C] M6.9 Loma Prieta - Saratoga - Aloha Ave (Reverse Oblique) [C] M6.63 Niigata_Japan, NIGH11 (Reverse) M7.3 Taiwan SMART1(45) - SMART1 E02 (Reverse) [C] M9.0 Tohoku -Ujiie_TCGH12_EW [IF] M8.8 Chile - Concepcion San Pedro_CCSP_NS M7.6 El Salvador - Santa Tecia_ST_NS [IS] 2475-year UHS (Vs30=760 m/sec) Average of 7 Input Ground Motions As-recorded Response Spectra 2475-year Event Logan Avenue N/N 8th Street Development Renton, Washington Figure C-1 Legend Crustal Event Interface Subduction Zone Event IntraslabSubduction Zone Event [C] [IF] [IS]Project: 23325-001-00 Executed: 05/16/2018 0.01 0.1 1 10 0.01 0.1 15% Damped Spectral Acceleration, Sa (g)Period (seconds) M7.35 Tabas_Iran L1 (Reverse) [C] M6.9 Loma Prieta - Saratoga - Aloha Ave (Reverse Oblique) [C] M6.63 Niigata_Japan, NIGH11 (Reverse) M7.3 Taiwan SMART1(45) - SMART1 E02 (Reverse) [C] M9.0 Tohoku -Ujiie_TCGH12_EW [IF] M8.8 Chile - Concepcion San Pedro_CCSP_NS M7.6 El Salvador - Santa Tecia_ST_NS [IS] 2475-year UHS (Vs30=760 m/sec) Average of 7 Input Ground Motions Spectrally Matched and Filtered Response Spectra Logan Avenue N/N 8th Street Development Renton, Washington Figure C-2 Legend Crustal Event Interface Subduction Zone Event IntraslabSubduction Zone Event [C] [IF] [IS]Project: 00694-040-00 Executed: 02/14/2018 0 10 20 30 40 50 60 70 80 90 100 0 500 1000 1500 2000 2500 3000 Depth (ft)Vs (ft/s) B-1 Correlated Vs Data B-2 Correlated Vs Data CPT-1 Vs Data CPT-2 Vs Data Generalized Vs (LB) Profile Generalized Vs (UB) Profile Shear Wave Velocity Profiles - Shallow Logan Avenue N/N 8th Street Development Renton, Washington Figure C-3 Project: 23325-001-00Exec uted: 05-16-2018 0 50 100 150 200 250 300 350 400 450 0 500 1000 1500 2000 2500 3000 Depth (ft)Vs (ft/s) B-1 Correlated Vs Data B-2 Correlated Vs Data CPT-1 Vs Data CPT-2 Vs Data Generalized Vs (LB) Profile Generalized Vs (UB) Profile Shear Wave Velocity Profiles - Deep Logan Avenue N/N 8th Street Development Renton, Washington Figure C-4 Project:23325-001-00 Executed: 05/16/2018 0 1 2 3 4 5 6 0.01 0.1 1Amplification Factor, Surface Sa/ Rock Outcrop SaPeriod (seconds) M7.35 Tabas_Iran L1 (Reverse) [C] M6.9 Loma Prieta - Saratoga - Aloha Ave (Reverse Oblique) [C] M6.63 Niigata_Japan, NIGH11 (Reverse) M7.3 Taiwan SMART1(45) - SMART1 E02 (Reverse) [C] M9.0 Tohoku -Ujiie_TCGH12_EW [IF] M8.8 Chile - Concepcion San Pedro_CCSP_NS M7.6 El Salvador - Santa Tecia_ST_NS [IS] Average Amplification Factor, Lower Bound Profile Soil Amplification Factor, Lower Bound Profile 2475-year Event Logan Avenue N/N 8th Street Development Renton, Washington Figure C-5 Legend Crustal Event Interface Subduction Zone Event IntraplateSubduction Zone Event (Bennioff) [C] [IF] [IP]Project: 23325‐001‐00 Executed: 05/16/2018 0 1 2 3 4 5 6 0.01 0.1 1Amplification Factor, Surface Sa/ Rock Outcrop SaPeriod (seconds) M7.35 Tabas_Iran L1 (Reverse) [C] M6.9 Loma Prieta - Saratoga - Aloha Ave (Reverse Oblique) [C] M6.63 Niigata_Japan, NIGH11 (Reverse) M7.3 Taiwan SMART1(45) - SMART1 E02 (Reverse) [C] M9.0 Tohoku -Ujiie_TCGH12_EW [IF] M8.8 Chile - Concepcion San Pedro_CCSP_NS M7.6 El Salvador - Santa Tecia_ST_NS [IS] Average Amplification Factor, Upper Bound Profile Soil Amplification Factors, Upper Bound Profile 2475-year Event Logan Avenue N/N 8th Street Development Renton, Washington Figure C-6 Legend Crustal Event Interface Subduction Zone Event IntraplateSubduction Zone Event (Bennioff) [C] [IF] [IP]Project: 23325‐001‐00 Executed: 05/16/2018 0 1 2 3 4 5 6 0.01 0.1 1Amplification Factor, Surface Sa/ Rock Outcrop SaPeriod (seconds) Average Amplification Factor, Lower Bound Profile Average Amplification Factor, Upper Bound Profile Recommended Weighted Average Amplification Factor (Site Specific) Soil Amplification Factors Profile Comparison 2475-year Event Logan Avenue N/N 8th Street Development Renton, Washington Figure C-7 Project: 23325‐001‐00 Executed: 05/16/2018 0.01 0.1 1 10 0.01 0.1 15% Damped Spectral Acceleration, Sa(g)Period (seconds) Target Rock Outcrop UHS Target Rock Outcrop UHS x Site Specific Soil Amplification Factors Probabilistic MCE Response Spectrum Comparison Logan Avenue N/N 8th Street Development Renton, Washington Figure C-8 Project: 23325-001-00 Executed: 05/16/2018 0.01 0.1 1 10 0.01 0.1 15% Damped Spectral Acceleration, Sa(g)Period (seconds) ASK14 (No-Basin) BSSA14 (No-Basin) CB14 (No-Basin) CY14 (No-Basin) Weighted-Avg. Det (Crustal) Weighted-Avg. Det + Basin Amplification Factors + Max. Component Adj. Factors (Crustal) Deterministic MCER Response Spectrum (Seattle Fault, Mw=7.2, Rrup=2.9 km) Logan Avenue N/N 8th Street Development Renton, Washington Figure C-9 Project: 23325-001-00 Executed: 5/16/2018 0.01 0.1 1 10 0.01 0.1 15% Damped Spectral Acceleration, Sa(g)Period (seconds) ASCE 7-10 Site Class E MCEr 0.8 x ASCE 7-10 Site Class E MCEr Deterministic (MCE) Response Spectrum Site-Specific Probabilistic MCEr Response Spectrum Recommended Site-Specific MCEr Response Spectrum Recommended Site-Specific MCERResponse Spectrum Logan Avenue N/N 8th Street Development Renton, Washington Figure C-10 Project: 23325-001-00 Executed: 5/16/2018 APPENDIX D Report Limitations and Guidelines for Use October 29, 2019 | Page D-1 File No. 23325-001-00 APPENDIX D REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnical Services Are Performed for Specific Purposes, Persons and Projects This report has been prepared for the exclusive use of ARCO Murray Design Build and other project team members for the Logan Avenue North and North 8th Street development project. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Geologic Report Is Based on a Unique Set of Project-specific Factors This report has been prepared for the Logan Avenue North and North 8th Street development project in Renton, Washington. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: ■ Not prepared for you, ■ Not prepared for your project, ■ Not prepared for the specific site explored, or ■ Completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: ■ The function of the proposed structure; ■ Elevation, configuration, location, orientation or weight of the proposed structure; 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org . October 29, 2019 | Page D-2 File No. 23325-001-00 ■ Composition of the design team; or ■ Project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Most Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final Do not over-rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers’ professional judgment and opinion. GeoEngineers’ recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. October 29, 2019 | Page D-3 File No. 23325-001-00 Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor’s procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory “limitations” provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these “Report Limitations and Guidelines for Use” apply to your project or site. Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. October 29, 2019 | Page D-4 File No. 23325-001-00 Biological Pollutants GeoEngineers’ Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term “Biological Pollutants” includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. PPPP282830303232 3030303032302828303030302931 292929292929N 8th St.Logan Ave. NB'BAA'C' C OB-1 CPT-1 OB-2 AB-2 CPT-2 AB-1 B-2 B-1-19B-4-19 B-2-19 B-3-19 B-5-20 B-6-20 B-7-20 B-8-20 B-9-20 B-10-20 B-11-20 B-12-20 B-1 Geophysical Measurement Area Proposed Building Figure 1 Logan Avenue N / N 8th Street Development Renton, Washington Site Plan WENSP:\23\23325001\CAD\00\Ground Improvement Baseline Report\23325000100_F02-04_Site Plan and Cross-Sections.dwg TAB:F02 Date Exported: 02/14/20 - 11:08 by syiLegend Property Boundary Boring by GeoEngineers, 2018 Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Data Source: Site Survey by Axis Survey & Mapping, dated 04/23/18. Projection: WA State Plane, North Zone, NAD83, US Foot Feet 050 50AB-1, B-1, OB-1 CPT-1 Cone Penetration Test by GeoEngineers, 2018 B-1-19 & GEI-1-19 Boring Completed by GeoEngineers, 2019 B-5-20 Geophysical Measurement Area Cross-Section Location A A'Boring Completed by GeoEngineers, 2020 Potential Bioretention Facility Location PP = 0.0 psf PP = 0.0 psfAL (LL = 35, PI = 5) Groundwater observed at approximately 10 feetbelow ground surface during drilling PP = 0.0 psf Added drilling mud at 20 feet; no heave observed PP = 0.0 psf AL (LL = 47, PI = 10) PP = 500 psf 15 40 48 23 Topsoil Gray sandy silt with occasional gravel (stiff, moist) (fill) Brown silty fine to medium sand with occasional gravel(medium dense, moist to wet) Gray silty fine sand (very loose, moist) (alluvium) Gray silt with trace fine sand (very soft to soft, moist) Gray silty fine sand (very loose, moist to wet) Brown-gray silt (very soft to soft, wet) Gray silty fine sand with occasional silt lenses (loose tomedium dense, wet) Gray fine to medium sand with silt (loose to mediumdense, wet) Brown silt with organic matter and occasionalhorizontal bedding (stiff, moist) Gray silty fine sand (medium dense, wet) With organic matter (wood debris), becomes veryloose Brown-gray silt (soft, moist) Gray-light brown silt with organic matter (wood debris)(medium stiff, moist) Gray fine sand with silt and occasional organic matter(wood debris) (loose, moist) 1 2SA 3a3b 3c 4aAL4b 5a5b 6a6b6c 7 8 9AL 10a 10b 4 18 7 6 12 18 18 18 18 16 2 2 10 12 23 3 6 TS ML SM SM ML SM ML SM SP-SM ML SM ML ML SP-SM Notes: 61.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.49503-122.206167 29.5 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/4/20184/4/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-1 Logan Avenue N/N 8th Street Development Figure A-2 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 PP = 6,500 psfPP = 500 psf PP = 4,500 - 6,000 psf Gravels at 55 feet Broken cobble in shoe 204 159 Gray fine to coarse sand with trace silt (loose, wet) Brown fibrous peat (soft to medium stiff, moist) Brown-gray silt (soft to medium stiff, moist) With occasional peat lenses, becomes medium stiff Brown fibrous peat with silt lenses (medium stiff,moist) Gray silty fine to medium sand with peat lenses (loose,moist) Gray silty fine to coarse sand with occasional gravel 11 12aMC12b 13b13aMC 14 15 16 11 18 18 18 10 0 7 4 6 6 44 25 SP-SM PT ML PT SM SM Sheet 2 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-1 (continued) Logan Avenue N/N 8th Street Development Figure A-2 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30 PP = 0.0 psf Groundwater observed at approximately 9 feetbelow ground surface during drilling 5 9 39 9 83 Approximately 6 inches of asphalt concrete pavement Gravel Brown silty fine to coarse sand with gravel (loose,moist) (fill) Brown fine to coarse sand with silt and gravel (mediumdense, moist) Gray silt with sand (very soft to soft, moist) (alluvium) Gray medium to coarse sand with trace silt (mediumdense, wet) Gray fine to medium sand (loose, wet) 1MC 2SA 3%F 4 5 11 18 18 18 24 2 11 7 AC GP SM SP-SM ML SP-SM SM Notes: 11.5 NS LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495257-122.206812 30 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 4/3/20184/3/2018 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on locational survey. Vertical approximated based on topographic survey. Sheet 1 of 1Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring AB-1 Logan Avenue N/N 8th Street Development Figure A-4 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 Graphic LogGroupClassificationElevation (feet)2520 Groundwater observed during drilling atapproximately 12.1 feet below ground surface AL (LL = 63; PI = 14) 36 60 30 Approximately 1 inch of asphalt concrete pavement Approximately 3½ inches of gravel base coarse Brown-gray silty fine to coarse sand with gravel(medium dense, moist) (fill) Gray silty fine sand (medium dense, moist) (alluvium) Gray sandy silt (soft, moist) With peat lenses (soft to medium stiff, moist) Gray silty fine to medium sand (very loose, moist) Gray sandy silt with organic matter (roots) (very stiff,wet) Gray fine sand with silt (medium dense, wet) Gray silt with occasional roots (very soft to soft, wet) Gray elastic silt with occasional sand (medium stiff,wet) 1 2A 2B 3 4A 4B 5A 5B%F 6A 6B 7 8 9AL 18 13 18 18 18 18 18 18 28 5 3 4 17 17 2 5 AC CR SM SM ML SM ML SM ML MH Notes: 86.5 BZ LA Advance Drill Technologies,Inc.Hollow-stem Auger Diedrich D50 drill rigDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.49527-122.20641 29 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 8/23/20198/23/2019 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-4-19 Logan Avenue N/N 8th Street Development Figure A-9 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Driller noted gravel at 50 feet AL (LL = 94; PI = 28) 7 79 25 4 20 Gray silty fine sand with silt lens (medium dense, wet) Gray fine to coarse gravel with sand (dense, wet) Grades to medium dense, wet Gray to brown-gray elastic silt with sand andoccasional wood (stiff, wet) Gray silty fine to medium sand (dense, wet) 10 11 12 13SA 14 15 16AL 17%F 18 18 18 18 10 7 7 18 18 18 4 6 14 31 22 23 12 31 20 SM GP MH SM Sheet 2 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-4-19 (continued) Logan Avenue N/N 8th Street Development Figure A-9 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 65 70 75 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30-35-40-45 25 7Gray fine to medium sand with silt (loose, wet) Gray silty fine to medium sand with occasional silt(medium dense, wet) 19%F 20 12 18 9 26 SP-SM SM Sheet 3 of 3Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-4-19 (continued) Logan Avenue N/N 8th Street Development Figure A-9 Date:9/11/19 Path:P:\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)80 85 Graphic LogGroupClassificationElevation (feet)-50-55 Added drilling mud at 10 feet Attempted Shelby sample at 27 feet, no recovery 6 inches topsoil Brown silty fine to coarse sand with occasional gravel(moist) (fill) Gray silty fine sand with interbedded silt (very loose,moist) (alluvium) Gray silt with trace organic matter (soft to medium stiff,wet) Gray fine sand with silt (very loose to loose, wet) Gray fine to medium sand with silt (loose, wet) Gray silt with fine sand and lenses of organic matter(medium stiff, wet) Gray silty fine sand (medium dense, wet) Gray silty fine sand (very loose, wet) Gray silt with fine sand (very soft, wet) Gray silty fine sand with interbedded silt and organicmatter (wet) Gray fine to medium sand with silt (very loose, wet) Gray silt with sand lenses (very soft to soft, wet) 1 2 3A 3B 4A 4B 5 6A 6B 7A 7B 7C 24 18 18 12 18 18 24 18 1 4 5 21 1 2 TS SM SM ML SP-SM SP-SM ML SM SM ML SM SP-SM ML Notes: 61.5 BZ MD Advance Drill Technologies, Inc. Hollow-stem Auger Diedrich D50 drillingDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495062-122.206107 30NAVD88 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 1/23/20201/23/2020 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-10-20 Figure A-15 Logan Avenue N/N 8th Street Development Date:3/4/20 Path:\\GEOENGINEERS.COM\WAN\PROJECTS\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 MC from CRS test = 62%; AL (non-plastic) Moisture content test completed on peat lenses Driller noted gravel 105 33 113 Brown gray silt with organic matter and peat lenses(soft, wet) Gray clay with organic matter (wet) Gray silt with organic matter (wet) Gray silty fine sand (wet) Gray fine to medium sand with silt lenses (mediumdense, wet) Gray silty fine sand with interbedded silt and peat, up to12-inch peat interbeds (loose, wet) Gray fine to coarse sand with silt and occasional gravel(dense, wet) Gray fine to coarse sand with occasional gravel (dense,wet) 8 9ACRS/AL 9B 10 11 12 13 18 24 18 18 18 18 3 13 8 6 45 46 ML CL ML SM SP-SM SM SP-SM SP Sheet 2 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-10-20 (continued) Figure A-15 Logan Avenue N/N 8th Street Development Date:3/4/20 Path:\\GEOENGINEERS.COM\WAN\PROJECTS\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30 Added drilling mud at 10 feet Attempted Shelby sample at 17 feet, no recovery 5 inches asphalt concrete pavement 3 inches base course Brown gray silty fine sand with gravel (moist) (fill) Gray silt with trace organic matter (very soft, moist)(alluvium) Gray fine silty sand (very loose, moist) Gray fine to medium sand with silt (loose, moist) With occasional gravel, becomes wet Brown gray silt with organic matter and occasionalgravel (medium stiff, moist) Gray silty fine sand (medium dense, wet) Becomes very loose Brown gray silt with sand lenses and occasional organicmatter (soft, wet) Gray silty fine sand with interbedded silt (wet) Gray fine to medium sand with silt (wet) Gray silty fine sand with silt lenses and occasionalorganic matter (medium dense, wet) 1 2A 2B 3 4A4B 4C 5 6A 6B 6C 7 24 16 18 16 13 16 23 18 1 8 5 24 3 19 AC CR SM ML SM SP-SM ML SM ML SM SP-SM SM Notes: 61.5 BZ MD Advance Drill Technologies, Inc.Hollow-stem Auger Diedrich D50 drillingDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495234-122.206538 29NAVD88 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 1/24/20201/24/2020 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-11-20 Figure A-16 Logan Avenue N/N 8th Street Development Date:2/14/20 Path:\\GEOENGINEERS.COM\WAN\PROJECTS\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 Testing completed on MH material; MC from CRStest = 51%; AL (LL = 56, PI = 13)53 131 130 Becomes fine to medium Gray silt with sand and organic matter and occasionalsand lenses (wet) Gray fine to medium sand with silt Gray elastic silt with occasional organic matter (wet) Gray silty sand with silt and peat lenses (medium stiff tostiff, wet) Brown peat with sand lenses (medium stiff, wet) Gray silty fine sand with silt lens and occasional organicmatter (loose, wet) Becomes medium dense Brown peat with occasional sand (stiff, wet) Gray silty fine to coarse sand with gravel (dense, wet) Gray fine to coarse sand with silt and gravel (mediumdense, wet) Gray silty fine to coarse sand with occasional gravel(medium dense, wet) 8ACRS/AL 8B 9A9B 10A10B 11 12 13 27 18 18 16 10 13 18 8 7 12 45 22 27 ML SP-SM MH SM PEAT SM PEAT SM SP-SM SM Sheet 2 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-11-20 (continued) Figure A-16 Logan Avenue N/N 8th Street Development Date:2/14/20 Path:\\GEOENGINEERS.COM\WAN\PROJECTS\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30 Attempted Shelby sample at 7 feet; no recovery Added drilling mud between 10 and 15 feet AL (LL = 34, PI = 4)37 6 inches topsoil Gray silty fine to medium sand with occasional gravel(moist) (fill) Gray silty fine sand with interbedded silt (very loose,moist) (alluvium) Gray sandy silt with sand lenses and organic matter(medium stiff, wet) Gray silty fine sand (loose to medium dense, wet) Gray silty fine to medium sand (loose, wet) Gray silty fine sand (medium dense, wet) Brown gray silt with sand and trace organic matter (verysoft, wet) Gray silty fine to medium sand with organic matter lens(loose, wet) Brown gray silt with occasional sand lenses and organicmatter (medium stiff, wet) 1 2 3A 3B 4 5 6 7A 7B 24 18 25 18 10 12 18 14 1 10 6 13 1 6 TS SM SM ML SM SM SM ML SM ML Notes: 61.5 BZ MD Advance Drill Technologies, Inc. Hollow-stem Auger Diedrich D50 drillingDrillingEquipmentAutohammer140 (lbs) / 30 (in) Drop WA State Plane NorthNAD83 (feet)47.495376-122.206219 28NAVD88 LatitudeLongitude Start TotalDepth (ft) Logged By Checked By End Surface Elevation (ft)Vertical Datum Drilled HammerData SystemDatum Driller DrillingMethod See "Remarks" section for groundwater observed 1/24/20201/24/2020 Note: See Figure A-1 for explanation of symbols.Coordinates Data Source: Horizontal approximated based on Locational Survey. Vertical approximated based on Topographic Survey. Sheet 1 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-12-20 Figure A-17 Logan Avenue N/N 8th Street Development Date:3/4/20 Path:\\GEOENGINEERS.COM\WAN\PROJECTS\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)0 5 10 15 20 25 30 35 Graphic LogGroupClassificationElevation (feet)2520151050-5 AL (LL = 48, PI = 12) 238 47 With sand lenses, becomes soft to medium stiff Brown peat (soft to medium stiff, wet) Gray silt with occasional sand and organic matter andsand lenses (wet) Gray clay with organic matter (wet) Brown gray silt with sand and organic matter lens(medium stiff, wet) Without sand, becomes stiff Gray silty fine sand with silt and peat lenses (loose tomedium dense, wet) Gray fine sand with silt (medium dense, wet) Grades to fine to medium sand with gravel, becomesvery dense Becomes medium dense 8A 8B 8CCRS/AL 9 10A10B 11 12 13 18 28 18 18 14 18 18 4 6 10 20 63 26 PEAT ML CL ML SM SP-SM Sheet 2 of 2Project Number: Project Location: Project: Renton, Washington 23325-001-00 Log of Boring B-12-20 (continued) Figure A-17 Logan Avenue N/N 8th Street Development Date:3/4/20 Path:\\GEOENGINEERS.COM\WAN\PROJECTS\23\23325001\GINT\2332500100.GPJ DBLibrary/Library:GEOENGINEERS_DF_STD_US_JUNE_2017.GLB/GEI8_GEOTECH_STANDARD_%F_NO_GWREMARKS MoistureContent (%)FinesContent (%)FIELD DATA MATERIALDESCRIPTION Sample NameTestingRecovered (in)IntervalBlows/footCollected SampleDepth (feet)35 40 45 50 55 60 Graphic LogGroupClassificationElevation (feet)-10-15-20-25-30 1 Tim Prusa From:Francesca Liburdy <francesca.liburdy@transpogroup.com> Sent:Wednesday, February 19, 2020 10:48 AM To:Jenelle Taflin Cc:Mike Swenson; Jason Green Subject:RE: Topgolf Renton; High-Use Site Hi Jenelle, Thanks for your email. Using the data we received from existing TopGolf sites, the Renton TopGolf will not meet the trip thresholds required for a high-use site. The minimum threshold for a high-use site is 100 daily trips per 1,000 square feet, or 6,440 daily trips for the size of the Renton site. We looked at the daily trip counts provided from existing TopGolf sites in Scottsdale, AZ and Edison, NJ. Both sites are also 102-bay facilities and we anticipate would be similar in size to the Renton TopGolf. The midweek average daily volume at the Scottsdale and Edison TopGolf locations is 1,637 daily trips, with an average of 3,160 daily trips over the weekend. These daily volumes are not high enough to reach the threshold for a high-use site. Let us know if you have questions or if you need additional information. Thank you, Francesca Liburdy, EIT | Transportation Engineer 425-896-5235 From: Jenelle Taflin <jtaflin@navixeng.com> Sent: Wednesday, February 19, 2020 10:20 AM To: Francesca Liburdy <francesca.liburdy@transpogroup.com> Cc: Mike Swenson <mike.swenson@transpogroup.com>; Jason Green <jgreen@navixeng.com> Subject: RE: Topgolf Renton; High-Use Site Hi Francesca, Any word on this? Thanks, Jenelle Taflin, P.E., LEED AP Navix Engineering d: 425.458.7896 | c: 206.251.2842 From: Jenelle Taflin Sent: Friday, February 14, 2020 9:12 AM To: Francesca Liburdy <francesca.liburdy@transpogroup.com> Cc: Mike Swenson <mike.swenson@transpogroup.com>; Jason Green <jgreen@navixeng.com> Subject: Re: Topgolf Renton; High-Use Site Hi Francesca, 2 Yes, we do. We need to know if the site is considered a high-use site, which determines whether or not we need an oil/water separator for stormwater runoff treatment. Thank you! Jenelle Taflin, P.E., LEED AP Navix Engineering 11235 SE 6th Street, Suite 150, Bellevue, WA 98004 o: 425.458.7896 | c: 206.251.2842 jtaflin@navixeng.com | linkedin.com/JenelleTaflin www.navixeng.com On Feb 14, 2020, at 6:30 AM, Francesca Liburdy <francesca.liburdy@transpogroup.com> wrote: Hi Jenelle, Do you still need this information from us? We will need to get some additional data from TopGolf to determine a daily trip rate if it is necessary. Thanks, <image001.png> Francesca Liburdy, EIT | Transportation Engineer <image002.png> 425-896-5235 From: Jenelle Taflin <jtaflin@navixeng.com> Sent: Monday, February 10, 2020 8:46 AM To: Mike Swenson <mike.swenson@transpogroup.com> Cc: Francesca Liburdy <francesca.liburdy@transpogroup.com>; Jason Green <jgreen@navixeng.com>; Tim Prusa <tprusa@navixeng.com> Subject: RE: Topgolf Renton; High-Use Site Thanks, Mike! The GSF if 64,403 SF. Please let us know if you need any additional info. Thanks, Jenelle Taflin, P.E., LEED AP Navix Engineering d: 425.458.7896 | c: 206.251.2842 From: Mike Swenson <mike.swenson@transpogroup.com> Sent: Saturday, February 8, 2020 6:39 AM To: Jenelle Taflin <jtaflin@navixeng.com> Cc: Francesca Liburdy <francesca.liburdy@transpogroup.com>; Jason Green <jgreen@navixeng.com>; Tim Prusa <tprusa@navixeng.com> Subject: RE: Topgolf Renton; High-Use Site 3 We were only provided peak hour trips rates from TopGolf. We will do some digging on Monday and see what we can come up with. What is the gsf for the facility? We only noted the number of bays as that was the basis for our tg estimates. <image009.png> Mike Swenson PE, PTOE | Principal <image010.png> 425-896-5208 <image011.png> 206-909-5785 From: Jenelle Taflin <jtaflin@navixeng.com> Sent: Friday, February 7, 2020 2:07 PM To: Mike Swenson <mike.swenson@transpogroup.com> Cc: Francesca Liburdy <francesca.liburdy@transpogroup.com>; Jason Green <jgreen@navixeng.com>; Tim Prusa <tprusa@navixeng.com> Subject: Topgolf Renton; High-Use Site Hi Mike, Would you be able to provide us with an ADT number for the Topgolf Renton site for us to determine whether we meet the definition of a high-use site (see below)? Thank you! <image012.jpg> Jenelle Taflin, P.E., LEED AP Navix Engineering 11235 SE 6th Street, Suite 150, Bellevue WA 98004 d: 425.458.7896 | c: 206.251.2842 jtaflin@navixeng.com | linkedin.com/JenelleTaflin www.navixeng.com Professional Engineer – WA, ID Confidentiality Disclaimer: This communication, including any attachments, is the property of Navix Engineering and may contain confidential, proprietary, and/or privileged information. Unauthorized use of this communication is strictly prohibited and may be unlawful. If you have received this communication in error, please immediately notify the sender by reply e-mail and destroy all copies of the communication and associated attachments. NAVIX TopGolf Renton – Renton, WA APPENDIX C CSWPP WORKSHEETS NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA NAVIX TopGolf Renton – Renton, WA APPENDIX D WWHM MODELS WWHM2012 PROJECT REPORT WEST BASIN PRE-DEVELOPED CONDITIONS West Basin Boeing Predeveloped 200415 4/15/2020 10:11:40 PM Page 2 General Model Information Project Name:West Basin Boeing Predeveloped 200415 Site Name: Site Address: City: Report Date:4/15/2020 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/10/10 Version:4.2.16 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year West Basin Boeing Predeveloped 200415 4/15/2020 10:11:40 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 5.91 Pervious Total 5.91 Impervious Land Use acre PARKING FLAT 1.76 Impervious Total 1.76 Basin Total 7.67 Element Flows To: Surface Interflow Groundwater West Basin Boeing Predeveloped 200415 4/15/2020 10:11:40 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.38 Pervious Total 0.38 Impervious Land Use acre PARKING FLAT 7.29 Impervious Total 7.29 Basin Total 7.67 Element Flows To: Surface Interflow Groundwater West Basin Boeing Predeveloped 200415 4/15/2020 10:11:40 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:5.91 Total Impervious Area:1.76 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.38 Total Impervious Area:7.29 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 1.093147 5 year 1.60271 10 year 1.982502 25 year 2.511572 50 year 2.942173 100 year 3.404713 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 2.803912 5 year 3.549715 10 year 4.057323 25 year 4.716667 50 year 5.221921 100 year 5.739932 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 1.751 3.655 1950 1.810 3.899 1951 1.061 2.282 1952 0.636 2.005 1953 0.596 2.165 1954 0.864 2.281 1955 0.895 2.580 1956 0.900 2.540 1957 1.255 2.897 1958 0.767 2.322 West Basin Boeing Predeveloped 200415 4/15/2020 10:12:10 PM Page 8 1959 0.599 2.355 1960 1.131 2.347 1961 1.003 2.470 1962 0.640 2.137 1963 0.972 2.391 1964 0.842 2.323 1965 1.354 2.988 1966 0.685 1.984 1967 1.831 3.423 1968 1.445 3.893 1969 1.220 2.720 1970 0.993 2.613 1971 1.217 3.117 1972 1.715 3.249 1973 0.593 1.931 1974 1.207 2.851 1975 1.305 3.246 1976 0.927 2.208 1977 0.853 2.364 1978 1.016 2.894 1979 1.065 3.965 1980 2.040 3.627 1981 1.042 2.926 1982 1.986 4.143 1983 1.018 3.347 1984 0.785 2.121 1985 1.068 2.922 1986 1.049 2.522 1987 1.125 3.888 1988 0.569 2.351 1989 0.711 2.940 1990 3.418 5.096 1991 2.343 4.046 1992 0.792 2.100 1993 0.564 1.812 1994 0.477 1.962 1995 0.887 2.593 1996 1.533 2.786 1997 1.216 2.698 1998 0.943 2.710 1999 2.509 5.595 2000 1.095 2.775 2001 0.842 3.026 2002 1.739 3.579 2003 1.354 2.780 2004 2.258 5.229 2005 1.055 2.391 2006 1.012 2.117 2007 3.124 4.893 2008 2.295 3.975 2009 1.340 3.594 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 3.4176 5.5948 2 3.1241 5.2289 3 2.5085 5.0958 West Basin Boeing Predeveloped 200415 4/15/2020 10:12:10 PM Page 9 4 2.3432 4.8931 5 2.2950 4.1431 6 2.2578 4.0460 7 2.0405 3.9749 8 1.9857 3.9647 9 1.8315 3.8988 10 1.8101 3.8935 11 1.7511 3.8875 12 1.7392 3.6550 13 1.7153 3.6267 14 1.5331 3.5935 15 1.4447 3.5785 16 1.3540 3.4233 17 1.3537 3.3472 18 1.3404 3.2489 19 1.3046 3.2459 20 1.2552 3.1168 21 1.2203 3.0258 22 1.2167 2.9880 23 1.2161 2.9403 24 1.2072 2.9264 25 1.1310 2.9215 26 1.1250 2.8969 27 1.0950 2.8944 28 1.0678 2.8510 29 1.0645 2.7865 30 1.0606 2.7804 31 1.0551 2.7749 32 1.0489 2.7204 33 1.0418 2.7101 34 1.0176 2.6984 35 1.0156 2.6128 36 1.0121 2.5927 37 1.0029 2.5802 38 0.9932 2.5403 39 0.9722 2.5218 40 0.9434 2.4704 41 0.9271 2.3913 42 0.8998 2.3910 43 0.8954 2.3643 44 0.8872 2.3547 45 0.8640 2.3512 46 0.8526 2.3473 47 0.8420 2.3234 48 0.8418 2.3218 49 0.7922 2.2819 50 0.7853 2.2807 51 0.7667 2.2082 52 0.7114 2.1648 53 0.6849 2.1374 54 0.6395 2.1206 55 0.6361 2.1173 56 0.5991 2.1002 57 0.5958 2.0045 58 0.5933 1.9837 59 0.5687 1.9621 60 0.5637 1.9307 61 0.4767 1.8118 West Basin Boeing Predeveloped 200415 4/15/2020 10:12:10 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.5466 1400 22073 1576 Fail 0.5708 1225 20285 1655 Fail 0.5950 1072 18696 1744 Fail 0.6192 930 17184 1847 Fail 0.6434 808 15802 1955 Fail 0.6676 703 14585 2074 Fail 0.6918 611 13494 2208 Fail 0.7160 555 12551 2261 Fail 0.7402 505 11601 2297 Fail 0.7644 463 10712 2313 Fail 0.7886 413 9901 2397 Fail 0.8128 374 9212 2463 Fail 0.8369 345 8594 2491 Fail 0.8611 310 7963 2568 Fail 0.8853 284 7351 2588 Fail 0.9095 263 6842 2601 Fail 0.9337 244 6372 2611 Fail 0.9579 218 5935 2722 Fail 0.9821 206 5548 2693 Fail 1.0063 191 5140 2691 Fail 1.0305 176 4798 2726 Fail 1.0547 160 4472 2795 Fail 1.0789 147 4184 2846 Fail 1.1031 136 3886 2857 Fail 1.1273 127 3630 2858 Fail 1.1515 122 3412 2796 Fail 1.1757 113 3221 2850 Fail 1.1999 107 3039 2840 Fail 1.2241 99 2836 2864 Fail 1.2483 97 2650 2731 Fail 1.2725 92 2511 2729 Fail 1.2967 90 2363 2625 Fail 1.3209 86 2216 2576 Fail 1.3451 80 2082 2602 Fail 1.3693 73 1953 2675 Fail 1.3935 69 1819 2636 Fail 1.4177 65 1718 2643 Fail 1.4419 61 1622 2659 Fail 1.4661 57 1516 2659 Fail 1.4903 56 1421 2537 Fail 1.5145 53 1341 2530 Fail 1.5387 51 1262 2474 Fail 1.5629 47 1192 2536 Fail 1.5871 46 1112 2417 Fail 1.6113 43 1042 2423 Fail 1.6355 39 985 2525 Fail 1.6597 39 940 2410 Fail 1.6839 38 889 2339 Fail 1.7081 38 850 2236 Fail 1.7323 35 805 2300 Fail 1.7565 33 768 2327 Fail 1.7807 32 727 2271 Fail 1.8049 31 693 2235 Fail 1.8291 29 654 2255 Fail West Basin Boeing Predeveloped 200415 4/15/2020 10:12:10 PM Page 12 1.8533 27 614 2274 Fail 1.8775 25 594 2376 Fail 1.9017 24 565 2354 Fail 1.9259 22 547 2486 Fail 1.9501 21 516 2457 Fail 1.9743 20 488 2440 Fail 1.9985 19 461 2426 Fail 2.0226 17 435 2558 Fail 2.0468 16 423 2643 Fail 2.0710 15 404 2693 Fail 2.0952 14 385 2750 Fail 2.1194 14 371 2650 Fail 2.1436 14 351 2507 Fail 2.1678 14 334 2385 Fail 2.1920 12 322 2683 Fail 2.2162 11 312 2836 Fail 2.2404 10 295 2950 Fail 2.2646 9 281 3122 Fail 2.2888 9 269 2988 Fail 2.3130 8 260 3250 Fail 2.3372 8 248 3100 Fail 2.3614 6 236 3933 Fail 2.3856 6 228 3800 Fail 2.4098 5 215 4300 Fail 2.4340 5 210 4200 Fail 2.4582 4 200 5000 Fail 2.4824 3 190 6333 Fail 2.5066 3 181 6033 Fail 2.5308 2 178 8900 Fail 2.5550 2 171 8550 Fail 2.5792 2 163 8150 Fail 2.6034 2 156 7800 Fail 2.6276 2 148 7400 Fail 2.6518 2 141 7050 Fail 2.6760 2 137 6850 Fail 2.7002 2 135 6750 Fail 2.7244 2 129 6450 Fail 2.7486 2 124 6200 Fail 2.7728 2 118 5900 Fail 2.7970 2 110 5500 Fail 2.8212 2 107 5350 Fail 2.8454 2 106 5300 Fail 2.8696 2 103 5150 Fail 2.8938 2 103 5150 Fail 2.9180 2 96 4800 Fail 2.9422 2 90 4500 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. West Basin Boeing Predeveloped 200415 4/15/2020 10:12:10 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. West Basin Boeing Predeveloped 200415 4/15/2020 10:12:10 PM Page 14 LID Report West Basin Boeing Predeveloped 200415 4/15/2020 10:12:31 PM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT EAST BASIN PRE-DEVELOPED CONDITIONS East Basin Boeing Predeveloped 200415 4/15/2020 10:20:43 PM Page 2 General Model Information Project Name:East Basin Boeing Predeveloped 200415 Site Name: Site Address: City: Report Date:4/15/2020 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/10/10 Version:4.2.16 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year East Basin Boeing Predeveloped 200415 4/15/2020 10:20:43 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 4.52 Pervious Total 4.52 Impervious Land Use acre PARKING FLAT 0.56 Impervious Total 0.56 Basin Total 5.08 Element Flows To: Surface Interflow Groundwater East Basin Boeing Predeveloped 200415 4/15/2020 10:20:43 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.25 Pervious Total 0.25 Impervious Land Use acre PARKING FLAT 4.83 Impervious Total 4.83 Basin Total 5.08 Element Flows To: Surface Interflow Groundwater East Basin Boeing Predeveloped 200415 4/15/2020 10:20:43 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.52 Total Impervious Area:0.56 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.25 Total Impervious Area:4.83 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.549748 5 year 0.87983 10 year 1.136797 25 year 1.505985 50 year 1.814024 100 year 2.150979 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 1.857622 5 year 2.351686 10 year 2.687951 25 year 3.12473 50 year 3.459429 100 year 3.802577 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.994 2.421 1950 1.062 2.583 1951 0.569 1.512 1952 0.297 1.328 1953 0.241 1.434 1954 0.417 1.511 1955 0.426 1.709 1956 0.479 1.683 1957 0.652 1.919 1958 0.337 1.538 East Basin Boeing Predeveloped 200415 4/15/2020 10:21:13 PM Page 8 1959 0.298 1.560 1960 0.616 1.555 1961 0.504 1.637 1962 0.260 1.416 1963 0.488 1.584 1964 0.447 1.539 1965 0.718 1.980 1966 0.323 1.314 1967 1.076 2.268 1968 0.689 2.579 1969 0.644 1.802 1970 0.480 1.731 1971 0.656 2.065 1972 0.968 2.152 1973 0.265 1.279 1974 0.620 1.889 1975 0.689 2.151 1976 0.474 1.463 1977 0.424 1.566 1978 0.487 1.918 1979 0.387 2.627 1980 1.178 2.403 1981 0.484 1.939 1982 1.098 2.745 1983 0.545 2.218 1984 0.374 1.405 1985 0.504 1.936 1986 0.554 1.671 1987 0.532 2.576 1988 0.222 1.558 1989 0.227 1.948 1990 2.080 3.376 1991 1.365 2.680 1992 0.406 1.391 1993 0.246 1.200 1994 0.185 1.300 1995 0.401 1.718 1996 0.910 1.846 1997 0.643 1.788 1998 0.488 1.796 1999 1.499 3.707 2000 0.541 1.838 2001 0.319 2.005 2002 0.950 2.371 2003 0.740 1.842 2004 1.170 3.464 2005 0.552 1.584 2006 0.549 1.403 2007 1.918 3.242 2008 1.336 2.633 2009 0.736 2.381 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 2.0798 3.7065 2 1.9176 3.4641 3 1.4985 3.3756 East Basin Boeing Predeveloped 200415 4/15/2020 10:21:13 PM Page 9 4 1.3654 3.2416 5 1.3360 2.7448 6 1.1777 2.6802 7 1.1699 2.6331 8 1.0983 2.6268 9 1.0764 2.5831 10 1.0619 2.5795 11 0.9936 2.5756 12 0.9681 2.4213 13 0.9505 2.4025 14 0.9095 2.3809 15 0.7403 2.3707 16 0.7357 2.2680 17 0.7178 2.2176 18 0.6895 2.1523 19 0.6886 2.1506 20 0.6563 2.0649 21 0.6515 2.0047 22 0.6439 1.9795 23 0.6431 1.9481 24 0.6195 1.9388 25 0.6159 1.9356 26 0.5687 1.9192 27 0.5539 1.9177 28 0.5525 1.8888 29 0.5493 1.8460 30 0.5449 1.8420 31 0.5413 1.8384 32 0.5325 1.8022 33 0.5042 1.7955 34 0.5035 1.7877 35 0.4884 1.7310 36 0.4884 1.7177 37 0.4869 1.7094 38 0.4836 1.6830 39 0.4804 1.6708 40 0.4785 1.6366 41 0.4738 1.5843 42 0.4467 1.5840 43 0.4264 1.5664 44 0.4245 1.5601 45 0.4171 1.5578 46 0.4063 1.5550 47 0.4008 1.5394 48 0.3874 1.5383 49 0.3739 1.5117 50 0.3375 1.5110 51 0.3225 1.4629 52 0.3185 1.4343 53 0.2981 1.4161 54 0.2968 1.4049 55 0.2655 1.4027 56 0.2595 1.3914 57 0.2460 1.3281 58 0.2407 1.3143 59 0.2270 1.3000 60 0.2220 1.2792 61 0.1854 1.2004 East Basin Boeing Predeveloped 200415 4/15/2020 10:21:13 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.2749 1771 35826 2022 Fail 0.2904 1451 32768 2258 Fail 0.3060 1217 30137 2476 Fail 0.3215 1021 27570 2700 Fail 0.3371 839 25260 3010 Fail 0.3526 715 23271 3254 Fail 0.3682 597 21365 3578 Fail 0.3837 518 19714 3805 Fail 0.3992 446 18191 4078 Fail 0.4148 393 16827 4281 Fail 0.4303 340 15507 4560 Fail 0.4459 307 14365 4679 Fail 0.4614 279 13293 4764 Fail 0.4770 251 12414 4945 Fail 0.4925 219 11505 5253 Fail 0.5081 206 10607 5149 Fail 0.5236 187 9860 5272 Fail 0.5392 170 9157 5386 Fail 0.5547 155 8590 5541 Fail 0.5703 146 7982 5467 Fail 0.5858 130 7411 5700 Fail 0.6014 121 6881 5686 Fail 0.6169 117 6432 5497 Fail 0.6325 111 5985 5391 Fail 0.6480 100 5602 5602 Fail 0.6635 92 5212 5665 Fail 0.6791 89 4870 5471 Fail 0.6946 85 4558 5362 Fail 0.7102 82 4259 5193 Fail 0.7257 80 3974 4967 Fail 0.7413 72 3715 5159 Fail 0.7568 69 3499 5071 Fail 0.7724 65 3300 5076 Fail 0.7879 61 3133 5136 Fail 0.8035 59 2935 4974 Fail 0.8190 55 2738 4978 Fail 0.8346 52 2573 4948 Fail 0.8501 50 2434 4868 Fail 0.8657 48 2301 4793 Fail 0.8812 45 2167 4815 Fail 0.8968 42 2040 4857 Fail 0.9123 41 1915 4670 Fail 0.9278 39 1791 4592 Fail 0.9434 37 1698 4589 Fail 0.9589 35 1595 4557 Fail 0.9745 33 1492 4521 Fail 0.9900 32 1406 4393 Fail 1.0056 31 1321 4261 Fail 1.0211 30 1257 4190 Fail 1.0367 29 1187 4093 Fail 1.0522 28 1109 3960 Fail 1.0678 25 1047 4188 Fail 1.0833 24 985 4104 Fail 1.0989 23 943 4100 Fail East Basin Boeing Predeveloped 200415 4/15/2020 10:21:13 PM Page 12 1.1144 22 892 4054 Fail 1.1300 19 858 4515 Fail 1.1455 17 809 4758 Fail 1.1611 17 774 4552 Fail 1.1766 13 732 5630 Fail 1.1921 12 702 5850 Fail 1.2077 12 665 5541 Fail 1.2232 12 622 5183 Fail 1.2388 11 602 5472 Fail 1.2543 9 575 6388 Fail 1.2699 9 552 6133 Fail 1.2854 9 525 5833 Fail 1.3010 9 501 5566 Fail 1.3165 8 479 5987 Fail 1.3321 7 449 6414 Fail 1.3476 6 430 7166 Fail 1.3632 6 414 6900 Fail 1.3787 5 396 7919 Fail 1.3943 5 382 7640 Fail 1.4098 5 366 7319 Fail 1.4253 5 348 6960 Fail 1.4409 4 333 8325 Fail 1.4564 4 320 8000 Fail 1.4720 4 308 7700 Fail 1.4875 4 294 7350 Fail 1.5031 2 281 14050 Fail 1.5186 2 268 13400 Fail 1.5342 2 260 13000 Fail 1.5497 2 248 12400 Fail 1.5653 2 236 11800 Fail 1.5808 2 228 11400 Fail 1.5964 2 215 10750 Fail 1.6119 2 210 10500 Fail 1.6275 2 201 10050 Fail 1.6430 2 192 9600 Fail 1.6586 2 182 9100 Fail 1.6741 2 178 8900 Fail 1.6896 2 171 8550 Fail 1.7052 2 166 8300 Fail 1.7207 2 157 7850 Fail 1.7363 2 149 7450 Fail 1.7518 2 145 7250 Fail 1.7674 2 138 6900 Fail 1.7829 2 137 6850 Fail 1.7985 2 132 6600 Fail 1.8140 2 125 6250 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. East Basin Boeing Predeveloped 200415 4/15/2020 10:21:13 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. East Basin Boeing Predeveloped 200415 4/15/2020 10:21:13 PM Page 14 LID Report East Basin Boeing Predeveloped 200415 4/15/2020 10:21:23 PM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT WEST BASIN SEDIMENT POND TG West Basin Sed Pond 200415 4/15/2020 8:49:04 PM Page 2 General Model Information Project Name:TG West Basin Sed Pond 200415 Site Name: Site Address: City: Report Date:4/15/2020 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/10/10 Version:4.2.16 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year TG West Basin Sed Pond 200415 4/15/2020 8:49:04 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 5.94 Pervious Total 5.94 Impervious Land Use acre Impervious Total 0 Basin Total 5.94 Element Flows To: Surface Interflow Groundwater TG West Basin Sed Pond 200415 4/15/2020 8:49:04 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 1.54 Pervious Total 1.54 Impervious Land Use acre ROOF TOPS FLAT 0.59 SIDEWALKS FLAT 1.19 PARKING FLAT 2.62 Impervious Total 4.4 Basin Total 5.94 Element Flows To: Surface Interflow Groundwater TG West Basin Sed Pond 200415 4/15/2020 8:49:05 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:5.94 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:1.54 Total Impervious Area:4.4 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.174641 5 year 0.27428 10 year 0.330748 25 year 0.39057 50 year 0.427588 100 year 0.459074 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 1.775914 5 year 2.279421 10 year 2.625764 25 year 3.079393 50 year 3.429553 100 year 3.790614 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.172 2.396 1950 0.214 2.383 1951 0.385 1.492 1952 0.121 1.224 1953 0.098 1.323 1954 0.151 1.447 1955 0.240 1.617 1956 0.191 1.598 1957 0.154 1.874 1958 0.174 1.448 TG West Basin Sed Pond 200415 4/15/2020 8:50:29 PM Page 8 1959 0.149 1.422 1960 0.260 1.544 1961 0.147 1.583 1962 0.091 1.318 1963 0.125 1.532 1964 0.165 1.438 1965 0.118 1.946 1966 0.114 1.244 1967 0.237 2.163 1968 0.148 2.464 1969 0.145 1.769 1970 0.120 1.659 1971 0.128 1.980 1972 0.286 2.171 1973 0.130 1.166 1974 0.141 1.838 1975 0.191 1.960 1976 0.138 1.422 1977 0.016 1.429 1978 0.121 1.767 1979 0.073 2.417 1980 0.271 2.451 1981 0.108 1.842 1982 0.209 2.664 1983 0.187 2.067 1984 0.115 1.342 1985 0.069 1.845 1986 0.303 1.557 1987 0.268 2.388 1988 0.106 1.419 1989 0.069 1.775 1990 0.560 3.568 1991 0.337 2.750 1992 0.130 1.329 1993 0.135 1.122 1994 0.046 1.184 1995 0.194 1.624 1996 0.409 1.840 1997 0.342 1.756 1998 0.077 1.678 1999 0.321 3.638 2000 0.135 1.771 2001 0.024 1.851 2002 0.148 2.357 2003 0.189 1.832 2004 0.244 3.380 2005 0.175 1.551 2006 0.207 1.391 2007 0.416 3.183 2008 0.536 2.700 2009 0.263 2.173 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.5598 3.6377 2 0.5360 3.5684 3 0.4155 3.3802 TG West Basin Sed Pond 200415 4/15/2020 8:50:29 PM Page 9 4 0.4092 3.1831 5 0.3846 2.7498 6 0.3421 2.6999 7 0.3371 2.6641 8 0.3208 2.4637 9 0.3027 2.4514 10 0.2864 2.4171 11 0.2714 2.3962 12 0.2678 2.3884 13 0.2632 2.3835 14 0.2600 2.3570 15 0.2444 2.1725 16 0.2400 2.1706 17 0.2375 2.1627 18 0.2139 2.0674 19 0.2086 1.9797 20 0.2068 1.9603 21 0.1942 1.9460 22 0.1913 1.8737 23 0.1910 1.8514 24 0.1888 1.8450 25 0.1870 1.8418 26 0.1753 1.8398 27 0.1736 1.8377 28 0.1716 1.8319 29 0.1650 1.7750 30 0.1541 1.7706 31 0.1505 1.7689 32 0.1489 1.7673 33 0.1481 1.7559 34 0.1480 1.6784 35 0.1467 1.6586 36 0.1449 1.6237 37 0.1412 1.6172 38 0.1383 1.5978 39 0.1354 1.5826 40 0.1350 1.5571 41 0.1301 1.5508 42 0.1300 1.5439 43 0.1278 1.5323 44 0.1253 1.4921 45 0.1214 1.4478 46 0.1212 1.4471 47 0.1195 1.4377 48 0.1181 1.4295 49 0.1155 1.4221 50 0.1136 1.4215 51 0.1085 1.4193 52 0.1057 1.3908 53 0.0980 1.3415 54 0.0913 1.3291 55 0.0774 1.3231 56 0.0733 1.3179 57 0.0689 1.2437 58 0.0685 1.2244 59 0.0455 1.1844 60 0.0242 1.1659 61 0.0165 1.1220 TG West Basin Sed Pond 200415 4/15/2020 8:50:30 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0873 17706 118451 668 Fail 0.0908 16439 115564 702 Fail 0.0942 15019 111842 744 Fail 0.0976 14040 109190 777 Fail 0.1011 12829 105789 824 Fail 0.1045 11954 103351 864 Fail 0.1079 11137 101041 907 Fail 0.1114 10190 98025 961 Fail 0.1148 9535 95800 1004 Fail 0.1183 8778 92977 1059 Fail 0.1217 8269 90967 1100 Fail 0.1251 7617 88400 1160 Fail 0.1286 7133 86432 1211 Fail 0.1320 6588 83930 1273 Fail 0.1354 6194 82090 1325 Fail 0.1389 5861 80379 1371 Fail 0.1423 5461 78133 1430 Fail 0.1458 5174 76529 1479 Fail 0.1492 4819 74412 1544 Fail 0.1526 4575 72850 1592 Fail 0.1561 4256 70861 1664 Fail 0.1595 4045 69492 1717 Fail 0.1629 3850 68102 1768 Fail 0.1664 3566 66263 1858 Fail 0.1698 3382 64915 1919 Fail 0.1732 3146 63204 2009 Fail 0.1767 2984 61942 2075 Fail 0.1801 2791 60338 2161 Fail 0.1836 2622 59204 2257 Fail 0.1870 2485 57985 2333 Fail 0.1904 2325 56531 2431 Fail 0.1939 2188 55376 2530 Fail 0.1973 2041 53921 2641 Fail 0.2007 1927 52895 2744 Fail 0.2042 1793 51568 2876 Fail 0.2076 1712 50606 2955 Fail 0.2111 1589 49344 3105 Fail 0.2145 1497 48403 3233 Fail 0.2179 1397 47440 3395 Fail 0.2214 1300 46264 3558 Fail 0.2248 1239 45408 3664 Fail 0.2282 1159 44232 3816 Fail 0.2317 1104 43462 3936 Fail 0.2351 1049 42435 4045 Fail 0.2386 1006 41601 4135 Fail 0.2420 951 40788 4288 Fail 0.2454 890 39805 4472 Fail 0.2489 849 38992 4592 Fail 0.2523 790 38029 4813 Fail 0.2557 748 37323 4989 Fail 0.2592 716 36447 5090 Fail 0.2626 678 35762 5274 Fail 0.2660 631 34885 5528 Fail 0.2695 601 34243 5697 Fail TG West Basin Sed Pond 200415 4/15/2020 8:50:30 PM Page 12 0.2729 575 33645 5851 Fail 0.2764 541 32853 6072 Fail 0.2798 507 32297 6370 Fail 0.2832 475 31506 6632 Fail 0.2867 442 30928 6997 Fail 0.2901 401 30244 7542 Fail 0.2935 376 29688 7895 Fail 0.2970 353 29174 8264 Fail 0.3004 326 28490 8739 Fail 0.3039 302 27998 9270 Fail 0.3073 275 27356 9947 Fail 0.3107 260 26907 10348 Fail 0.3142 235 26244 11167 Fail 0.3176 219 25816 11788 Fail 0.3210 195 25196 12921 Fail 0.3245 182 24768 13608 Fail 0.3279 161 24298 15091 Fail 0.3314 146 23699 16232 Fail 0.3348 134 23314 17398 Fail 0.3382 119 22779 19142 Fail 0.3417 110 22373 20339 Fail 0.3451 97 21859 22535 Fail 0.3485 93 21496 23113 Fail 0.3520 87 21139 24297 Fail 0.3554 78 20666 26494 Fail 0.3588 69 20300 29420 Fail 0.3623 62 19853 32020 Fail 0.3657 56 19543 34898 Fail 0.3692 48 19109 39810 Fail 0.3726 42 18794 44747 Fail 0.3760 38 18386 48384 Fail 0.3795 33 18095 54833 Fail 0.3829 29 17802 61386 Fail 0.3863 23 17440 75826 Fail 0.3898 21 17154 81685 Fail 0.3932 20 16771 83855 Fail 0.3967 19 16495 86815 Fail 0.4001 17 16123 94841 Fail 0.4035 14 15834 113100 Fail 0.4070 13 15567 119746 Fail 0.4104 9 15246 169400 Fail 0.4138 4 14985 374625 Fail 0.4173 3 14679 489300 Fail 0.4207 3 14457 481900 Fail 0.4242 3 14164 472133 Fail 0.4276 3 13926 464200 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. TG West Basin Sed Pond 200415 4/15/2020 8:50:31 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. TG West Basin Sed Pond 200415 4/15/2020 8:50:31 PM Page 14 LID Report TG West Basin Sed Pond 200415 4/15/2020 8:55:07 PM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT EAST BASIN SEDIMENT POND East Basin Sed Pond_210610 7/9/2021 2:51:20 PM Page 2 General Model Information Project Name:East Basin Sed Pond_210610 Site Name:TG Renton-East Basin Site Address: City: Report Date:7/9/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year East Basin Sed Pond_210610 7/9/2021 2:51:20 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 6.29 Pervious Total 6.29 Impervious Land Use acre Impervious Total 0 Basin Total 6.29 Element Flows To: Surface Interflow Groundwater East Basin Sed Pond_210610 7/9/2021 2:51:20 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.62 Pervious Total 0.62 Impervious Land Use acre PARKING FLAT 5.67 Impervious Total 5.67 Basin Total 6.29 Element Flows To: Surface Interflow Groundwater East Basin Sed Pond_210610 7/9/2021 2:51:20 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:6.29 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.62 Total Impervious Area:5.67 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.184931 5 year 0.290442 10 year 0.350236 25 year 0.413583 50 year 0.452783 100 year 0.486124 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 2.201607 5 year 2.794358 10 year 3.198593 25 year 3.724477 50 year 4.128009 100 year 4.542172 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.182 2.890 1950 0.227 3.040 1951 0.407 1.803 1952 0.128 1.563 1953 0.104 1.688 1954 0.159 1.791 1955 0.254 2.022 1956 0.202 1.992 1957 0.163 2.284 1958 0.184 1.817 East Basin Sed Pond_210610 7/9/2021 2:53:31 PM Page 8 1959 0.158 1.832 1960 0.275 1.857 1961 0.155 1.944 1962 0.097 1.669 1963 0.133 1.882 1964 0.175 1.810 1965 0.125 2.359 1966 0.120 1.554 1967 0.251 2.686 1968 0.157 3.056 1969 0.153 2.147 1970 0.127 2.052 1971 0.135 2.449 1972 0.303 2.579 1973 0.138 1.502 1974 0.150 2.246 1975 0.203 2.525 1976 0.146 1.739 1977 0.017 1.839 1978 0.129 2.254 1979 0.078 3.090 1980 0.287 2.886 1981 0.115 2.295 1982 0.221 3.263 1983 0.198 2.615 1984 0.122 1.665 1985 0.073 2.293 1986 0.321 1.970 1987 0.284 3.034 1988 0.112 1.829 1989 0.073 2.287 1990 0.593 4.085 1991 0.357 3.223 1992 0.138 1.649 1993 0.143 1.416 1994 0.048 1.526 1995 0.206 2.031 1996 0.433 2.206 1997 0.362 2.130 1998 0.082 2.118 1999 0.340 4.416 2000 0.143 2.182 2001 0.026 2.360 2002 0.157 2.832 2003 0.200 2.201 2004 0.259 4.122 2005 0.186 1.886 2006 0.219 1.675 2007 0.440 3.863 2008 0.568 3.166 2009 0.279 2.796 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.5928 4.4161 2 0.5676 4.1225 3 0.4400 4.0854 East Basin Sed Pond_210610 7/9/2021 2:53:31 PM Page 9 4 0.4333 3.8627 5 0.4072 3.2628 6 0.3622 3.2230 7 0.3569 3.1660 8 0.3397 3.0897 9 0.3205 3.0564 10 0.3033 3.0399 11 0.2874 3.0340 12 0.2835 2.8898 13 0.2787 2.8857 14 0.2754 2.8321 15 0.2588 2.7959 16 0.2541 2.6865 17 0.2515 2.6151 18 0.2265 2.5788 19 0.2209 2.5249 20 0.2190 2.4485 21 0.2056 2.3597 22 0.2026 2.3593 23 0.2022 2.2948 24 0.1999 2.2925 25 0.1981 2.2870 26 0.1857 2.2841 27 0.1839 2.2540 28 0.1817 2.2464 29 0.1747 2.2064 30 0.1632 2.2006 31 0.1594 2.1820 32 0.1577 2.1473 33 0.1569 2.1303 34 0.1567 2.1184 35 0.1553 2.0524 36 0.1535 2.0311 37 0.1495 2.0216 38 0.1465 1.9918 39 0.1434 1.9701 40 0.1430 1.9441 41 0.1378 1.8863 42 0.1377 1.8819 43 0.1353 1.8571 44 0.1327 1.8395 45 0.1285 1.8317 46 0.1283 1.8287 47 0.1265 1.8173 48 0.1251 1.8104 49 0.1223 1.8032 50 0.1202 1.7913 51 0.1149 1.7394 52 0.1119 1.6878 53 0.1038 1.6747 54 0.0967 1.6693 55 0.0819 1.6646 56 0.0776 1.6487 57 0.0730 1.5627 58 0.0726 1.5544 59 0.0482 1.5261 60 0.0256 1.5018 61 0.0174 1.4163 East Basin Sed Pond_210610 7/9/2021 2:53:31 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0925 17753 127306 717 Fail 0.0961 16198 123841 764 Fail 0.0997 15197 121296 798 Fail 0.1034 13945 118195 847 Fail 0.1070 12816 115157 898 Fail 0.1107 11978 112954 943 Fail 0.1143 10960 110131 1004 Fail 0.1179 10309 108056 1048 Fail 0.1216 9486 105425 1111 Fail 0.1252 8769 102944 1173 Fail 0.1289 8288 101105 1219 Fail 0.1325 7668 98795 1288 Fail 0.1361 7080 96528 1363 Fail 0.1398 6684 94838 1418 Fail 0.1434 6188 92656 1497 Fail 0.1471 5781 90539 1566 Fail 0.1507 5499 88999 1618 Fail 0.1543 5138 86967 1692 Fail 0.1580 4877 85555 1754 Fail 0.1616 4571 83630 1829 Fail 0.1653 4267 81769 1916 Fail 0.1689 4070 80379 1974 Fail 0.1725 3820 78561 2056 Fail 0.1762 3557 76829 2159 Fail 0.1798 3379 75588 2236 Fail 0.1835 3157 73941 2342 Fail 0.1871 2954 72380 2450 Fail 0.1907 2817 71182 2526 Fail 0.1944 2616 69663 2662 Fail 0.1980 2447 68187 2786 Fail 0.2017 2331 67097 2878 Fail 0.2053 2167 65685 3031 Fail 0.2089 2059 64658 3140 Fail 0.2126 1917 63311 3302 Fail 0.2162 1793 61942 3454 Fail 0.2199 1715 60958 3554 Fail 0.2235 1604 59696 3721 Fail 0.2271 1484 58541 3944 Fail 0.2308 1396 57600 4126 Fail 0.2344 1300 56402 4338 Fail 0.2380 1221 55226 4523 Fail 0.2417 1168 54392 4656 Fail 0.2453 1101 53237 4835 Fail 0.2490 1062 52403 4934 Fail 0.2526 1006 51397 5109 Fail 0.2562 930 50349 5413 Fail 0.2599 893 49601 5554 Fail 0.2635 843 48681 5774 Fail 0.2672 790 47740 6043 Fail 0.2708 748 47013 6285 Fail 0.2744 719 46093 6410 Fail 0.2781 670 45152 6739 Fail 0.2817 639 44510 6965 Fail 0.2854 599 43569 7273 Fail East Basin Sed Pond_210610 7/9/2021 2:53:31 PM Page 12 0.2890 565 42735 7563 Fail 0.2926 542 42093 7766 Fail 0.2963 499 41280 8272 Fail 0.2999 478 40681 8510 Fail 0.3036 440 39954 9080 Fail 0.3072 401 39163 9766 Fail 0.3108 378 38543 10196 Fail 0.3145 350 37751 10786 Fail 0.3181 323 37024 11462 Fail 0.3218 301 36511 12129 Fail 0.3254 276 35762 12957 Fail 0.3290 256 35078 13702 Fail 0.3327 239 34586 14471 Fail 0.3363 218 33944 15570 Fail 0.3400 203 33452 16478 Fail 0.3436 184 32832 17843 Fail 0.3472 158 32212 20387 Fail 0.3509 146 31762 21754 Fail 0.3545 132 31142 23592 Fail 0.3582 119 30586 25702 Fail 0.3618 110 30137 27397 Fail 0.3654 97 29581 30495 Fail 0.3691 91 29067 31941 Fail 0.3727 85 28682 33743 Fail 0.3764 77 28148 36555 Fail 0.3800 69 27720 40173 Fail 0.3836 63 27207 43185 Fail 0.3873 55 26715 48572 Fail 0.3909 48 26330 54854 Fail 0.3945 42 25859 61569 Fail 0.3982 38 25389 66813 Fail 0.4018 33 25025 75833 Fail 0.4055 28 24597 87846 Fail 0.4091 22 24105 109568 Fail 0.4127 21 23763 113157 Fail 0.4164 20 23335 116675 Fail 0.4200 19 22865 120342 Fail 0.4237 17 22565 132735 Fail 0.4273 14 22159 158278 Fail 0.4309 13 21859 168146 Fail 0.4346 9 21496 238844 Fail 0.4382 4 21094 527350 Fail 0.4419 3 20818 693933 Fail 0.4455 3 20443 681433 Fail 0.4491 3 20082 669400 Fail 0.4528 3 19791 659700 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. East Basin Sed Pond_210610 7/9/2021 2:53:32 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.5242 acre-feet On-line facility target flow:0.6671 cfs. Adjusted for 15 min:0.6671 cfs. Off-line facility target flow:0.3773 cfs. Adjusted for 15 min:0.3773 cfs. East Basin Sed Pond_210610 7/9/2021 2:53:32 PM Page 14 LID Report East Basin Sed Pond_210610 7/9/2021 2:57:22 PM Page 25 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT WEST BASIN WATER QUALITY West Basin WQ Sizing_210810 8/12/2021 11:52:59 AM Page 2 General Model Information Project Name:West Basin WQ Sizing_210810 Site Name:TG Renton-East Basin Site Address: City: Report Date:8/12/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year West Basin WQ Sizing_210810 8/12/2021 11:52:59 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 3.3 Pervious Total 3.3 Impervious Land Use acre Impervious Total 0 Basin Total 3.3 Element Flows To: Surface Interflow Groundwater West Basin WQ Sizing_210810 8/12/2021 11:52:59 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.89 Pervious Total 0.89 Impervious Land Use acre PARKING FLAT 2.41 Impervious Total 2.41 Basin Total 3.3 Element Flows To: Surface Interflow Groundwater West Basin WQ Sizing_210810 8/12/2021 11:52:59 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:3.3 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.89 Total Impervious Area:2.41 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.097023 5 year 0.152378 10 year 0.183749 25 year 0.216983 50 year 0.237549 100 year 0.255041 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.975727 5 year 1.253634 10 year 1.444944 25 year 1.69567 50 year 1.889311 100 year 2.089064 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.095 1.319 1950 0.119 1.307 1951 0.214 0.821 1952 0.067 0.671 1953 0.054 0.725 1954 0.084 0.795 1955 0.133 0.888 1956 0.106 0.877 1957 0.086 1.031 1958 0.096 0.795 West Basin WQ Sizing_210810 8/12/2021 11:53:32 AM Page 8 1959 0.083 0.779 1960 0.144 0.850 1961 0.082 0.870 1962 0.051 0.723 1963 0.070 0.842 1964 0.092 0.790 1965 0.066 1.071 1966 0.063 0.683 1967 0.132 1.188 1968 0.082 1.353 1969 0.081 0.973 1970 0.066 0.911 1971 0.071 1.088 1972 0.159 1.196 1973 0.072 0.639 1974 0.078 1.011 1975 0.106 1.074 1976 0.077 0.782 1977 0.009 0.783 1978 0.067 0.970 1979 0.041 1.325 1980 0.151 1.352 1981 0.060 1.011 1982 0.116 1.465 1983 0.104 1.134 1984 0.064 0.737 1985 0.038 1.013 1986 0.168 0.854 1987 0.149 1.310 1988 0.059 0.777 1989 0.038 0.972 1990 0.311 1.972 1991 0.187 1.517 1992 0.072 0.730 1993 0.075 0.616 1994 0.025 0.649 1995 0.108 0.891 1996 0.227 1.013 1997 0.190 0.966 1998 0.043 0.921 1999 0.178 2.002 2000 0.075 0.973 2001 0.013 1.015 2002 0.082 1.298 2003 0.105 1.009 2004 0.136 1.859 2005 0.097 0.853 2006 0.115 0.766 2007 0.231 1.758 2008 0.298 1.489 2009 0.146 1.190 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3110 2.0017 2 0.2978 1.9720 3 0.2309 1.8594 West Basin WQ Sizing_210810 8/12/2021 11:53:32 AM Page 9 4 0.2273 1.7576 5 0.2137 1.5171 6 0.1900 1.4895 7 0.1873 1.4650 8 0.1782 1.3535 9 0.1682 1.3520 10 0.1591 1.3248 11 0.1508 1.3192 12 0.1488 1.3097 13 0.1462 1.3066 14 0.1445 1.2980 15 0.1358 1.1964 16 0.1333 1.1901 17 0.1319 1.1880 18 0.1188 1.1341 19 0.1159 1.0878 20 0.1149 1.0737 21 0.1079 1.0709 22 0.1063 1.0307 23 0.1061 1.0150 24 0.1049 1.0135 25 0.1039 1.0133 26 0.0974 1.0115 27 0.0965 1.0107 28 0.0953 1.0088 29 0.0916 0.9734 30 0.0856 0.9732 31 0.0836 0.9722 32 0.0827 0.9699 33 0.0823 0.9663 34 0.0822 0.9208 35 0.0815 0.9114 36 0.0805 0.8914 37 0.0784 0.8879 38 0.0768 0.8774 39 0.0752 0.8701 40 0.0750 0.8541 41 0.0723 0.8532 42 0.0722 0.8501 43 0.0710 0.8424 44 0.0696 0.8213 45 0.0674 0.7951 46 0.0673 0.7946 47 0.0664 0.7898 48 0.0656 0.7831 49 0.0641 0.7818 50 0.0631 0.7790 51 0.0603 0.7774 52 0.0587 0.7658 53 0.0545 0.7370 54 0.0507 0.7301 55 0.0430 0.7253 56 0.0407 0.7228 57 0.0383 0.6829 58 0.0381 0.6711 59 0.0253 0.6487 60 0.0135 0.6386 61 0.0091 0.6156 West Basin WQ Sizing_210810 8/12/2021 11:53:32 AM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0485 17547 117553 669 Fail 0.0504 16159 114216 706 Fail 0.0523 14964 111008 741 Fail 0.0542 13854 107992 779 Fail 0.0561 12814 105105 820 Fail 0.0581 11811 102303 866 Fail 0.0600 10900 99650 914 Fail 0.0619 10121 97041 958 Fail 0.0638 9383 94517 1007 Fail 0.0657 8731 92100 1054 Fail 0.0676 8145 89854 1103 Fail 0.0695 7593 87544 1152 Fail 0.0714 7060 85299 1208 Fail 0.0733 6590 83138 1261 Fail 0.0752 6145 81085 1319 Fail 0.0772 5777 79139 1369 Fail 0.0791 5431 77214 1421 Fail 0.0810 5097 75396 1479 Fail 0.0829 4808 73535 1529 Fail 0.0848 4522 71802 1587 Fail 0.0867 4252 70112 1648 Fail 0.0886 4017 68508 1705 Fail 0.0905 3784 66883 1767 Fail 0.0924 3546 65321 1842 Fail 0.0943 3337 63824 1912 Fail 0.0962 3138 62370 1987 Fail 0.0982 2952 60958 2064 Fail 0.1001 2791 59653 2137 Fail 0.1020 2603 58242 2237 Fail 0.1039 2451 56916 2322 Fail 0.1058 2312 55611 2405 Fail 0.1077 2160 54328 2515 Fail 0.1096 2026 53108 2621 Fail 0.1115 1900 51953 2734 Fail 0.1134 1790 50798 2837 Fail 0.1153 1689 49708 2943 Fail 0.1173 1590 48660 3060 Fail 0.1192 1484 47526 3202 Fail 0.1211 1383 46478 3360 Fail 0.1230 1293 45515 3520 Fail 0.1249 1225 44489 3631 Fail 0.1268 1157 43590 3767 Fail 0.1287 1098 42649 3884 Fail 0.1306 1048 41708 3979 Fail 0.1325 997 40767 4088 Fail 0.1344 930 39912 4291 Fail 0.1363 884 38970 4408 Fail 0.1383 838 38158 4553 Fail 0.1402 790 37345 4727 Fail 0.1421 743 36553 4919 Fail 0.1440 714 35783 5011 Fail 0.1459 671 35013 5218 Fail 0.1478 630 34243 5435 Fail 0.1497 595 33559 5640 Fail West Basin WQ Sizing_210810 8/12/2021 11:53:32 AM Page 12 0.1516 566 32875 5808 Fail 0.1535 539 32212 5976 Fail 0.1554 497 31506 6339 Fail 0.1574 473 30885 6529 Fail 0.1593 436 30265 6941 Fail 0.1612 401 29623 7387 Fail 0.1631 370 29046 7850 Fail 0.1650 348 28447 8174 Fail 0.1669 324 27891 8608 Fail 0.1688 296 27313 9227 Fail 0.1707 272 26779 9845 Fail 0.1726 256 26223 10243 Fail 0.1745 235 25709 10940 Fail 0.1764 217 25153 11591 Fail 0.1784 198 24661 12455 Fail 0.1803 180 24127 13403 Fail 0.1822 158 23613 14944 Fail 0.1841 145 23164 15975 Fail 0.1860 130 22715 17473 Fail 0.1879 119 22244 18692 Fail 0.1898 109 21774 19976 Fail 0.1917 97 21382 22043 Fail 0.1936 91 20961 23034 Fail 0.1955 82 20542 25051 Fail 0.1975 76 20144 26505 Fail 0.1994 69 19765 28644 Fail 0.2013 61 19387 31781 Fail 0.2032 54 19023 35227 Fail 0.2051 48 18664 38883 Fail 0.2070 41 18309 44656 Fail 0.2089 38 17956 47252 Fail 0.2108 33 17622 53400 Fail 0.2127 27 17299 64070 Fail 0.2146 22 16983 77195 Fail 0.2165 21 16655 79309 Fail 0.2185 20 16335 81675 Fail 0.2204 19 16003 84226 Fail 0.2223 17 15680 92235 Fail 0.2242 14 15389 109921 Fail 0.2261 12 15103 125858 Fail 0.2280 8 14814 185175 Fail 0.2299 4 14547 363675 Fail 0.2318 3 14309 476966 Fail 0.2337 3 14042 468066 Fail 0.2356 3 13781 459366 Fail 0.2375 3 13548 451600 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. West Basin WQ Sizing_210810 8/12/2021 11:53:32 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.3246 acre-feet On-line facility target flow:0.3857 cfs. Adjusted for 15 min:0.3857 cfs. Off-line facility target flow:0.217 cfs. Adjusted for 15 min:0.217 cfs. West Basin WQ Sizing_210810 8/12/2021 11:53:32 AM Page 14 LID Report West Basin WQ Sizing_210810 8/12/2021 11:53:42 AM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT EAST BASIN WATER QUALITY East Basin WQ Sizing_210607 7/9/2021 3:07:46 PM Page 2 General Model Information Project Name:East Basin WQ Sizing_210607 Site Name:TG Renton-East Basin Site Address: City: Report Date:7/9/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year East Basin WQ Sizing_210607 7/9/2021 3:07:46 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 4.6 Pervious Total 4.6 Impervious Land Use acre Impervious Total 0 Basin Total 4.6 Element Flows To: Surface Interflow Groundwater East Basin WQ Sizing_210607 7/9/2021 3:07:46 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.46 Pervious Total 0.46 Impervious Land Use acre PARKING FLAT 4.14 Impervious Total 4.14 Basin Total 4.6 Element Flows To: Surface Interflow Groundwater East Basin WQ Sizing_210607 7/9/2021 3:07:46 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.6 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.46 Total Impervious Area:4.14 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.184931 5 year 0.290442 10 year 0.350236 25 year 0.413583 50 year 0.452783 100 year 0.486124 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 1.607989 5 year 2.041079 10 year 2.33645 25 year 2.720728 50 year 3.015611 100 year 3.318273 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.182 2.111 1950 0.227 2.220 1951 0.407 1.317 1952 0.128 1.141 1953 0.104 1.232 1954 0.159 1.308 1955 0.254 1.476 1956 0.202 1.455 1957 0.163 1.668 1958 0.184 1.327 East Basin WQ Sizing_210607 7/9/2021 3:09:57 PM Page 8 1959 0.158 1.337 1960 0.275 1.357 1961 0.155 1.420 1962 0.097 1.219 1963 0.133 1.375 1964 0.175 1.322 1965 0.125 1.723 1966 0.120 1.135 1967 0.251 1.962 1968 0.157 2.232 1969 0.153 1.569 1970 0.127 1.499 1971 0.135 1.788 1972 0.303 1.884 1973 0.138 1.097 1974 0.150 1.641 1975 0.203 1.844 1976 0.146 1.271 1977 0.017 1.343 1978 0.129 1.646 1979 0.078 2.256 1980 0.287 2.109 1981 0.115 1.676 1982 0.221 2.383 1983 0.198 1.910 1984 0.122 1.216 1985 0.073 1.674 1986 0.321 1.439 1987 0.284 2.216 1988 0.112 1.335 1989 0.073 1.670 1990 0.593 2.986 1991 0.357 2.355 1992 0.138 1.204 1993 0.143 1.034 1994 0.048 1.114 1995 0.206 1.483 1996 0.433 1.612 1997 0.362 1.556 1998 0.082 1.547 1999 0.340 3.226 2000 0.143 1.594 2001 0.026 1.723 2002 0.157 2.069 2003 0.200 1.608 2004 0.259 3.011 2005 0.186 1.378 2006 0.219 1.223 2007 0.440 2.822 2008 0.568 2.313 2009 0.279 2.041 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.5928 3.2259 2 0.5676 3.0113 3 0.4400 2.9857 East Basin WQ Sizing_210607 7/9/2021 3:09:57 PM Page 9 4 0.4333 2.8216 5 0.4072 2.3833 6 0.3622 2.3551 7 0.3569 2.3134 8 0.3397 2.2561 9 0.3205 2.2323 10 0.3033 2.2198 11 0.2874 2.2155 12 0.2835 2.1111 13 0.2787 2.1085 14 0.2754 2.0690 15 0.2588 2.0414 16 0.2541 1.9621 17 0.2515 1.9097 18 0.2265 1.8841 19 0.2209 1.8436 20 0.2190 1.7884 21 0.2056 1.7235 22 0.2026 1.7231 23 0.2022 1.6760 24 0.1999 1.6744 25 0.1981 1.6699 26 0.1857 1.6685 27 0.1839 1.6459 28 0.1817 1.6409 29 0.1747 1.6119 30 0.1632 1.6077 31 0.1594 1.5937 32 0.1577 1.5686 33 0.1569 1.5561 34 0.1567 1.5470 35 0.1553 1.4990 36 0.1535 1.4833 37 0.1495 1.4764 38 0.1465 1.4547 39 0.1434 1.4387 40 0.1430 1.4200 41 0.1378 1.3779 42 0.1377 1.3746 43 0.1353 1.3567 44 0.1327 1.3431 45 0.1285 1.3374 46 0.1283 1.3353 47 0.1265 1.3272 48 0.1251 1.3219 49 0.1223 1.3173 50 0.1202 1.3084 51 0.1149 1.2706 52 0.1119 1.2325 53 0.1038 1.2234 54 0.0967 1.2190 55 0.0819 1.2158 56 0.0776 1.2042 57 0.0730 1.1411 58 0.0726 1.1352 59 0.0482 1.1143 60 0.0256 1.0966 61 0.0174 1.0343 East Basin WQ Sizing_210607 7/9/2021 3:09:57 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0925 17753 102367 576 Fail 0.0961 16198 99116 611 Fail 0.0997 15197 96827 637 Fail 0.1034 13945 93747 672 Fail 0.1070 12816 90817 708 Fail 0.1107 11978 88699 740 Fail 0.1143 10960 85983 784 Fail 0.1179 10309 84015 814 Fail 0.1216 9486 81427 858 Fail 0.1252 8769 78946 900 Fail 0.1289 8288 77149 930 Fail 0.1325 7668 74904 976 Fail 0.1361 7080 72743 1027 Fail 0.1398 6684 71075 1063 Fail 0.1434 6188 69000 1115 Fail 0.1471 5781 67011 1159 Fail 0.1507 5499 65557 1192 Fail 0.1543 5138 63696 1239 Fail 0.1580 4877 62306 1277 Fail 0.1616 4571 60530 1324 Fail 0.1653 4267 58862 1379 Fail 0.1689 4070 57600 1415 Fail 0.1725 3820 55974 1465 Fail 0.1762 3557 54413 1529 Fail 0.1798 3379 53215 1574 Fail 0.1835 3157 51761 1639 Fail 0.1871 2954 50349 1704 Fail 0.1907 2817 49323 1750 Fail 0.1944 2616 48039 1836 Fail 0.1980 2447 46777 1911 Fail 0.2017 2331 45836 1966 Fail 0.2053 2167 44574 2056 Fail 0.2089 2059 43633 2119 Fail 0.2126 1917 42478 2215 Fail 0.2162 1793 41323 2304 Fail 0.2199 1715 40510 2362 Fail 0.2235 1604 39505 2462 Fail 0.2271 1484 38393 2587 Fail 0.2308 1396 37602 2693 Fail 0.2344 1300 36618 2816 Fail 0.2380 1221 35612 2916 Fail 0.2417 1168 34928 2990 Fail 0.2453 1101 34030 3090 Fail 0.2490 1062 33345 3139 Fail 0.2526 1006 32511 3231 Fail 0.2562 930 31677 3406 Fail 0.2599 893 31057 3477 Fail 0.2635 843 30287 3592 Fail 0.2672 790 29495 3733 Fail 0.2708 748 28960 3871 Fail 0.2744 719 28255 3929 Fail 0.2781 670 27506 4105 Fail 0.2817 639 26993 4224 Fail 0.2854 599 26287 4388 Fail East Basin WQ Sizing_210607 7/9/2021 3:09:57 PM Page 12 0.2890 565 25645 4538 Fail 0.2926 542 25175 4644 Fail 0.2963 499 24554 4920 Fail 0.2999 478 24062 5033 Fail 0.3036 440 23464 5332 Fail 0.3072 401 22843 5696 Fail 0.3108 378 22437 5935 Fail 0.3145 350 21881 6251 Fail 0.3181 323 21361 6613 Fail 0.3218 301 20952 6960 Fail 0.3254 276 20441 7406 Fail 0.3290 256 19930 7785 Fail 0.3327 239 19560 8184 Fail 0.3363 218 19113 8767 Fail 0.3400 203 18801 9261 Fail 0.3436 184 18364 9980 Fail 0.3472 158 17947 11358 Fail 0.3509 146 17635 12078 Fail 0.3545 132 17203 13032 Fail 0.3582 119 16797 14115 Fail 0.3618 110 16506 15005 Fail 0.3654 97 16095 16592 Fail 0.3691 91 15712 17265 Fail 0.3727 85 15460 18188 Fail 0.3764 77 15075 19577 Fail 0.3800 69 14807 21459 Fail 0.3836 63 14467 22963 Fail 0.3873 55 14147 25721 Fail 0.3909 48 13888 28933 Fail 0.3945 42 13599 32378 Fail 0.3982 38 13295 34986 Fail 0.4018 33 13107 39718 Fail 0.4055 28 12831 45825 Fail 0.4091 22 12577 57168 Fail 0.4127 21 12352 58819 Fail 0.4164 20 12087 60434 Fail 0.4200 19 11802 62115 Fail 0.4237 17 11618 68341 Fail 0.4273 14 11360 81142 Fail 0.4309 13 11171 85930 Fail 0.4346 9 10898 121088 Fail 0.4382 4 10647 266175 Fail 0.4419 3 10451 348366 Fail 0.4455 3 10228 340933 Fail 0.4491 3 9993 333100 Fail 0.4528 3 9835 327833 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. East Basin WQ Sizing_210607 7/9/2021 3:09:57 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.5242 acre-feet On-line facility target flow:0.6671 cfs. Adjusted for 15 min:0.6671 cfs. Off-line facility target flow:0.3773 cfs. Adjusted for 15 min:0.3773 cfs. East Basin WQ Sizing_210607 7/9/2021 3:09:57 PM Page 14 LID Report East Basin WQ Sizing_210607 7/9/2021 3:14:17 PM Page 25 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT WEST BASIN TO 8TH West Basin to 8th_210811 8/11/2021 10:17:31 PM Page 2 General Model Information Project Name:West Basin to 8th_210811 Site Name:TG Renton-East Basin Site Address: City: Report Date:8/11/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year West Basin to 8th_210811 8/11/2021 10:17:31 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 2.64 Pervious Total 2.64 Impervious Land Use acre Impervious Total 0 Basin Total 2.64 Element Flows To: Surface Interflow Groundwater West Basin to 8th_210811 8/11/2021 10:17:31 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.55 Pervious Total 0.55 Impervious Land Use acre ROOF TOPS FLAT 0.59 SIDEWALKS FLAT 1.19 PARKING FLAT 0.31 Impervious Total 2.09 Basin Total 2.64 Element Flows To: Surface Interflow Groundwater West Basin to 8th_210811 8/11/2021 10:17:31 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:2.64 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.55 Total Impervious Area:2.09 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.077618 5 year 0.121902 10 year 0.146999 25 year 0.173587 50 year 0.190039 100 year 0.204033 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.831966 5 year 1.063515 10 year 1.222291 25 year 1.429742 50 year 1.58953 100 year 1.754015 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.076 1.112 1950 0.095 1.128 1951 0.171 0.693 1952 0.054 0.580 1953 0.044 0.626 1954 0.067 0.678 1955 0.107 0.760 1956 0.085 0.750 1957 0.068 0.873 1958 0.077 0.681 West Basin to 8th_210811 8/11/2021 10:18:01 PM Page 8 1959 0.066 0.675 1960 0.116 0.716 1961 0.065 0.739 1962 0.041 0.622 1963 0.056 0.716 1964 0.073 0.674 1965 0.052 0.905 1966 0.050 0.584 1967 0.106 1.014 1968 0.066 1.155 1969 0.064 0.823 1970 0.053 0.777 1971 0.057 0.927 1972 0.127 1.002 1973 0.058 0.554 1974 0.063 0.857 1975 0.085 0.931 1976 0.061 0.663 1977 0.007 0.679 1978 0.054 0.834 1979 0.033 1.145 1980 0.121 1.128 1981 0.048 0.864 1982 0.093 1.243 1983 0.083 0.976 1984 0.051 0.629 1985 0.030 0.865 1986 0.135 0.735 1987 0.119 1.129 1988 0.047 0.674 1989 0.031 0.843 1990 0.249 1.627 1991 0.150 1.264 1992 0.058 0.623 1993 0.060 0.529 1994 0.020 0.563 1995 0.086 0.763 1996 0.182 0.852 1997 0.152 0.816 1998 0.034 0.791 1999 0.143 1.692 2000 0.060 0.828 2001 0.011 0.876 2002 0.066 1.092 2003 0.084 0.849 2004 0.109 1.575 2005 0.078 0.722 2006 0.092 0.645 2007 0.185 1.480 2008 0.238 1.241 2009 0.117 1.031 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2488 1.6918 2 0.2382 1.6268 3 0.1847 1.5746 West Basin to 8th_210811 8/11/2021 10:18:01 PM Page 9 4 0.1819 1.4802 5 0.1709 1.2635 6 0.1520 1.2428 7 0.1498 1.2408 8 0.1426 1.1545 9 0.1345 1.1448 10 0.1273 1.1287 11 0.1206 1.1281 12 0.1190 1.1279 13 0.1170 1.1119 14 0.1156 1.0923 15 0.1086 1.0315 16 0.1067 1.0139 17 0.1055 1.0020 18 0.0951 0.9755 19 0.0927 0.9310 20 0.0919 0.9267 21 0.0863 0.9046 22 0.0850 0.8759 23 0.0849 0.8727 24 0.0839 0.8651 25 0.0831 0.8644 26 0.0779 0.8567 27 0.0772 0.8520 28 0.0762 0.8489 29 0.0733 0.8431 30 0.0685 0.8336 31 0.0669 0.8278 32 0.0662 0.8226 33 0.0658 0.8164 34 0.0658 0.7913 35 0.0652 0.7766 36 0.0644 0.7631 37 0.0628 0.7599 38 0.0615 0.7500 39 0.0602 0.7391 40 0.0600 0.7348 41 0.0578 0.7217 42 0.0578 0.7157 43 0.0568 0.7155 44 0.0557 0.6928 45 0.0539 0.6813 46 0.0539 0.6787 47 0.0531 0.6776 48 0.0525 0.6754 49 0.0513 0.6741 50 0.0505 0.6738 51 0.0482 0.6629 52 0.0470 0.6450 53 0.0436 0.6287 54 0.0406 0.6262 55 0.0344 0.6228 56 0.0326 0.6221 57 0.0306 0.5843 58 0.0305 0.5796 59 0.0202 0.5626 60 0.0108 0.5537 61 0.0073 0.5290 West Basin to 8th_210811 8/11/2021 10:18:01 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0388 17560 121082 689 Fail 0.0403 16164 117788 728 Fail 0.0419 14966 114730 766 Fail 0.0434 13851 111671 806 Fail 0.0449 12816 108869 849 Fail 0.0464 11811 106153 898 Fail 0.0480 10900 103458 949 Fail 0.0495 10119 101019 998 Fail 0.0510 9385 98602 1050 Fail 0.0526 8731 96228 1102 Fail 0.0541 8145 93961 1153 Fail 0.0556 7593 91694 1207 Fail 0.0571 7060 89555 1268 Fail 0.0587 6590 87523 1328 Fail 0.0602 6147 85470 1390 Fail 0.0617 5777 83502 1445 Fail 0.0633 5431 81555 1501 Fail 0.0648 5097 79695 1563 Fail 0.0663 4808 77898 1620 Fail 0.0678 4524 76166 1683 Fail 0.0694 4252 74433 1750 Fail 0.0709 4017 72829 1813 Fail 0.0724 3782 71203 1882 Fail 0.0739 3546 69599 1962 Fail 0.0755 3337 68145 2042 Fail 0.0770 3138 66712 2125 Fail 0.0785 2952 65214 2209 Fail 0.0801 2785 63824 2291 Fail 0.0816 2597 62434 2404 Fail 0.0831 2447 61151 2499 Fail 0.0846 2304 59867 2598 Fail 0.0862 2160 58605 2713 Fail 0.0877 2024 57322 2832 Fail 0.0892 1898 56146 2958 Fail 0.0907 1790 54926 3068 Fail 0.0923 1687 53729 3184 Fail 0.0938 1583 52616 3323 Fail 0.0953 1483 51590 3478 Fail 0.0969 1379 50520 3663 Fail 0.0984 1292 49515 3832 Fail 0.0999 1217 48510 3986 Fail 0.1014 1155 47526 4114 Fail 0.1030 1098 46563 4240 Fail 0.1045 1050 45665 4349 Fail 0.1060 997 44681 4481 Fail 0.1075 930 43783 4707 Fail 0.1091 884 42927 4855 Fail 0.1106 837 42050 5023 Fail 0.1121 789 41238 5226 Fail 0.1137 743 40425 5440 Fail 0.1152 718 39591 5514 Fail 0.1167 668 38735 5798 Fail 0.1182 633 37944 5994 Fail 0.1198 596 37217 6244 Fail West Basin to 8th_210811 8/11/2021 10:18:01 PM Page 12 0.1213 569 36511 6416 Fail 0.1228 539 35741 6630 Fail 0.1244 497 35035 7049 Fail 0.1259 474 34350 7246 Fail 0.1274 434 33666 7757 Fail 0.1289 401 33046 8240 Fail 0.1305 370 32447 8769 Fail 0.1320 348 31827 9145 Fail 0.1335 323 31185 9654 Fail 0.1350 296 30586 10333 Fail 0.1366 273 30008 10991 Fail 0.1381 256 29431 11496 Fail 0.1396 235 28918 12305 Fail 0.1412 217 28340 13059 Fail 0.1427 198 27827 14054 Fail 0.1442 180 27271 15150 Fail 0.1457 158 26757 16934 Fail 0.1473 145 26287 18128 Fail 0.1488 130 25795 19842 Fail 0.1503 119 25282 21245 Fail 0.1518 109 24811 22762 Fail 0.1534 97 24340 25092 Fail 0.1549 91 23849 26207 Fail 0.1564 82 23378 28509 Fail 0.1580 76 22972 30226 Fail 0.1595 69 22565 32702 Fail 0.1610 61 22116 36255 Fail 0.1625 54 21752 40281 Fail 0.1641 48 21331 44439 Fail 0.1656 41 20937 51065 Fail 0.1671 38 20542 54057 Fail 0.1687 33 20140 61030 Fail 0.1702 27 19808 73362 Fail 0.1717 22 19425 88295 Fail 0.1732 21 19096 90933 Fail 0.1748 20 18775 93875 Fail 0.1763 19 18495 97342 Fail 0.1778 17 18142 106717 Fail 0.1793 14 17836 127400 Fail 0.1809 12 17511 145925 Fail 0.1824 8 17203 215037 Fail 0.1839 4 16931 423275 Fail 0.1855 3 16587 552900 Fail 0.1870 3 16298 543266 Fail 0.1885 3 16003 533433 Fail 0.1900 3 15714 523800 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. West Basin to 8th_210811 8/11/2021 10:18:01 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.2734 acre-feet On-line facility target flow:0.3356 cfs. Adjusted for 15 min:0.3356 cfs. Off-line facility target flow:0.189 cfs. Adjusted for 15 min:0.189 cfs. West Basin to 8th_210811 8/11/2021 10:18:01 PM Page 14 LID Report West Basin to 8th_210811 8/11/2021 10:18:24 PM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT WEST BASIN TO LOGAN West Basin to Logan_210811 8/11/2021 10:42:44 PM Page 2 General Model Information Project Name:West Basin to Logan_210811 Site Name:TG Renton-East Basin Site Address: City: Report Date:8/11/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year West Basin to Logan_210811 8/11/2021 10:42:44 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 3.3 Pervious Total 3.3 Impervious Land Use acre Impervious Total 0 Basin Total 3.3 Element Flows To: Surface Interflow Groundwater West Basin to Logan_210811 8/11/2021 10:42:44 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.89 Pervious Total 0.89 Impervious Land Use acre PARKING FLAT 2.41 Impervious Total 2.41 Basin Total 3.3 Element Flows To: Surface Interflow Groundwater West Basin to Logan_210811 8/11/2021 10:42:44 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:3.3 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.89 Total Impervious Area:2.41 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.097023 5 year 0.152378 10 year 0.183749 25 year 0.216983 50 year 0.237549 100 year 0.255041 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.975727 5 year 1.253634 10 year 1.444944 25 year 1.69567 50 year 1.889311 100 year 2.089064 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.095 1.319 1950 0.119 1.307 1951 0.214 0.821 1952 0.067 0.671 1953 0.054 0.725 1954 0.084 0.795 1955 0.133 0.888 1956 0.106 0.877 1957 0.086 1.031 1958 0.096 0.795 West Basin to Logan_210811 8/11/2021 10:43:14 PM Page 8 1959 0.083 0.779 1960 0.144 0.850 1961 0.082 0.870 1962 0.051 0.723 1963 0.070 0.842 1964 0.092 0.790 1965 0.066 1.071 1966 0.063 0.683 1967 0.132 1.188 1968 0.082 1.353 1969 0.081 0.973 1970 0.066 0.911 1971 0.071 1.088 1972 0.159 1.196 1973 0.072 0.639 1974 0.078 1.011 1975 0.106 1.074 1976 0.077 0.782 1977 0.009 0.783 1978 0.067 0.970 1979 0.041 1.325 1980 0.151 1.352 1981 0.060 1.011 1982 0.116 1.465 1983 0.104 1.134 1984 0.064 0.737 1985 0.038 1.013 1986 0.168 0.854 1987 0.149 1.310 1988 0.059 0.777 1989 0.038 0.972 1990 0.311 1.972 1991 0.187 1.517 1992 0.072 0.730 1993 0.075 0.616 1994 0.025 0.649 1995 0.108 0.891 1996 0.227 1.013 1997 0.190 0.966 1998 0.043 0.921 1999 0.178 2.002 2000 0.075 0.973 2001 0.013 1.015 2002 0.082 1.298 2003 0.105 1.009 2004 0.136 1.859 2005 0.097 0.853 2006 0.115 0.766 2007 0.231 1.758 2008 0.298 1.489 2009 0.146 1.190 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3110 2.0017 2 0.2978 1.9720 3 0.2309 1.8594 West Basin to Logan_210811 8/11/2021 10:43:14 PM Page 9 4 0.2273 1.7576 5 0.2137 1.5171 6 0.1900 1.4895 7 0.1873 1.4650 8 0.1782 1.3535 9 0.1682 1.3520 10 0.1591 1.3248 11 0.1508 1.3192 12 0.1488 1.3097 13 0.1462 1.3066 14 0.1445 1.2980 15 0.1358 1.1964 16 0.1333 1.1901 17 0.1319 1.1880 18 0.1188 1.1341 19 0.1159 1.0878 20 0.1149 1.0737 21 0.1079 1.0709 22 0.1063 1.0307 23 0.1061 1.0150 24 0.1049 1.0135 25 0.1039 1.0133 26 0.0974 1.0115 27 0.0965 1.0107 28 0.0953 1.0088 29 0.0916 0.9734 30 0.0856 0.9732 31 0.0836 0.9722 32 0.0827 0.9699 33 0.0823 0.9663 34 0.0822 0.9208 35 0.0815 0.9114 36 0.0805 0.8914 37 0.0784 0.8879 38 0.0768 0.8774 39 0.0752 0.8701 40 0.0750 0.8541 41 0.0723 0.8532 42 0.0722 0.8501 43 0.0710 0.8424 44 0.0696 0.8213 45 0.0674 0.7951 46 0.0673 0.7946 47 0.0664 0.7898 48 0.0656 0.7831 49 0.0641 0.7818 50 0.0631 0.7790 51 0.0603 0.7774 52 0.0587 0.7658 53 0.0545 0.7370 54 0.0507 0.7301 55 0.0430 0.7253 56 0.0407 0.7228 57 0.0383 0.6829 58 0.0381 0.6711 59 0.0253 0.6487 60 0.0135 0.6386 61 0.0091 0.6156 West Basin to Logan_210811 8/11/2021 10:43:14 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0485 17547 117553 669 Fail 0.0504 16159 114216 706 Fail 0.0523 14964 111008 741 Fail 0.0542 13854 107992 779 Fail 0.0561 12814 105105 820 Fail 0.0581 11811 102303 866 Fail 0.0600 10900 99650 914 Fail 0.0619 10121 97041 958 Fail 0.0638 9383 94517 1007 Fail 0.0657 8731 92100 1054 Fail 0.0676 8145 89854 1103 Fail 0.0695 7593 87544 1152 Fail 0.0714 7060 85299 1208 Fail 0.0733 6590 83138 1261 Fail 0.0752 6145 81085 1319 Fail 0.0772 5777 79139 1369 Fail 0.0791 5431 77214 1421 Fail 0.0810 5097 75396 1479 Fail 0.0829 4808 73535 1529 Fail 0.0848 4522 71802 1587 Fail 0.0867 4252 70112 1648 Fail 0.0886 4017 68508 1705 Fail 0.0905 3784 66883 1767 Fail 0.0924 3546 65321 1842 Fail 0.0943 3337 63824 1912 Fail 0.0962 3138 62370 1987 Fail 0.0982 2952 60958 2064 Fail 0.1001 2791 59653 2137 Fail 0.1020 2603 58242 2237 Fail 0.1039 2451 56916 2322 Fail 0.1058 2312 55611 2405 Fail 0.1077 2160 54328 2515 Fail 0.1096 2026 53108 2621 Fail 0.1115 1900 51953 2734 Fail 0.1134 1790 50798 2837 Fail 0.1153 1689 49708 2943 Fail 0.1173 1590 48660 3060 Fail 0.1192 1484 47526 3202 Fail 0.1211 1383 46478 3360 Fail 0.1230 1293 45515 3520 Fail 0.1249 1225 44489 3631 Fail 0.1268 1157 43590 3767 Fail 0.1287 1098 42649 3884 Fail 0.1306 1048 41708 3979 Fail 0.1325 997 40767 4088 Fail 0.1344 930 39912 4291 Fail 0.1363 884 38970 4408 Fail 0.1383 838 38158 4553 Fail 0.1402 790 37345 4727 Fail 0.1421 743 36553 4919 Fail 0.1440 714 35783 5011 Fail 0.1459 671 35013 5218 Fail 0.1478 630 34243 5435 Fail 0.1497 595 33559 5640 Fail West Basin to Logan_210811 8/11/2021 10:43:14 PM Page 12 0.1516 566 32875 5808 Fail 0.1535 539 32212 5976 Fail 0.1554 497 31506 6339 Fail 0.1574 473 30885 6529 Fail 0.1593 436 30265 6941 Fail 0.1612 401 29623 7387 Fail 0.1631 370 29046 7850 Fail 0.1650 348 28447 8174 Fail 0.1669 324 27891 8608 Fail 0.1688 296 27313 9227 Fail 0.1707 272 26779 9845 Fail 0.1726 256 26223 10243 Fail 0.1745 235 25709 10940 Fail 0.1764 217 25153 11591 Fail 0.1784 198 24661 12455 Fail 0.1803 180 24127 13403 Fail 0.1822 158 23613 14944 Fail 0.1841 145 23164 15975 Fail 0.1860 130 22715 17473 Fail 0.1879 119 22244 18692 Fail 0.1898 109 21774 19976 Fail 0.1917 97 21382 22043 Fail 0.1936 91 20961 23034 Fail 0.1955 82 20542 25051 Fail 0.1975 76 20144 26505 Fail 0.1994 69 19765 28644 Fail 0.2013 61 19387 31781 Fail 0.2032 54 19023 35227 Fail 0.2051 48 18664 38883 Fail 0.2070 41 18309 44656 Fail 0.2089 38 17956 47252 Fail 0.2108 33 17622 53400 Fail 0.2127 27 17299 64070 Fail 0.2146 22 16983 77195 Fail 0.2165 21 16655 79309 Fail 0.2185 20 16335 81675 Fail 0.2204 19 16003 84226 Fail 0.2223 17 15680 92235 Fail 0.2242 14 15389 109921 Fail 0.2261 12 15103 125858 Fail 0.2280 8 14814 185175 Fail 0.2299 4 14547 363675 Fail 0.2318 3 14309 476966 Fail 0.2337 3 14042 468066 Fail 0.2356 3 13781 459366 Fail 0.2375 3 13548 451600 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. West Basin to Logan_210811 8/11/2021 10:43:14 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.3246 acre-feet On-line facility target flow:0.3857 cfs. Adjusted for 15 min:0.3857 cfs. Off-line facility target flow:0.217 cfs. Adjusted for 15 min:0.217 cfs. West Basin to Logan_210811 8/11/2021 10:43:14 PM Page 14 LID Report West Basin to Logan_210811 8/11/2021 10:43:24 PM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT EAST BASIN TO PARK East Basin to Park_210812 8/12/2021 9:48:26 AM Page 2 General Model Information Project Name:East Basin to Park_210812 Site Name:TG Renton-East Basin Site Address: City: Report Date:8/12/2021 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2019/09/13 Version:4.2.17 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year East Basin to Park_210812 8/12/2021 9:48:26 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 9.08 Pervious Total 9.08 Impervious Land Use acre Impervious Total 0 Basin Total 9.08 Element Flows To: Surface Interflow Groundwater East Basin to Park_210812 8/12/2021 9:48:26 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.99 Pervious Total 0.99 Impervious Land Use acre PARKING FLAT 8.09 Impervious Total 8.09 Basin Total 9.08 Element Flows To: Surface Interflow Groundwater East Basin to Park_210812 8/12/2021 9:48:26 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:9.08 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.99 Total Impervious Area:8.09 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.26696 5 year 0.41927 10 year 0.505587 25 year 0.597033 50 year 0.65362 100 year 0.701749 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 3.147996 5 year 3.997918 10 year 4.577799 25 year 5.332459 50 year 5.911721 100 year 6.50639 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.262 4.139 1950 0.327 4.340 1951 0.588 2.582 1952 0.185 2.231 1953 0.150 2.410 1954 0.230 2.562 1955 0.367 2.889 1956 0.292 2.847 1957 0.236 3.269 1958 0.265 2.597 East Basin to Park_210812 8/12/2021 9:48:56 AM Page 8 1959 0.228 2.613 1960 0.397 2.660 1961 0.224 2.781 1962 0.140 2.384 1963 0.192 2.692 1964 0.252 2.584 1965 0.181 3.378 1966 0.174 2.222 1967 0.363 3.841 1968 0.226 4.370 1969 0.222 3.074 1970 0.183 2.935 1971 0.195 3.502 1972 0.438 3.696 1973 0.199 2.143 1974 0.216 3.215 1975 0.292 3.603 1976 0.211 2.489 1977 0.025 2.625 1978 0.186 3.217 1979 0.112 4.410 1980 0.415 4.138 1981 0.166 3.280 1982 0.319 4.669 1983 0.286 3.735 1984 0.176 2.380 1985 0.105 3.278 1986 0.463 2.814 1987 0.409 4.332 1988 0.162 2.609 1989 0.105 3.263 1990 0.856 5.869 1991 0.515 4.623 1992 0.199 2.357 1993 0.207 2.023 1994 0.070 2.178 1995 0.297 2.903 1996 0.626 3.161 1997 0.523 3.050 1998 0.118 3.026 1999 0.490 6.322 2000 0.206 3.121 2001 0.037 3.369 2002 0.226 4.057 2003 0.289 3.152 2004 0.374 5.900 2005 0.268 2.700 2006 0.316 2.399 2007 0.635 5.530 2008 0.819 4.541 2009 0.402 3.989 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.8558 6.3219 2 0.8194 5.9000 3 0.6352 5.8687 East Basin to Park_210812 8/12/2021 9:48:56 AM Page 9 4 0.6255 5.5297 5 0.5879 4.6686 6 0.5229 4.6234 7 0.5153 4.5415 8 0.4904 4.4103 9 0.4627 4.3701 10 0.4378 4.3397 11 0.4149 4.3323 12 0.4093 4.1385 13 0.4023 4.1385 14 0.3975 4.0567 15 0.3736 3.9894 16 0.3669 3.8408 17 0.3630 3.7350 18 0.3270 3.6963 19 0.3189 3.6026 20 0.3161 3.5015 21 0.2968 3.3777 22 0.2924 3.3688 23 0.2919 3.2803 24 0.2886 3.2775 25 0.2859 3.2691 26 0.2680 3.2631 27 0.2654 3.2170 28 0.2622 3.2146 29 0.2522 3.1608 30 0.2356 3.1522 31 0.2301 3.1210 32 0.2277 3.0740 33 0.2264 3.0497 34 0.2262 3.0260 35 0.2243 2.9350 36 0.2215 2.9027 37 0.2158 2.8893 38 0.2114 2.8471 39 0.2070 2.8137 40 0.2064 2.7812 41 0.1989 2.7001 42 0.1987 2.6923 43 0.1954 2.6600 44 0.1916 2.6248 45 0.1855 2.6135 46 0.1853 2.6093 47 0.1827 2.5967 48 0.1805 2.5841 49 0.1765 2.5821 50 0.1736 2.5616 51 0.1658 2.4890 52 0.1615 2.4096 53 0.1498 2.3986 54 0.1395 2.3840 55 0.1183 2.3800 56 0.1121 2.3574 57 0.1054 2.2308 58 0.1047 2.2216 59 0.0696 2.1775 60 0.0370 2.1429 61 0.0252 2.0230 East Basin to Park_210812 8/12/2021 9:48:56 AM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.1335 17706 126664 715 Fail 0.1387 16352 123606 755 Fail 0.1440 15180 120718 795 Fail 0.1492 13896 117489 845 Fail 0.1545 12906 114815 889 Fail 0.1597 11950 112291 939 Fail 0.1650 10898 109340 1003 Fail 0.1703 10149 106965 1053 Fail 0.1755 9450 104677 1107 Fail 0.1808 8825 102538 1161 Fail 0.1860 8145 100035 1228 Fail 0.1913 7623 98003 1285 Fail 0.1965 7107 96014 1350 Fail 0.2018 6650 94089 1414 Fail 0.2070 6147 91822 1493 Fail 0.2123 5792 89983 1553 Fail 0.2175 5467 88186 1613 Fail 0.2228 5155 86454 1677 Fail 0.2281 4808 84486 1757 Fail 0.2333 4543 82817 1822 Fail 0.2386 4276 81149 1897 Fail 0.2438 4045 79545 1966 Fail 0.2491 3784 77727 2054 Fail 0.2543 3557 76208 2142 Fail 0.2596 3360 74775 2225 Fail 0.2648 3166 73364 2317 Fail 0.2701 2954 71695 2427 Fail 0.2753 2791 70305 2518 Fail 0.2806 2616 69022 2638 Fail 0.2858 2468 67738 2744 Fail 0.2911 2308 66220 2869 Fail 0.2964 2165 65043 3004 Fail 0.3016 2045 63824 3120 Fail 0.3069 1917 62648 3268 Fail 0.3121 1790 61258 3422 Fail 0.3174 1697 60124 3542 Fail 0.3226 1602 59097 3688 Fail 0.3279 1498 58028 3873 Fail 0.3331 1382 56766 4107 Fail 0.3384 1296 55696 4297 Fail 0.3436 1228 54734 4457 Fail 0.3489 1167 53729 4604 Fail 0.3541 1098 52510 4782 Fail 0.3594 1050 51654 4919 Fail 0.3647 1004 50756 5055 Fail 0.3699 943 49836 5284 Fail 0.3752 884 48873 5528 Fail 0.3804 841 48039 5712 Fail 0.3857 793 47162 5947 Fail 0.3909 747 46392 6210 Fail 0.3962 713 45408 6368 Fail 0.4014 673 44638 6632 Fail 0.4067 634 43826 6912 Fail 0.4119 601 43056 7164 Fail East Basin to Park_210812 8/12/2021 9:48:56 AM Page 12 0.4172 567 42179 7438 Fail 0.4224 540 41473 7680 Fail 0.4277 502 40746 8116 Fail 0.4330 477 40083 8403 Fail 0.4382 436 39313 9016 Fail 0.4435 403 38585 9574 Fail 0.4487 374 37901 10133 Fail 0.4540 352 37259 10584 Fail 0.4592 323 36489 11296 Fail 0.4645 298 35848 12029 Fail 0.4697 277 35227 12717 Fail 0.4750 260 34650 13326 Fail 0.4802 235 33987 14462 Fail 0.4855 218 33409 15325 Fail 0.4907 202 32875 16274 Fail 0.4960 180 32212 17895 Fail 0.5013 158 31677 20048 Fail 0.5065 146 31142 21330 Fail 0.5118 132 30672 23236 Fail 0.5170 119 30073 25271 Fail 0.5223 109 29559 27118 Fail 0.5275 97 29110 30010 Fail 0.5328 93 28661 30818 Fail 0.5380 82 28083 34247 Fail 0.5433 76 27613 36332 Fail 0.5485 69 27185 39398 Fail 0.5538 63 26736 42438 Fail 0.5590 54 26180 48481 Fail 0.5643 48 25795 53739 Fail 0.5696 42 25389 60450 Fail 0.5748 38 24982 65742 Fail 0.5801 33 24490 74212 Fail 0.5853 27 24084 89200 Fail 0.5906 23 23677 102943 Fail 0.5958 21 23314 111019 Fail 0.6011 20 22822 114110 Fail 0.6063 19 22480 118315 Fail 0.6116 17 22137 130217 Fail 0.6168 14 21795 155678 Fail 0.6221 12 21380 178166 Fail 0.6274 9 21040 233777 Fail 0.6326 4 20702 517550 Fail 0.6379 3 20381 679366 Fail 0.6431 3 19986 666200 Fail 0.6484 3 19658 655266 Fail 0.6536 3 19376 645866 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. East Basin to Park_210812 8/12/2021 9:48:56 AM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:1.0267 acre-feet On-line facility target flow:1.3035 cfs. Adjusted for 15 min:1.3035 cfs. Off-line facility target flow:0.7369 cfs. Adjusted for 15 min:0.7369 cfs. East Basin to Park_210812 8/12/2021 9:48:56 AM Page 14 LID Report East Basin to Park_210812 8/12/2021 9:49:06 AM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2021; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com WWHM2012 PROJECT REPORT OUTFIELD PUMP BASIN Pump Sizing 200415 4/15/2020 8:31:39 PM Page 2 General Model Information Project Name:Pump Sizing 200415 Site Name: Site Address: City: Report Date:4/15/2020 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2018/10/10 Version:4.2.16 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year Pump Sizing 200415 4/15/2020 8:31:39 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 1.82 Pervious Total 1.82 Impervious Land Use acre Impervious Total 0 Basin Total 1.82 Element Flows To: Surface Interflow Groundwater Pump Sizing 200415 4/15/2020 8:31:39 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre SIDEWALKS FLAT 1.82 Impervious Total 1.82 Basin Total 1.82 Element Flows To: Surface Interflow Groundwater Pump Sizing 200415 4/15/2020 8:31:40 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.82 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:1.82 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.05351 5 year 0.084039 10 year 0.10134 25 year 0.11967 50 year 0.131012 100 year 0.140659 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.693902 5 year 0.876478 10 year 1.000526 25 year 1.161434 50 year 1.284589 100 year 1.410735 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.053 0.899 1950 0.066 0.971 1951 0.118 0.561 1952 0.037 0.499 1953 0.030 0.539 1954 0.046 0.564 1955 0.074 0.640 1956 0.059 0.630 1957 0.047 0.714 1958 0.053 0.576 MIN REQUIRED FLOW FOR PUMP SIZING. SEE APPENDIX I FOR PUMP SIZING CALCUALTIONS. Pump Sizing 200415 4/15/2020 8:33:00 PM Page 8 1959 0.046 0.588 1960 0.080 0.577 1961 0.045 0.610 1962 0.028 0.532 1963 0.038 0.591 1964 0.051 0.579 1965 0.036 0.736 1966 0.035 0.492 1967 0.073 0.848 1968 0.045 0.964 1969 0.044 0.670 1970 0.037 0.646 1971 0.039 0.771 1972 0.088 0.796 1973 0.040 0.482 1974 0.043 0.703 1975 0.059 0.810 1976 0.042 0.545 1977 0.005 0.590 1978 0.037 0.722 1979 0.022 0.988 1980 0.083 0.886 1981 0.033 0.725 1982 0.064 1.023 1983 0.057 0.832 1984 0.035 0.525 1985 0.021 0.723 1986 0.093 0.627 1987 0.082 0.968 1988 0.032 0.587 1989 0.021 0.734 1990 0.172 1.237 1991 0.103 0.988 1992 0.040 0.520 1993 0.041 0.450 1994 0.014 0.490 1995 0.059 0.643 1996 0.125 0.684 1997 0.105 0.664 1998 0.024 0.674 1999 0.098 1.378 2000 0.041 0.686 2001 0.007 0.754 2002 0.045 0.879 2003 0.058 0.683 2004 0.075 1.289 2005 0.054 0.589 2006 0.063 0.520 2007 0.127 1.205 2008 0.164 0.971 2009 0.081 0.897 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1715 1.3779 2 0.1642 1.2892 3 0.1273 1.2365 Pump Sizing 200415 4/15/2020 8:33:00 PM Page 9 4 0.1254 1.2050 5 0.1178 1.0225 6 0.1048 0.9881 7 0.1033 0.9878 8 0.0983 0.9712 9 0.0927 0.9706 10 0.0877 0.9675 11 0.0832 0.9638 12 0.0820 0.8987 13 0.0806 0.8969 14 0.0797 0.8864 15 0.0749 0.8791 16 0.0735 0.8477 17 0.0728 0.8322 18 0.0655 0.8103 19 0.0639 0.7959 20 0.0634 0.7710 21 0.0595 0.7536 22 0.0586 0.7357 23 0.0585 0.7340 24 0.0578 0.7251 25 0.0573 0.7235 26 0.0537 0.7218 27 0.0532 0.7142 28 0.0526 0.7033 29 0.0505 0.6858 30 0.0472 0.6842 31 0.0461 0.6830 32 0.0456 0.6735 33 0.0454 0.6700 34 0.0453 0.6645 35 0.0449 0.6464 36 0.0444 0.6430 37 0.0433 0.6398 38 0.0424 0.6295 39 0.0415 0.6271 40 0.0414 0.6101 41 0.0399 0.5906 42 0.0398 0.5901 43 0.0392 0.5891 44 0.0384 0.5878 45 0.0372 0.5870 46 0.0371 0.5791 47 0.0366 0.5768 48 0.0362 0.5763 49 0.0354 0.5643 50 0.0348 0.5614 51 0.0332 0.5449 52 0.0324 0.5393 53 0.0300 0.5316 54 0.0280 0.5250 55 0.0237 0.5204 56 0.0225 0.5199 57 0.0211 0.4994 58 0.0210 0.4919 59 0.0139 0.4899 60 0.0074 0.4820 61 0.0050 0.4503 Pump Sizing 200415 4/15/2020 8:33:01 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0268 17556 131691 750 Fail 0.0278 16168 128696 795 Fail 0.0289 14964 125788 840 Fail 0.0299 13854 122943 887 Fail 0.0310 12816 120184 937 Fail 0.0320 11807 117617 996 Fail 0.0331 10900 115157 1056 Fail 0.0341 10121 112783 1114 Fail 0.0352 9388 110409 1176 Fail 0.0362 8731 108120 1238 Fail 0.0373 8147 105939 1300 Fail 0.0383 7597 103821 1366 Fail 0.0394 7060 101853 1442 Fail 0.0404 6590 99928 1516 Fail 0.0415 6149 97939 1592 Fail 0.0426 5777 96121 1663 Fail 0.0436 5431 94325 1736 Fail 0.0447 5099 92592 1815 Fail 0.0457 4808 90795 1888 Fail 0.0468 4524 89127 1970 Fail 0.0478 4254 87416 2054 Fail 0.0489 4017 85726 2134 Fail 0.0499 3782 84144 2224 Fail 0.0510 3546 82646 2330 Fail 0.0520 3339 81128 2429 Fail 0.0531 3138 79631 2537 Fail 0.0541 2952 78197 2648 Fail 0.0552 2787 76764 2754 Fail 0.0562 2597 75331 2900 Fail 0.0573 2447 73984 3023 Fail 0.0583 2304 72636 3152 Fail 0.0594 2160 71374 3304 Fail 0.0605 2025 70134 3463 Fail 0.0615 1898 68872 3628 Fail 0.0626 1790 67653 3779 Fail 0.0636 1687 66476 3940 Fail 0.0647 1586 65321 4118 Fail 0.0657 1483 64166 4326 Fail 0.0668 1379 63033 4570 Fail 0.0678 1292 61921 4792 Fail 0.0689 1219 60830 4990 Fail 0.0699 1154 59824 5184 Fail 0.0710 1098 58819 5356 Fail 0.0720 1048 57835 5518 Fail 0.0731 997 56894 5706 Fail 0.0741 930 55868 6007 Fail 0.0752 883 54905 6218 Fail 0.0763 837 53943 6444 Fail 0.0773 789 53044 6722 Fail 0.0784 743 52125 7015 Fail 0.0794 713 51290 7193 Fail 0.0805 668 50456 7553 Fail 0.0815 630 49622 7876 Fail 0.0826 596 48831 8193 Fail Pump Sizing 200415 4/15/2020 8:33:01 PM Page 12 0.0836 565 48061 8506 Fail 0.0847 539 47269 8769 Fail 0.0857 497 46499 9355 Fail 0.0868 473 45708 9663 Fail 0.0878 434 44981 10364 Fail 0.0889 399 44211 11080 Fail 0.0899 366 43483 11880 Fail 0.0910 348 42756 12286 Fail 0.0920 323 42093 13031 Fail 0.0931 296 41387 13982 Fail 0.0942 272 40788 14995 Fail 0.0952 256 40125 15673 Fail 0.0963 235 39505 16810 Fail 0.0973 217 38885 17919 Fail 0.0984 195 38222 19601 Fail 0.0994 180 37580 20877 Fail 0.1005 158 37003 23419 Fail 0.1015 145 36382 25091 Fail 0.1026 130 35805 27542 Fail 0.1036 119 35206 29584 Fail 0.1047 110 34693 31539 Fail 0.1057 97 34137 35192 Fail 0.1068 92 33645 36570 Fail 0.1078 82 33088 40351 Fail 0.1089 77 32575 42305 Fail 0.1099 69 32019 46404 Fail 0.1110 61 31506 51649 Fail 0.1121 55 31078 56505 Fail 0.1131 48 30565 63677 Fail 0.1142 41 30115 73451 Fail 0.1152 38 29645 78013 Fail 0.1163 33 29217 88536 Fail 0.1173 27 28704 106311 Fail 0.1184 22 28340 128818 Fail 0.1194 21 27891 132814 Fail 0.1205 20 27442 137210 Fail 0.1215 19 27014 142178 Fail 0.1226 17 26608 156517 Fail 0.1236 14 26201 187150 Fail 0.1247 12 25816 215133 Fail 0.1257 9 25389 282100 Fail 0.1268 4 25025 625625 Fail 0.1279 3 24640 821333 Fail 0.1289 3 24255 808500 Fail 0.1300 3 23913 797100 Fail 0.1310 3 23485 782833 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Pump Sizing 200415 4/15/2020 8:33:01 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Pump Sizing 200415 4/15/2020 8:33:01 PM Page 14 LID Report Pump Sizing 200415 4/15/2020 8:37:37 PM Page 22 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com NAVIX TopGolf Renton – Renton, WA APPENDIX E TESC SEDIMENT POND SIZING TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E Per Section D.2.1.5.2: Sediment Pond of the City of Renton Surface Water Design Manual: Determining Pond Geometry: (Pg D-49) 1. “Obtain the discharge from the hydrologic calculations for the 2-year and 10-year peak flows using the approved model with 15-minute time steps (Q2 and Q10). The approved model 10-year 15-minute peak flow shall be used if the project size, expected timing and duration of construction, or downstream conditions warrant a higher level of protection, or if the pond discharge path leaves the site (note provisions must be made to prevent increases in the existing site conditions 2-year and 10-year runoff peaks discharging from the project site during construction, see Section D.3.9, Flow Control). If no hydrologic analysis is required, the Rational Method may be used (Section 3.2.1 of the SWDM).” NAVIX: West Basin Pond Q10 = 2.63 cfs. East Basin Pond Q10 = 3.20 cfs. See Appendix D for WHMM models used to obtain 10-year peak flow rates. 2. “Determine the required surface area at the top of the riser pipe with the equation: SA = 2 x Q10/0.00096 or 2080 square feet per cfs of inflow See Section D.2.1.5.1 for more information on the derivation of the surface area calculation.” NAVIX: Both sediment pond surface areas were sized to the above design criteria. Following the above equation, the West Basin pond has a surface area of SAw = 5470 sf and the East Basin pond has a surface area of SAe= 5221 sf. See calculations below. West Basin Surface Area SAw = Q10 x 2080 sf/cfs SAw = 2.63 cfs x 2080 sf/cfs SAw = 5470.40 sf SAw = 5470 sf East Basin Surface Area SAe = Q10 x 2080 sf/cfs SAe = 3.20 cfs x 2080 sf/cfs SAe = 6,656 sf TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E SAe = 6,656 sf 3. “The basic geometry of the pond can now be determined using the following design criteria: · Required surface area SA (from Step 2 above) at the top of the riser · Minimum 3.5-foot depth from the top of the riser to the bottom of the pond · Maximum 3:1 interior side slopes and maximum 2:1 exterior slopes. The interior slopes may be increased to a maximum of 2:1 if fencing is provided at or above the maximum water surface · One foot of freeboard between the top of the riser and the crest of the emergency spillway · Flat bottom · Length-to-width ratio between 3:1 and 6:1.” NAVIX: Both sediment ponds were sized to the above design criteria. · The required surfaces areas for each pond from Step 2 above have been provided. · The depth from the top of the riser to the bottom of the pond is 3.5 feet. · The interior side and exterior slopes are 2:1 and fencing will be provided above the maximum water surface. · There is one foot of freeboard between the top of the riser and the crest of the emergency spillway. · Both ponds have a flat bottom. · The length-to-width ratio of the pond is 3:1. Sizing of Discharge Mechanisms: (Pg D-49) “Principal Spillway: Determine the required diameter for the principal spillway (riser pipe). The diameter shall be the minimum necessary to pass the developed condition 10-year peak flow using the approved model with 15-minute time steps (). Use Figure 5.1.4.H (SWDM Chapter 5) to determine this diameter (h = one foot). Note: A permanent control structure may be used instead of a temporary riser.” NAVIX: A temporary riser will be for the principal spillway. Following Figure 5.1.4.H with h = 1 foot, the diameter of the West Basin Pond principal spillway riser is dw = 10 inches. The diameter of the East Basin Pond principal spillway riser is de = 12 inches. See a markup of Figure 5.1.4.H below. TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E Emergency Overflow Spillway: Determine the required size and design of the emergency overflow spillway for the developed condition 100-year approved model 15-minute peak flow using the procedure in Section 5.1.1 (“Emergency Overflow Spillway” subsection) of the SWDM. TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E NAVIX: Per Table 4.2.2.A, Riprap lining specified for discharge velocities of 5-10 fps will be used for the emergency overflow spillways of both ponds. Dewatering Orifice: Determine the size of the dewatering orifice(s) (minimum 1-inch diameter) using a modified version of the discharge equation for a vertical orifice and a basic equation for the area of a circular orifice. 1. “Determine the required area of the orifice with the following equation: 2ℎ. 0.6 36000 .4.8110 √ℎ where A0 = orifice area (square feet) As = pond surface area (square feet) TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E h = head of water above orifice (height of riser in feet) T = dewatering time (24 hours) g = acceleration of gravity (32.2 feet/second )” NAVIX: Both sediment dewatering orifices were sized to the above design criteria. Following the above equations and following step, the West Basin pond has a dewatering orifice of Dw = 6 in and the East Basin pond has a dewatering orifice of De = 5 in. See calculations below. West Basin Dewatering Orifice Ao = 4.81(10^-6)(As)sqrt(h) As = SAw = 5470 sf h = 3.5 ft Ao = 4.81(10^-6) x 5470 x sqrt(3.5) Aow = 0.0492 sf East Basin Dewatering Ao = 4.81(10^-6)(As)sqrt(h) As = SAe = 6656 sf h = 3.5 ft Ao = 4.81(10^-6) x 6656 x sqrt(3.5) Aoe = 0.0599 sf 2. “Convert the required surface area to the required diameter D (inches) of the orifice: 24 !"#13.54 % ” NAVIX: Calculations continued West Basin Dewatering Orifice D = 13.54 x sqrt(Ao) TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E Ao = Aow = 0.0492 sf Dw = 13.54 x sqrt(0.0492) Dw = 3.0033 in East Basin Dewatering Orifice D = 13.54 x sqrt(Ao) Ao = Aoe = 0.0599 sf De = 13.54 x sqrt(0.0599 De = 3.314 in 3. “The vertical, perforated tubing connected to the dewatering orifice must be at least 2 inches larger in diameter than the orifice to improve flow characteristics. The size and number of perforations in the tubing should be large enough so that the tubing does not restrict flow. The flow rate should be controlled by the orifice.” NAVIX: Calculations continued West Basin Dewatering Orifice D = D + 2 Dw = 3.0033 in + 2 = 5.0033 inches Dw = 6 inches East Basin Dewatering Orifice D = D + 2 De = 3.314 + 2 = 5.314 inches De = 6 inches Additional Design Specifications: (Pg D-50) · “The pond shall be divided into two roughly equal volume cells by a permeable divider that will reduce turbulence while allowing movement of water between cells. The divider shall be at least one-half the height of the riser and a minimum of one foot below the top of the riser. Wire-backed, 2- to 3-foot high, extra strength TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E filter fabric (see Section D.2.1.3.1) supported by threated 4” x 4”s may be used as a divider. Alternatively, staked straw bales wrapped with filter fabric (geotextile) may be used.” NAVIX: The ponds will each be divided in half by extra strength filter fabric as called out on sheet D-2.6. · “If the pond is more than 6 feet deep, a different mechanism must be proposed. A riprap embankment is on acceptable method of separation for deeper ponds. Other designs that satisfy the intent of this provision are allowed as long as the divider is permeable, structurally sound, and designed to prevent erosion under or around the barrier” NAVIX: The proposed ponds are not more than 6 feet deep. Extra strength filter fabric will be used to divide ponds as called out on sheet D-2.6. · “To aid in determining sediment depth, one-foot intervals shall be prominently marked on the riser.” NAVIX: One-foot intervals shall be prominently marked on the riser. · “If an embankment of more than 6 feet is proposed, the pond must comply with the criteria under “Embankments” in Section 5.1.1 of the Surface Water Design Manual” NAVIX: Project does not propose embankments of greater than 6 feet. Maintenance Standards: (Pg D-50) 1. “Sediment shall be removed from the pond when it reaches 1 foot in depth” NAVIX: Sediment shall be removed from the pond when it reaches 1 foot in depth. 2. “Any damage to the pond embankments or slopes shall be repaired.” NAVIX: Any damage to the pond embankments or slopes shall be repaired. TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E Per Section 5.1.1.2: Methods of Analysis of the City of Renton Surface Water Design Manual: Emergency Overflow Spillway Capacity: (Pg 5-16) “The emergency overflow spillway weir section shall be designed to pass the 100-year runoff event for developed conditions assuming a broad-crested weir. The broad-crested weir equation for the spillway section in Figure 5.1.1.E, for example, would be: “Determine the required area of the orifice with the following equation: &’(2 ’/[2 3+ ,- .+8 15+tan2 -] where &’ = peak flow for the 100-year runoff event (cfs) C = discharge coefficient (0.6) g = gravity (32.2 feet/second ) L = length of weir (ft) H = height of water over weir (ft) 2 = angle of side slopes Assuming C = 0.6 and tan2 3 (for 3H:1V slopes), the equation becomes: &’3.21 ,-.+ 2.4 - To find width L for the weir section, the equation is rearranged to use the computed &’ and trial values of H (0.2 feet minimum): , [&’/3.21 -45] − 2.4 - or 6 feet minimum” NAVIX: Both emergency overflow spillways were sized to the above design criteria. Following the above equations and following steps, the West Basin pond has an emergency overflow spillway of Lw = 19 ft and the East Basin pond has an emergency overflow spillway of Le = 8 ft. See calculations below. West Basin Emergency Overflow Spillway , [&’/3.21 -45] − 2.4 - Q100w = 3.7906 cfs H = 0.2 ft ,7 [3.7906/3.21 0.2 45] − 2.4 0.2 Lw = 12.72 ft Lw = 13 ft TECHNICAL INFORMATION REPORT NAVIX TopGolf Renton Appendix E East Basin Emergency Overflow Spillway , [&’/3.21 -45] − 2.4 - Q100e = 4.542 cfs H = 0.2 ft ,:[4.542/3.21 0.2 45] − 2.4 0.2 Le = 15.41 ft Le = 16 ft NAVIX TopGolf Renton – Renton, WA APPENDIX F BOND QUANTITY WORKSHEET Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200••Section I: Project Information•••Section II: Bond Quantities Worksheets••Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC))•Section II.b TRANSPORTATION (Street and Site Improvements)•Section II.c DRAINAGE (Drainage and Stormwater Facilities): •Section II.d WATER - ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON•Section II.e SANITARY SEWER - ONLY APPLICABLE IF SEWER SERVICE IS PROVIDED BY CITY OF RENTON••••••Section III. Bond Worksheet•BOND QUANTITY WORKSHEET INSTRUCTIONSThis worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close-out approval. Submit this workbook, in its entirety, as follows:The following forms are to be completed by the engineer/developer/applicant as applicable to the project: The Bond Worksheet form will auto-calculate and auto-populate from the information provided in Section I and Section II.This section includes all pertinent information for the projectSection II contains a separate spreadsheet TAB for each of the following specialties: (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (TIR).(1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for final close-out submittal.This section must be completed in its entiretyInformation from this section auto-populates to all other relevant areas of the workbookThis section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close-out submittals to release the permit bond on a project. All unit prices include labor, equipment, materials, overhead and profit. Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right-of-Way (ROW), Future Public Improvements and Private Improvements.The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction.Excel will auto-calculate and auto-populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing.Additional items not included in the lists can be added under the "write-in" sections. Provide a complete description, cost estimate and unit of measure for each write-in item. Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount.Page 1 of 14Ref 8-H Bond Quantity WorksheetINSTRUCTIONSUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: Abbreviated Legal Description:LOT 5A-2, CITY OF RENTON LOT LINE ADJUSTMENT NO. LUA-10-020-LLA, AS RECORDED JUNE 2, 2010 UNDER RECORDING NUMBER 20100602900006, RECORDS OF KING COUNTY, WASHINGTON.900 Logan Avenue North, Renton, WA 98057201 Riverplace, Suite 400Logan Ave N. & N. 8th St.C200006318/7/2020Prepared by:FOR APPROVALProject Phase 1jtaflin@navixeng.comJenelle Taflin41872Navix Engineering, Inc.11235 SE 6th St, Suite 150(425) 453-9501SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationTopGolf RentonGreenville, South Carolina 29601TPN: 0886610010WA Renton Park, LLCLUA19-00094Page 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY10006,500.00Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each362,880.00Catch Basin ProtectionESC-335.50$ Each15532.50Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY Excavation-bulkESC-62.00$ CY Fence, siltESC-7SWDM 5.4.3.11.50$ LF23203,480.00Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ EachHydroseedingESC-11SWDM 5.4.2.40.80$ SY Interceptor Swale / DikeESC-121.00$ LF25002,500.00Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF1703,060.00Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY10450.00Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each26,400.00Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each24,400.00Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LFSed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR606,600.00Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR608,400.00UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:45,202.50SALES TAX @ 10%4,520.25EROSION/SEDIMENT TOTAL:49,722.75(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CY1500090,000.00Backfill & Compaction- trenchGI-29.00$ CY650058,500.00Clear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre990,000.00Excavation - bulkGI-72.00$ CY600012,000.00Excavation - TrenchGI-85.00$ CY650032,500.00Fencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CYFill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SYMonuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ AcreTopsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HR607,200.00Trail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:7,200.00283,000.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 4 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SYAC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SY970097,000.00AC Removal/DisposalRI-435.00$ SYBarricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LF1151,955.00Curb & Gutter, verticalRI-812.50$ LFCurb and Gutter, demolition and disposalRI-918.00$ LF1602,880.00Curb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LF598541,895.00Sawcut, asphalt, 3" depthRI-121.85$ LF480888.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY23874.0031011,780.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SYSidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ Each9765.00Striping, per stallRI-217.00$ Each3102,170.00Striping, thermoplastic, ( for crosswalk )RI-223.00$ SF215645.00Striping, 4" reflectorized lineRI-230.50$ LFAdditional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SYHMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:6,597.00154,255.00(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2204,620.0014400302,400.002" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY4" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:4,620.00302,400.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-15,000.00$ 210,000.00Street Light System ( # of Poles)TR-25,000.00$ EA1890,000.00Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:100,000.00(B)(C)(D)(E)WRITE-IN-ITEMSConcrete Pavement 9", 6" CSBCWI - 150.00$ SY85042,500.00SUBTOTAL WRITE-IN ITEMS:42,500.00STREET AND SITE IMPROVEMENTS SUBTOTAL:18,417.00882,155.00SALES TAX @ 10%1,841.7088,215.50STREET AND SITE IMPROVEMENTS TOTAL:20,258.70970,370.50(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each1421,000.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each1432,200.00 for additional depth over 4' D-7480.00$ FT125,760.00CB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each411,200.00 for additional depth over 4'D-11600.00$ FT31,800.00CB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ Each142,100.00Cleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ Each51,000.00Culvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LFCulvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:75,060.00(B)(C)(D)(E)Quantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESPage 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LF1802,520.00Culvert, CPE Triple Wall, 8" D-5216.00$ LF234037,440.00Culvert, CPE Triple Wall, 12" D-5324.00$ LF180343,272.00Culvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LF47519,475.00Culvert, CPE Triple Wall, 24" D-5656.00$ LF59033,040.00Culvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:135,747.00(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LF34736,782.00Culvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:36,782.00(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LF140036,400.00Geotextile, laid in trench, polypropyleneSD-53.00$ SY7802,340.00Mid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:38,740.00(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3Each Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-15Each Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)Area Drain, 12" GrateWI-1500.00$ Each2613,000.00Lift Station, XX GPM/HPWI-250,000.00$ Each150,000.00Bioclean XX GPM Modular Wetland FacilityWI-340,000.00$ Each280,000.00WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:143,000.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:429,329.00SALES TAX @ 10%42,932.90DRAINAGE AND STORMWATER FACILITIES TOTAL:472,261.90(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ Each24,000.00Ductile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LF1758,750.00Ductile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LF25614,336.00Ductile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LF1751140,080.00Gate Valve, 4 inch DiameterW-7500.00$ Each1500.00Gate Valve, 6 inch DiameterW-8700.00$ Each64,200.00Gate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ Each1214,400.00Fire Hydrant AssemblyW-124,000.00$ Each520,000.00Permanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ Each18,000.00Compound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:4,000.00210,266.00SALES TAX @ 10%400.0021,026.60WATER TOTAL:4,400.00231,292.60(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 CED Permit #:C20000631ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ Each44,000.00Grease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ Each115,000.00Side Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LF24022,800.00Sewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LF63566,675.00Sewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ Each530,000.00Manhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS-26Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:138,475.00SALES TAX @ 10%13,847.50SANITARY SEWER TOTAL:152,322.50(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)24,658.70$ Future Public Improvements Subtotal(c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)472,261.90$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond99,384.12$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)49,722.75$ 24,658.70$ 509,249.95$ 49,722.75$ -$ 472,261.90$ -$ 558,972.70$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS8/7/2020Jenelle Taflin41872Navix Engineering, Inc.R((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)(425) 453-9501jtaflin@navixeng.comTopGolf RentonLUA19-00094900 Logan Avenue North, Renton, WA 98057TPN: 0886610010FOR APPROVALC2000063111235 SE 6th St, Suite 150Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 8/12/2020 NAVIX TopGolf Renton – Renton, WA APPENDIX G FACILITIES SUMMARY SHEET 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 1 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location)Date ___________________ OVERVIEW:NPDES Permit No.___________________ Project Name Parcel No.____________________________ Project Location Retired Parcel No.____________________________ Downstream Drainage Basins:Project includes Landscape Management Plan?yes Major Basin Name ______________________________________________(include copy with TIR as Appendix)no Immediate Basin Name ______________________________________________ GENERAL FACILITY INFORMATION: Leachable Metals Infiltration Impervious Surface Limit Type # of Type # of Type # of facilities Flow Control BMPs Ponds ______ Ponds ______ Ponds ______ Basic Clearing Limit Vaults ______ Tanks ______ Vaults ______ Conservation Drainage Facility Tanks ______ Trenches _____ Tanks ______ Flood Problem Landscape Management Plan If no flow control facility, check one: Project qualifies for KCSWDM Exemption (KCSWDM 1.2.3): Basic Exemption (Applies to Commercial parcels only)Area % of Total Redevelopment projects Cost Exemption for Parcel Redevelopment projects Direct Discharge Exemption Other _____________________ Total impervious surface served by Project qualifies for 0.1 cfs Exception per KCSWDM 1.2.3 flow control facility(ies) (sq ft) Impervious surface served by flow KCSWDM Adjustment No. ___________________control facility(ies) designed 1990 or later (sq ft) approved KCSWDM Adjustment No. __________________ Impervious surface served by Shared Facility Name/Location: _________________________ pervious surface absorption (sq ft) No flow control required (other, provide justification): Impervious surface served by approved ____________________________________________________ water quality facility(ies) (sq ft) Flow Control Performance Std Declarations of Covenant Recording No. Water QualityDetention TREATMENT SUMMARY FOR TOTAL IMPERVIOUS SURFACES ----- Total Impervious Acreage (ac) No flow control required per approved Flow control provided in regional/shared facility per approved PROVIDE FACILITY DETAILS AND FACILITY SKETCH FOR EACH FACILITY ON REVERSE. USE ADDITIONAL SHEETS AS NEEDED FOR ADDITIONAL FACILITIES Impervious Surface Exemption for Transportation Total Acreage (ac) Topgolf Renton 780 Logan Ave N 0886610010 X N/A N/A N/A N/A N/A N/A East Lake Washington - Renton Basin East Lake Washington Not assigned X 13.68 8.80 N/A N/A N/A 3.58 64.33% 26.17% 2016 KING COUNTY SURFACE WATER DESIGN MANUAL, REFERENCE D 4/24/2016 Page 2 STORMWATER FACILITY SUMMARY SHEET DPER Permit No.___________________ (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Project Name Downstream Drainage Basins: Major Basin Name _______________________________ Project Location Immediate Basin Name ___________________________ FLOW CONTROL FACILITY:Basin: Facility Name/Number _______________________________________ New Facility Project Impervious Facility Location ____________________________________________ Existing Facility Acres Served ________ UIC? □ yes □ no UIC Site ID:% of Total Project Impervious cu.ft.Volume Factor Acres Served ________ _____________ ac.ft.____________of Safety _______No. of Lots Served ________ Control Structure location: _______________________________________________ Type of Control Structure:No. of Orifices/Restrictions __________ Riser in vault Size of Orifice/Restriction (in.) No.1 ______ cu.ft. Riser in Type II CB (numbered starting with lowest No.2 ______ ac.ft. Weir in Type II CB orifice): No.3 ______ (inches in decimal format)No.4 ______ WATER QUALITY FACILITIES Design Information Indicate no. of water quality facilities/BMPs for each type:Water Quality design flow (cfs) _______Flow dispersion Water Quality treated volume (sandfilter) (cu.ft.) _______Filter strip Water Quality storage volume (wetpool) (cu.ft.) _______Biofiltration swale regular, wet or Landscape management plan Farm management plan continuous inflow _______Wetvault combined w/detention ______High flow bypass structure (e.g., flow-splitter catch basin) _______Wetpond basic large combined w/detention ______Oil/water separator baffle coalescing plate _______Pre-settling pond ______Storm filter _______Stormwater wetland ______Pre-settling structure (Manufacturer:______________________) _______Sand filter basic large Sand bed depth ______Catch basin inserts (Manufacturer:________________________) regular linear vault (inches)______________Source controls _________________________________________ ● Is facility lined? yes no If so, what marker is used above liner?_____________________________________________________ Facility Summary Sheet Sketch: All detention, infiltration and water quality facilities must include a detailed sketch (11"x17" reduced size plan sheets preferred). Dam Safety Regulations (WA State Dept of Ecology): Reservoir Volume above natural grade Depth of Reservoir above natural grade (ft) Live Storage Volume Live Storage Depth (ft) Topgolf Renton 780 Logan Ave N 2 0.3939, 0.7129 East Lake Washington - Renton Basin N/A X Roof cover over trash area N/A N/A East Lake Washington A PLAN VIEW 1'-0" TOP 25'-6" WALL OD 26'-6" SLAB OD 11'-6" WALL OD 12'-6" FOOTING RIM: 29.63' 24'-0" WALL ID 10'-0" WALL ID 2" SLOT TYPICAL 7.42' [89.08"] 10" BASE SECTION A-ASECTION D-D 10'-1"8" IE: 23.55' D RIM: 29.63' SECTION B-B A D SAU DFI1325-05 10 USAXXXXINLET, Ø26" OPENING FOR Ø18" HDPE, IE: 23.55'. 2X 6"x24" INLET WINDOW, EL:25.21'. COBBLES FOR ENERGY DISSIPATION 6X Ø4.00" SLOTTED PVC UNDERDRAIN PIPE. INTERIOR/EXTERIOR JOINT SEALANT REQUIRED, (CONSEAL CS-231 OR EQUIVALENT), BY OTHERS. 6X Ø4.00" SLOTTED PVC UNDERDRAIN PIPE. TREATED OUTLET ORIFICE CAP INTO OUTLET CHAMBER. INTERIOR/EXTERIOR JOINT SEALANT REQUIRED, (CONSEAL CS-231 OR EQUIVALENT), BY OTHERS. BYPASS WEIR, EL: 25.87'. 2X 6"x24" INLET WINDOW, EL: 25.21'. 3X Ø4.00" SLOTTED PVC UNDERDRAIN PIPE. 6.00" DRAIN ROCK. 18.00" StormMixf MEDIA 2.00" MULCH. Ø6.00" PVC OUTLET ORIFICE CAP INTO OUTLET CHAMBER.FIDSAUXXXX USADFI1154 0010 FIDSAUXXXX USADFI115 40010 B 2X DRAIN DOWN DEVICE 2'-6"10'-1"8" B OUTLET, Ø26" OPENING FOR Ø18" HDPE, IE: 23.04'. DRAIN DOWN DEVICE 2X 6"x24" INLET WINDOW, EL: 25.21'. COBBLES FOR ENERGY DISSIPATION 2X Ø24.00" BOLTED & GASKETED ACCESS COVERS, FIELD POURED CONCRETE COLLAR REQUIRED, BY OTHERS. INLET, Ø26" OPENING FOR Ø18" HDPE.OUTLET, Ø26" OPENING FOR Ø18" HDPE. BAFFLE WALL BAFFLE WALL DRAIN DOWN DEVICE 5'-3"EL: 25.8 IE: SAU DFI1325-05 10 USAXXXX6.08' [72.96"] 9" TYPICAL WALL THICKNESS 5'-0" BYPASS WEIR, EL: 25.87'. OUTLET, Ø26" OPENING FOR Ø18" HDPE, NEARSIDE. EL: 22.21' 2X Ø36.00" BOLTED & GASKETED ACCESS COVERS, FIELD POURED CONCRETE COLLAR REQUIRED, BY OTHERS. INLET, Ø26" OPENING FOR Ø18" HDPE, FARSIDE. RIM: 29.63' ~4" ADJUST TO GRADE REV DESCRIPTION BY DATEPDD-10545-0-BPU-1024IB.dwg, 2020-05-08 12:26 PM Swapnil Kotwal 2.770Bioretention/ Biofiltration INTERNAL DRAWING ID REVISION SHEET MFG DRAWN ENGINEER CHECKEDDATE SALES ORDER REV DATE HD Fowler BioPod™ Biofilter Underground 10'x24' Panel Vault with Internal Bypass Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater APPROVED W/ NO EXCEPTIONS TAKEN: APPROVED AS NOTED: REVISE AND RESUBMIT: SIGNATURE DATE * THIS MUST BE FILLED OUT BEFORE MANUFACTURING BEGINS * THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC.COPYRIGHT © 2020 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. CUSTOMER JOB NAME 5/8/20 010-AU PPS MJT MJT S171966 - -PDD-10545 Topgolf Renton - Renton, WA 1 OF 1 NOTES: 1.DESIGN LOADINGS: A.AASHTO HS-20-44 W/ IMPACT. B.DESIGN FILL: 1' MAXIMUM. C.ASSUMED WATER TABLE = 5' BELOW GRADE. D.DRY LATERAL EARTH PRESSURE (EFP) = 40 PCF. E.LATERAL LIVE LOAD SURCHARGE = 80 PSF (APPLIED TO 8' BELOW GRADE). F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 5,000 PSI MINIMUM. 3.STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. 4.MESH REINFORCEMENT: ASTM A-1064, S1.2, GRADE 80. 5.CEMENT: ASTM C-150 SPECIFICATION. 6.REFERENCE STANDARD: A.ASTM C 890 B.ASTM C 913 7.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. PLEASE VERIFY THAT THESE PARAMETERS MEET PROJECT REQUIREMENTS (I.E. LIVE LOAD, FILL RANGE, WATER TABLE). IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW OF THIS SUBMITTAL. 8.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. PIPES ARE TO BE FLUSH WITH THE INSIDE SURFACE OF THE CONCRETE STRUCTURE. 9.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS AND ELEVATIONS OF OPENINGS. 10.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 11.ADAPTORS/ANGLES AND EXTERNAL PIPING BY OTHERS. 12.SYSTEM SHIPPED EMPTY. INTERNAL PIPE, FILTER MEDIA & DRAIN ROCK PROVIDED IN BULK & INSTALLED BY OTHERS. 13.MAXIMUM PICK WEIGHT: = 45,000 LBS. (MEDIA SHIPPED SEPARATELY AND INSTALLED BY CONTRACTOR). 14.OLDCASTLE REPRESENTATIVE TO BE ON SITE TO OVERSEE THE INSTALLATION OF ALL INTERNAL COMPONENTS BY INSTALLING CONTRACTOR. BPU-1024IB-PV WADOE GULD Max Treatment Flow 0.72 cfs Max Peak Flow 20 cfs 23.06' 6.57' [78.84"] 2.81' [33.72"] SECTION B-B 4X Ø6" SLOTTED PVC UNDERDRAIN PIPE. 12" DRAIN ROCK. 18" StormMixf MEDIA 2" MULCH. PLAN VIEW (TOP SLAB & BASE SLAB JOINT PROJECTION NOT SHOWN FOR CLARITY) SECTION A-A VARIES OUTLET, Ø26" OPENING FOR Ø18" CPEP INTERIOR/EXTERIOR JOINT SEALANT REQUIRED, (CONSEAL CS-231 OR EQUIVALENT), BY OTHERS. INLET, Ø26" OPENING FOR Ø18" CPEP VARIES 6X Ø36" BOLTED & GASKETED ACCESS COVERS, FIELD POURED CONCRETE COLLAR REQUIRED, BY OTHERS. 3.17' [38.00"] RIM: VARIES 31.20' - 31.40' RIM: VARIES 31.20' - 31.40' IE: 24.96' IE: 24.46' EL: 27.63' BYPASS WEIR3X INTERIOR BAFFLE WALL, EL: 28.96' Ø12" DOGHOUSE OPENING FOR Ø10" PVC SECTION D-D (OUTLET PIPE NOT SHOWN FOR CLARITY) 2X Ø30" DOGHOUSE OPENING, IE: 24.46' 10"x84" OPENING FOR 4X Ø6" UNDERDRAIN, IE: 24.46', (TYPICAL 2 PLACES). 6X Ø24" BOLTED & GASKETED ACCESS COVERS. FIELD POURED CONCRETE COLLAR REQUIRED, BY OTHERS. 10"x84" OPENING FOR 4X Ø6" UNDERDRAIN.2X Ø30" DOGHOUSE OPENING, IE: 24.46' BYPASS WEIR, EL: 27.63' 3X INTERIOR BAFFLE WALL, EL: 28.96' 8X 4"x24" INLET WINDOW, IE: 27.13' 8X COBBLES FOR ENERGY DISSIPATION. 5X DRAIN DOWN DEVICE, SK-0962 5'-6" 1'-2" SLAB 1'-4" SLAB 2X INTERIOR WALL, EL: 29.29' SAU DFI1325-0 5 10 USAXXXX38'-0" WALL ID 40'-6" SLAB OD #1 12'-0" MEDIA SURFACE AREA 9" TYPICAL WALL THICKNESS 1'-0"#2 12'-0" MEDIA SURFACE AREA #4 12'-0" MEDIA SURFACE AREA 1'-0" A 16'-6" WALL OD 15'-0" WALL ID D 17'-6" FOOTING 2X 1'-9" OUTLET, Ø26" OPENING FOR Ø18" CPEP, IE: 24.46' INLET, Ø26" OPENING FOR Ø18" CPEP, IE: 24.96'D A 8X COBBLES FOR ENERGY DISSIPATION. 8X 4"x24" INLET WINDOW, IE: 27.13' 5X DRAIN DOWN DEVICE, SK-0962 4X Ø6" SLOTTED PVC UNDERDRAIN PIPE. Ø12" DOGHOUSE OPENING FOR Ø10" PVC 6"BYPASS WEIR, EL: 27.63' 3X INTERIOR BAFFLE WALL, EL: 28.96' 3'-6" 9" 10'-9" MEDIA SURFACE AREA 6" TYP B B 2'-6" 2X INTERIOR WALL, EL: 29.29' 39'-6" WALL OD6" TYP Ø8" ORIFICE CAP SAU DFI1325-0 5 10 USAXXXXSAU DFI1325-0 5 10 USAXXXXSAU DFI1325-0 5 10 USAXXXXSAU DFI1325-0 5 10 USAXXXXSAU DFI1325-0 5 10 USAXXXX2X INTERIOR WALL, EL: 29.29' FIDSAU XXXX USADFI11540010 FIDSAU XXXX USADFI11540010 FIDSAU XXXX USADFI11540010 FIDSAU XXXX USADFI11540010 FIDSAU XXXX USADFI11540010 FIDSAU XXXX USADFI11540010 20'-3" BASE SLAB #1 20'-3" BASE SLAB #2 5X DRAIN DOWN DEVICE, SK-0962 14'-0" TOP SLAB #1 13'-0" TOP SLAB #2 13'-6" TOP SLAB #3 REV DESCRIPTION BY DATE 1 UPDATED AS PER RECEIVED COMMENT ON 3/26/21 PPS 3/26/21 2 WAS BPU-816IB, IS BPU-1024 AND UPDATED AS PER REDLINES PPS 7/8/21 3 UPDATED AS PER RECEIVED COMMENTS ON 8/6/21 PPS 8/6/21 4 CHANGED INLET/OUTLET PIPE SIZES FROM Ø12" TO Ø18" HDPE PPS 8/12/21 5 WAS 1024 BPU, IS 1538 BPU PPS 3/9/21 PDD-10546-5-BPU-1538IB.dwg, 2021-09-08 4:55 PM Akshata Savant 14.850Bioretention/ Biofiltration SHEET NAME REVISION SHEET MFG DRAWN ENGINEER CHECKEDDATE SALES ORDER REV DATE HD Fowler BioPod™ Biofilter Underground 15'x38' Panel Vault with Internal Bypass Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater APPROVED W/ NO EXCEPTIONS TAKEN: APPROVED AS NOTED: REVISE AND RESUBMIT: SIGNATURE DATE * THIS MUST BE FILLED OUT BEFORE MANUFACTURING BEGINS * THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC.COPYRIGHT © 2021 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. CUSTOMER PROJECT NAME 5/8/20 010-AU PPS MJT MJT S171966 5 9/3/21PDD-10546 Topgolf Renton - Renton, WA 1 OF 1 NOTES: 1.DESIGN LOADINGS: A.AASHTO HS-20-44 W/ IMPACT. B.DESIGN FILL: 1' MAXIMUM. C.ASSUMED WATER TABLE = 5' BELOW GRADE. D.DRY LATERAL EARTH PRESSURE (EFP) = 40 PCF. E.LATERAL LIVE LOAD SURCHARGE = 80 PSF (APPLIED TO 8' BELOW GRADE). F.NO LATERAL SURCHARGE FROM ADJACENT BUILDINGS, WALLS, PIERS, OR FOUNDATIONS. 2.CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 5,000 PSI MINIMUM. 3.STEEL REINFORCEMENT: REBAR, ASTM A-615 OR A-706, GRADE 60. 4.MESH REINFORCEMENT: ASTM A-1064, S1.2, GRADE 80. 5.CEMENT: ASTM C-150 SPECIFICATION. 6.REFERENCE STANDARD: A.ASTM C 890 B.ASTM C 913 7.THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. PLEASE VERIFY THAT THESE PARAMETERS MEET PROJECT REQUIREMENTS (I.E. LIVE LOAD, FILL RANGE, WATER TABLE). IF DESIGN PARAMETERS ARE INCORRECT, REVIEWING ENGINEER/AUTHORITY SHALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW OF THIS SUBMITTAL. 8.OVERSIZED HOLES TO ACCOMMODATE SPECIFIC PIPE TYPE MUST BE CONCENTRIC TO PIPE ID. AFTER PIPES ARE INSTALLED, ALL ANNULAR SPACES SHALL BE FILLED WITH A MINIMUM OF 3000 PSI CONCRETE FOR FULL THICKNESS OF PRECAST WALLS. PIPES ARE TO BE FLUSH WITH THE INSIDE SURFACE OF THE CONCRETE STRUCTURE. 9.CONTRACTOR RESPONSIBLE TO VERIFY ALL SIZES, LOCATIONS AND ELEVATIONS OF OPENINGS. 10.CONTRACTOR RESPONSIBLE TO ENSURE ADEQUATE BEARING SURFACE IS PROVIDED (I.E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIONS). 11.MEDIA, DRAIN ROCK, MULCH, AND INTERNAL COMPONENTS SHIPPED SEPARATELY. INSTALLER RESPONSIBLE FOR PLACEMENT OF THESE MATERIALS IN THE STRUCTURE. 12.OLDCASTLE REPRESENTATIVE TO BE ON SITE TO OVERSEE INSTALLATION. 13.CONTRACTOR TO ENSURE UNIT IS PROTECTED FROM CONSTRUCTION DEBRIS/RUNOFF AFTER INSTALLATION. 14.CONTRACTOR RESPONSIBLE FOR SUPPLYING CRANE TO OFF-LOAD AND SET PANELS; SUPPLY PERSONNEL AND TOOLS NEEDED FOR INSTALLATION; INSTALL GASKET AT TOP, BOTTOM AND BETWEEN ALL WALLS; GROUT ALL SEAMS & WALL CONNECTIONS PRIOR TO BACKFILLING (GROUT TO BE NON-SHRINK, 5000 PSI MINIMUM BEFORE BACKFILLING). 15.SECTION HEIGHTS, SLAB/WALL THICKNESSES AND KEYWAYS ARE SUBJECT TO CHANGE DUE TO AVAILABILITY AND PRODUCTION PLANT CAPABILITY. 16.ADAPTORS/ANGLES AND EXTERNAL PIPING BY OTHERS. 17.MAXIMUM PICK WEIGHT: 61,700 LBS. UNIT ID: East BioPod Underground - Panel Vault Treatment Flow Rate = 1.38 cfs 5 NAVIX TopGolf Renton – Renton, WA APPENDIX H Outfield Material Product Data and Maintenance Instructions NAVIX TopGolf Renton – Renton, WA Outfield Material Product Data: See attached sheets. Maintenance Instructions: Outfield area does not use fertilizers or pesticides as the surface is an artificial turf and is not considered PGIS. No vehicular traffic beyond the Kubota RTV vehicles that collect golf balls access the outfield outside of unexpected maintenance to the net poles, which is typically done from the exterior of the outfield netting. Heavy equipment is not required for select repair of turf, if needed this can be manually handled by individuals. (888) SYN.TURF ♦ PerfectTurfInc.com 230 Gerry Drive ♦ Wood Dale, IL 60191 Product Specifications TopGolf Turf – Premium – for 2017 TopGolf Turf is custom-made exclusively for TopGolf USA. Perfect Turf LLC helped design TopGolf Turf and the new TopGolf Turf Premium in working with Mark Caster. The goals in designing TopGolf Turf Premium were to create a system that better protected the golf ball covers, offered improved durability, kept the sand infill in place despite the 100% horizontal drainage design and yet keep costs down to within budget. Applications: Golf Driving Range Face Weight: min. 52 oz/sq. yard Pile Height: 1.5” grass blade Roll Width: 15’ wide rolls, 180 inches Yarn Type: min 12,000 denier Monofilament Polyethylene grass blade with green curled Polyethylene thatch layer alternating rows with min 12,000 denier slit film Polyethylene grass blade with green curled Polyethylene thatch layer. Colors: Type 1: Dark Green/Emerald (Rough), Type 2: Lime Green (Target), Type 3: Olive (Fairway) Backing: min. 2 layers 13 pic polybac primary backing with a min 20 oz. polyurethane secondary backing Backing Weight: min. 26 oz/sq. yard Total Product Weight: minimum 78 oz/sq. yard Perforations: TopGolf Turf is design with no holes for 100% horizontal drainage, but drainage holes are available at no additional cost. Infill Requirements: Required, minimum 4 pounds of rounded silica sand per square foot is recommended for best performance. Warranty: Eight-year limited warranty supplied by manufacturer against undue fading and fiber degradation. Construction Details Type: Tufted Gauge: 3/8 inch (Other gauge widths will NOT be accepted) Stitching: ~14 per 4 inches (10cm) Scrim: Scrim is cut off as close as possible to the first row of stitching on each side making the turf “seam tape ready” for greater productivity during the installation process Example of future two-tone fairway look in development PO Box 2041 Dalton, GA 30722-2041 (706) 226-1400 tsioffice@optilink.us OUR LETTERS AND REPORTS APPLY ONLY TO THE SAMPLE TESTED AND ARE NOT NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS. THESE LETTERS AND REPORTS ARE FOR THE USE ONLY OF THE CLIENT TO WHOM THEY ARE ADDRESSED AND THEIR COMMUNICATION TO ANY OTHERS OR THE USE OF THE NAME TESTING SERVICES, INC. MUST RECEIVE OUR PRIOR WRITTEN APPROVAL. OUR REPORTS, LETTERS, NAME, SEALS, OR INSIGNIA ARE NOT UNDER ANY CIRCUMSTANCES TO BE USED IN ADVERTISING TO THE GENERAL PUBLIC. TEST REPORT CLIENT: Company: Perfect Turf LLC Report Number: 71360 Address: 230 Gerry Drive Lab Test Number: 2920-2670--2673 Wood Dale, IL 60191 Test Completion Date: 7/25/2017 Report Date: 7/25/2017 Requested By: Dave Sternberg Page: 1 of 2 TEST MATERIAL: Material Type: Synthetic Turf Date Received: 5/25/2017 Material Condition: EXCELLENT: XXX GOOD: POOR: REJECTED: Product Name: PT 52 oz. TESTING METHODS REQUESTED: Testing Services Inc. was instructed by the client to test for the following… Standard: ASTM D1907 Test Method: Standard Test Method for Liner Density of Yarn by the Skein Method Standard: ASTM D2256 Test Method: Standard Test Method for Tensile Properties of Yarns by the Single Strand Method Standard: ASTM D3218 Test Method: Standard Specification of Polyolefin Monofilaments (Ribbon Thickness & Width) Standard: ASTM F2765 Test Method: Standard Specification for Total Lead Content in Synthetic Turf Fibers Standard: ASTM D5848 Test Method: Standard Test Method for Mass per Unit Area of Pile Yarn Floorcoverings Standard: ASTM D5823 Test Method: Standard Test Method for Tuft Height of Pile Yarn Floorcoverings Standard: ASTM D5793 Test Method: Standard Test Method for Binding Sites Per Unit Length or Width of Pile Yarn Floorcoverings Standard: ASTM D1335 Test Method: Standard Test Method for Tuft Bind Strength of Pile Yarn Floorcoverings Standard: ASTM D2859 Test Method: Standard Test Method for Ignition Characteristics of Finished Textile Floor Covering Materials SAMPLING PLAN: Sampling Date: 5/25/2017 • Specimen sampling is performed in the sampling department at TSI. • The sampling size of specimens is determined by the test method requirements. • In the event a specific sampling size is not called for, a determination will be made based on previous testing experience, and approved for use by an authorized manager. • All samples are subjected to the outside environmental conditions of temperature and relative humidly. • Sample requiring pre-determined exposure to specified environmental conditions based on a specific test method, take place in the departments in which they are tested DEVIATION FROM TEST METHODS: State reason for any Deviation from, Additions to, or Exclusions From Test Method. None TEST DATA: Test Method Test Description Test Results Monofilament Slit Film Thatch ASTM D1907/D1907M-12 Yarn Denier 10,412 9,730 3,989 ASTM D2256/D2256M-10(2015) Avg. Yarn Breaking Strength, Elongation 35.5 lbs/force / 76.7% 28.6 lbs/force / 43.1% 12.7 lbs/force / 52.8% ASTM D3218-07(2012) Average Yarn Filament Width 0.0394”/1,001 microns 0.435”/ 11,049 microns 0.025”/ 635 microns ASTM D3218-07(2012) Average Yarn Filament Thickness 0.007” / 178 microns 0.004” / 102 microns 0.004” / 102 microns ASTM F2765-14 Total Lead Content <0.25 mg/Kg <0.25 mg/Kg <0.25 mg/Kg PO Box 2041 Dalton, GA 30722-2041 (706) 226-1400 tsioffice@optilink.us OUR LETTERS AND REPORTS APPLY ONLY TO THE SAMPLE TESTED AND ARE NOT NECESSARILY INDICATIVE OF THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS. THESE LETTERS AND REPORTS ARE FOR THE USE ONLY OF THE CLIENT TO WHOM THEY ARE ADDRESSED AND THEIR COMMUNICATION TO ANY OTHERS OR THE USE OF THE NAME TESTING SERVICES, INC. MUST RECEIVE OUR PRIOR WRITTEN APPROVAL. OUR REPORTS, LETTERS, NAME, SEALS, OR INSIGNIA ARE NOT UNDER ANY CIRCUMSTANCES TO BE USED IN ADVERTISING TO THE GENERAL PUBLIC. TEST REPORT CLIENT: Company: Perfect Turf LLC Report Number: 71360 Address: 230 Gerry Drive Lab Test Number: 2920-2670--2673 Wood Dale, IL 60191 Test Completion Date: 7/25/2017 Report Date: 7/25/2017 Requested By: Dave Sternberg Page: 2 of 2 TEST MATERIAL: Material Type: Synthetic Turf Date Received: 5/25/2017 Material Condition: EXCELLENT: XXX GOOD: POOR: REJECTED: Product Name: PT 52 oz. TEST DATA: Test Method Test Description Test Results ASTM D5848-10e1 Total Product Weight 82.98 oz/yd² ASTM D5848-10e1 Pile Yarn Weight 52.08 oz/yd² ASTM D5848-10e1 Primary Backing Weight 7.62 oz/yd² ASTM D5848-10e1 Secondary Backing Weight 23.28 oz/yd² ASTM D5823-13 Average Pile Height 1.50” ASTM D5793-13 Stitch Count & Gauge 3.66 Stiches per inch 3/8” Gauge ASTM D1335-12 Average Tuft Bind Strength 15.7 lbs/force *ASTM F2859-15 Pill Flammability 8 out of 8 Pass Meets 16CFR 1630 (FF1-70) *Testing performed with infill system of 4.0 lbs/ft2 20/40 Silica Sand Uncertainty: We undertake all assignments for our clients on a best effort basis. Our findings and judgments are based on the information using the latest test methods available. TSI can only ensure the test results for the specific items tested. Unless otherwise noted in the deviations sections of this report, all tests performed are in compliance with stated test method. Test Report Approval: Erle Miles, Jr. VP, Testing Services Inc TSi Accreditation: Our laboratory is accredited by the US Dept of Commerce, National Institute of Standards and Technology: ISO/IEC 17025:2005. Our code # is: NVLAP 100108-0. R NAVIX TopGolf Renton – Renton, WA APPENDIX I PUMP DESIGN AND SPECIFICATIONS Date: WWW.JENSENWATERRESOURCES.COM m 521 DUNN CIRCLE SPARKS, NV 89431 (775) 440-2025OPERATION & MAINTENANCE MANUAL PROJECT: LOCATION: Jensen Precast m 625mBerginmWaym Sparks,mNVm89431m (775)m359-6200m m 3853mLoseemRdm NmLasmVegas,mNVm89030m (702)m649-0045m 5400mRaleymBlvdm Sacramento,mCAm958m (916)m991-8800m 7210mHighwaym32m Orland,mCAm95963m (530)m865-4277m 12101mBrandtmRdm Lockeford,mCam95237m (209)m727-5573m 3430mPachecomBoulevardm Martinez,mCAm94553m (925)m222-3471m 4915AmE.mAnnadalemAvem Fresno,mCAm93725m (559)m248-0270m 14221mSanmBernardinomAvem Fontana,mCAm92335m (909)m350-4111m 12440mVigilantemRoadm Lakeside,mCAm92040m (909)m350-4111m 2410mWestmBroadwaymRoadm Phoenix,mAZm85041m (602)m268-0228m 4801mE.mWyomingmStreetm Tucson,mAZm85706m (520)m748-1607m 91-110mHanuamStreetmSuitem 202m Kapolei,mHIm96707m (808)m528-1175 Manufacturer of Precast Concrete Products Since 1968 PRODUCT: 04.02.20 Top Golf - Renton Renton, WA 484 Duplex Stormwater Pump Station www.jensenwaterresources.com        TABLE OF CONTENTS    COMPLETED START UP REPORT  ............................................................................  3  SITE SPECIFIC DRAWINGS  ................................................................................  11  PUMPS  ............................................................................................................  14  PUMP DATA SHEETS  .................................................................................................................  15  PUMP INSTALLATION AND OPERATING MANUAL  ...................................................................  19  VALVES  ...........................................................................................................  43  CHECK VALVES  ..........................................................................................................................  44  CONTROL PANEL  .............................................................................................  54  CONTROL PANEL WIRING DIAGRAMS  ......................................................................................  55  PUMP CONTROLLER INSTALLATION AND OPERATING MANUAL  .............................................  61  LEVEL SENSORS  .............................................................................................  193  PRESSURE TRANSMITTER  .......................................................................................................  194  FLOAT SWITCH  ........................................................................................................................  200  www.jensenwaterresources.com COMPLETED START-UP REPORT 3 START UP REPORT PROJECT NAME: PROJECT LOCATION: SITE CONTRACT: DATE OF START UP: STATION DESIGNATION: STATION CONDITION AND LAYOUT Appearance of Station (Scale: 1[Dirty]-10[Clean]): Distance from Pump(s) to Control Panel: Time Between Pump Install and Start Up: Condition of Equipment: Condition of Electrical Wiring (Scale 1[Poor]-10[Good]): Is High Voltage, Low Voltage Wires In Separate Conduit? : □ Yes or □ NoIs Each Pump’s High Voltage Wire in a Separate Conduit?: □ Yes or □ NoIs a Junction Box Used?: □ Yes or □ No •Is Junction Box Water Tight?:□ Yes or □ No •Is Wiring Connections in J-Box Water Tight?:□ Yes or □ NoDoes Electrical Conduit Appeared to be Sealed? : □ Yes or □ NoAre Check Valves Installed in the Correct Orientation? : □ Yes or □ NoAre Isolation Valves Open? : □ Yes or □ NoDo Pumps have Cooling Jacket? : □ Yes or □ No •Is Cooling Jacket Properly Vented? :□ Yes or □ NoIs Pump Seated on Discharge Properly? : □ Yes or □ NoAre Flange Connections Leaking? : □ Yes or □ NoDo Check Valves Appear to be Operating Correctly? : □ Yes or □ NoSubmitted Voltage:_______________ Supplied Voltage:________________ LEVEL DETECTION Type of Level Detection System Used: Manufacturer: Model #: Back up level detection: How was Level Detection System Verified to be Operating? : Is Level Detection Installed Away from Turbulence? : □ Yes or □ NoIf Pressure Transducer is Used, Is it properly Vented? : □ Yes or □ No Are level control devices set at correct elevations? : □ Yes or □ No 4 **FOR REFERENCE ONLY** REPLACE PLACE HOLDER START-UP REPORT WITH COMPLETED REPORT AFTER JENSEN WATER RESOURCES TECHNICIAN COMPLETES START-UP & COMMISSIONING SERVICES. Top Golf - Renton n n n n n n n n n n n n n CONTROL PANEL Manufacturer: Serial#: Rated Volts: Max Amps: Largest FLA: Phase: Controller Type (Logo, OLS, Multismart): Drive Type (DOL/VFD): What Ramp Up and Decal Time is the VFD Set For? Accel: Sec, Decel: Sec What is the Min Frequency the Pump Can Operate at? : Hz. What is the Max Frequency the Pump Can Operate at? : Hz. Inline Voltage: L1/L2 = , L2/L3 = , L1/L3 = Are Thermal Leads Landed Correctly? : □ Yes or □ No Are Seal Fail Leads Landed Correctly? : □ Yes or □ No Are the Pressure Sensing Device Leads Landed Correctly? : □ Yes or □ No Are Pump Leads Landed Correctly? : □ Yes or □ No Are there overload relays? □ Yes or □ No • Have they been set to the correct amperage? □ Yes or □ No PROGRAMMING Transducer Set Points Float Set Points Pump on Elevation: _____________ Pump on Float Elevation: ____________ Pump off Elevation: _____________ Pump off Float Elevation: ____________ Lag Pump Elevation: _____________ Lag Pump on Float Elevation: ____________ High Alarm Elevation: _____________ High Level Float Elevation: ____________ Low Alarm Elevation: _____________ Low Level Float Elevation: ____________ Transducer offset: _____________ Transducer Range: (Check one) • 10 psi = 23.1 _____________ • 15 psi = 34.65 _____________ • Other: _____________ Minimum pump run time: _____________ Maximum pump run time: _____________ Amperage overload set point: _____________ Control Panel Comments: 5 PUMP #1 (PER CONTROL PANEL) Physical Location in Wet Well(I.E. North, South, East, West): Manufacturer: Pump Model #: Serial #: Rated Voltage: Rated Phase: Rated Hertz: Rated Horsepower: Rated Amps: Rotation of Impeller (Looking down on pump): □ Clockwise or □ Counter-Clockwise Does Impeller Turn Freely By Hand? : □ Yes or □ No Electrical Readings at Panel: • Single Phase Voltage Supply at Panel Line Connection, Pump On: L1/L2 = , L1/Ground = , L2/Ground = Amperage Load Connection, Pump On: U1 = , U2 = , Z2 = • Three Phase Voltage Supply at Panel Line Connection, Pump On: L1/L2 = , L2/L3 = , L1/L3 = Amperage Load at Panel Line Connection, Pump On: L1 = , L2 = , L3 = Pump #1 Comments: 6 PUMP #2 (PER CONTROL PANEL) Physical Location in Wet Well(I.E. North, South, East, West): Manufacturer: Pump Model #: Serial #: Rated Voltage: Rated Phase: Rated Hertz: Rated Horsepower: Rated Amps: Rotation of Impeller (Looking down on pump): □ Clockwise or □ Counter-ClockwiseDoes Impeller Turn Freely By Hand? : □ Yes or □ NoElectrical Readings at Panel: •Single Phase Voltage Supply at Panel Line Connection, Pump On:L1/L2 = , L1/Ground =, L2/Ground = Amperage Load Connection, Pump On: U1 = , U2 =, Z2 = •Three Phase Voltage Supply at Panel Line Connection, Pump On:L1/L2 = , L2/L3 =, L1/L3 = Amperage Load at Panel Line Connection, Pump On:L1 = , L2 =, L3 = Pump #2 Comments: 7 FLOW / PRESSURE READINGS (IF APPLICABLE) Flow meter reading: •Normal operation: ____________ •Lag/ high water flow: ____________ Pressure reading: •Normal operation: ____________ •Lag/ high water flow: ____________ ALARM TESTING •Audible alarm:____________ •Visual alarm:____________ • •Pump failure: ____________ •Transducer Alarms: ____________ •Low alarm:____________ •High alarm:____________ 8 TRAINING ROSTER (IF APPLICABLE) NAME (PRINTED) COMPANY DATE Were O&M documents provided at day of start up? : □ Yes or □ NoIf not, when will O&M documents be provided? : NOTES: 9 Jensen Engineered Systems Representative: Name (Printed) Phone Number Signature Date Owner’s Representative: Name (Printed) Phone Number Company 10 www.jensenwaterresources.com SITE SPECIFIC DRAWINGS 11 PLAN VIEW NOT TO SCALE PROFILE VIEW NOT TO SCALE PROFILE VIEW NOT TO SCALE TOP LEFT ISOMETRIC VIEW W/ SECTION NOT TO SCALE 031220 Topgolf Renton WA - Design 1.idwSHEET: REV: 1 OF 2 4/23/2019 3/16/2020MODIFIED:CREATED: PART NUMBER:DRAWN BY: DESCRIPTION: TOPGOLF RENTON 521 DUNN CIRCLE, SPARKS, NV 89431 www.jensenwaterresources.com (855) 468-5600 484 SWPS C. Purdie ‹2018 Jensen Precast - All rights reserved. All materials appearing as Jensen Precast documents and the like are proprietary work product and are protected under U.S. copyright and other laws. Unless in conjunction with business conducted with Jensen Precast, any use of Jensen Precast work product without express, written consent is prohibited, and recipient is prohibited from distributing any and all work product to non-approved third parties under penalty of civil action. Title Page DISCLAIMERS, INCLUDING BUT NOT LIMITED TO: 1.) All elevations have been provided by others, and have not been verified by Jensen Precast. Contractor to verify all dimensions and elevations in field prior to installation. 2.) These layout drawings are intended to show overall system design only. All concrete component thicknesses, dimensions, and joint orientations may vary across Jensen Precast's manufacturing facilities. Contractor to confirm all thicknesses, dimensions, and joint orientations prior to installation. 3.) System design criteria has been provided to Jensen Precast. Others are responsible for verification that system meets intended application. 4.) Foundation, subgrade, and backfill to be designed by others. TOPGOLF RENTON DUPLEX STORMWATER PUMP STATION 12 PLAN VIEW NOT TO SCALE PROFILE VIEW NOT TO SCALE BILL OF MATERIALS DESCRIPTIONQTYITEM SUBMERSIBLE PUMP HOMA AMS436-200/2.8T/C29 AUTOCOUPLING ASSY 4IN FLG STD HOMA 8604055210 UPPER GUIDE RAIL BRACKET 4IN FLG CPLNG 304SS HOMA 8732306211 INTERMEDIATE GUIDE RAIL BRACKET 4IN FLG CPLNG 304SS HOMA 8732106212 FLOAT BRACKET 3 HOOK TYPE 316SS113 FLOAT BRACKET 1 HOOK TYPE 316SS214 FLOAT SWITCH 100FT COX OPTI-F1100215 PIPE 1-1/2IN SCH40 GUIDE RAIL 304SS80 FT16 90 DEG ELBOW 4IN DUCTILE IRON FLG217 MJ SLEEVE 4IN WITH SS BOLT AND MJ GASKET218 PIPE 4IN PE X PE DUCTILE IRON SPOOL 4FT219 PIPE 4IN FLG X PE DUCTILE IRON SPOOL 3.5FT220 CHECK VALVE 4IN NEOPRENE TIDEFLEX TF-1221 RFCA 4IN W/ SS HARDWARE ROMAC222 CONNECTOR BOOT S106-7MWS-MULTI CORE-SEAL ASTM C923/C1644 SS MULTI HOLE-7 1.50-4.80 423 PIPE 4IN FLG X FLG DUCTILE IRON SPOOL 4FT624 PIPE 4IN FLG X PE DUCTILE IRON SPOOL 2FT 6IN225 PRESSURE TRANSDUCER 15PSI 100FT CABLE PMC VL2113-IS-15PSI-100'126 SINK WEIGHT SS PMC SW2000127 CHAIN 3/8IN 316SS40 FT28 CHAIN 3/16IN 316SS20 FT29 031220 Topgolf Renton WA - Design 1.idwSHEET: REV: 2 OF 2 4/23/2019 3/16/2020MODIFIED:CREATED: PART NUMBER:DRAWN BY: DESCRIPTION: TOPGOLF RENTON 521 DUNN CIRCLE, SPARKS, NV 89431 www.jensenwaterresources.com (855) 468-5600 484 SWPS C. Purdie ‹2018 Jensen Precast - All rights reserved. All materials appearing as Jensen Precast documents and the like are proprietary work product and are protected under U.S. copyright and other laws. Unless in conjunction with business conducted with Jensen Precast, any use of Jensen Precast work product without express, written consent is prohibited, and recipient is prohibited from distributing any and all work product to non-approved third parties under penalty of civil action. MECHANICAL DETAIL DISCLAIMERS, INCLUDING BUT NOT LIMITED TO: 1.) All elevations have been provided by others, and have not been verified by Jensen Precast. Contractor to verify all dimensions and elevations in field prior to installation. 2.) These layout drawings are intended to show overall system design only. All concrete component thicknesses, dimensions, and joint orientations may vary across Jensen Precast's manufacturing facilities. Contractor to confirm all thicknesses, dimensions, and joint orientations prior to installation. 3.) System design criteria has been provided to Jensen Precast. Others are responsible for verification that system meets intended application. 4.) Foundation, subgrade, and backfill to be designed by others. PUMP CHARACTERISTICS DESCRIPTION VALUE DUTY POINT MANUFACTURER MODEL NUMBER PUMP TYPE MOTOR SIZE REQUIRED POWER SUPPLY NOTES: ALL PRECAST CONCRETE STRUCTURES AND ACCESS HATCHES/COVERS TO BE SUPPLIED BY OTHERS. SYSTEM CHARACTERISTICS CHARACTERISTICS VALUES DUTY POINT PER PUMP 200 GPM @ 20.1' TDH MANUFACTURER HOMA MODEL NUMBER AMS436-200/2.8T/C PUMP TYPE SUBMERSIBLE NON-CLOG PUMP MOTOR SIZE 2.8 HP / 4.1A REQUIRED POWER SUPPLY 460V, 3 PH ‘10" INLET PIPING TO BE INSTALLED, *CORED & SEALED BY OTHERS ‘8'-0" WET WELL I.D. ANTI-FLOTATION COLLAR 2'-0" FOUNDATION, SUBGRADE AND BACKFILL DESIGNED BY OTHERS FOUNDATION, SUBGRADE AND BACKFILL DESIGNED BY OTHERS 13 15 16 25 17 19 26 19'-10" P6'-0" VALVE VAULT I.D. 5'-10" 30" X 48" DOUBLE DOOR ACCESS HATCH 24 20 FLOOR EL: “10.65' LOW WATER ALARM EL: 12.15' PUMPS OFF EL: 12.65' INLET INVERT AND LEAD PUMP ON EL: 13.65' LAG PUMP ON EL: 14.65' HIGH WATER ALARM EL: 23.58' RIM EL: 30.49' 9 10 11 12 19 22 18 21 P3'-0" CAST IRON FRAME AND COVER2018 PRECAST WET WELL PROVIDED BY OTHERS PRECAST WET WELL PROVIDED BY OTHERS 27 24 24 13 www.jensenwaterresources.com PUMPS 14 www.jensenwaterresources.com PUMP DATA SHEETS 15 3/16/20202 Date:Page:Created by:Project Project no.: Impeller Impeller type:Ø:Ø: 1.84 hp Head Efficiency Shaft power P2 AM S 4 3 6 - 2 0 0 62.8% Application range -200 -200 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 [ft] 0 10 20 30 40 50 [%] 0 0.4 0.8 1.2 1.6 2 [hp] 0 40 80 120 160 200 240 280 320 360 400 440 480 [US g.p.m.] 1 Solid size Max. Min.Sel. Single channel impeller 91/16" 7 1/2"77/8" Operating data Speed:Frequency: Duty point:Discharge port: 1160 rpm 200 US g.p.m.Q =H =20.1 ft 4" ANSI Power data referred to:Water, clean [100%] ; 68°F; 62.322lb/ft³; 1.0818E-5ft²/s Ø: Performance Curve Testnorm: Ø:2.0.1 - 19.08.2019 (Build 147)AMS436-200/2,8T/C 60 Hz 3 inch Shaft power P2: HI Standard Sect. 11.6.5.4 16 ( ) H 27 1/4 Wet well installation with coupling kit (T, 200...230)270 [10 5/8"]200 [7 7/8"]240 [9 1/2"]415 [16 3/8"]60 [2 3/8"] Ø15 [5/8"] 200 [7 7/8"] 109 [4 1/4"] 424 [16 3/4"] 20 [3/4"] 87 [3 3/8"]195 [7 5/8"]DN100 PN10[Flange 4" Ansi125 lb/sq. in. RF] (2x)Rail1 1/2"(4x) Anchor bolt (4x)Anchor bolt60 [2 3/8"]310 [12 1/8"]884 [35 3/8"]357 [14 1/4"]280 [11 1/4"]A140 [5 5/8"]460 [18 3/8"] Upper slide rail bracket min level inch 2.0.1 - 19.08.2019 (Build 147)Table Dimensions Dimensions in mm [inch], letters see table Dimensions AMS436-200/2,8T/C Created by:Project no.:Project Page: Date: 3/16/20203 min level = Minimum fluid level for intermittent operation (S3) 17 NEMA code 10.7 8.2 230 / 460 AMS436-200/2,8T/C Fluid Temperature Density Kin. viscosity Flow 62.31 1.077E-5 °F lb/ft³ft²/s Operating data US g.p.m. ft ft 68 Impeller type Pump Code Impeller Ø Max. Min. Speed Flow HeadSuction port Pump Discharge port rpm inch US g.p.m. ft ft % Materials Motor housing Pump housing Impeller Wear ring Motor shaft Bolts Elastomeres Technical Data Solid size inch Max. hp Pump efficiency max. Required rated power max. P2 Motor Motor design Motor name Frequency Rated power P1 Rated speed Rated voltage Degree of protection Temperature class Insulation class cos phi Hz hp rpm V A A A % Explosion protectionRated power P2 Efficiency at % rated power 100% 75% 50% 50% 100% 75% % % Starting current, direct starting Rated current Starting current, star-delta Service factor Weight aggregat Power cable Type of power cable Control cable Type of control cable Cable length Mechanical seal on motor side Mechanical seal on medium side Lower Bearing Upper Bearing SiC / SiC SiC / SiC Double row angular ball bearing Deep Groove Ball Bearing Remarks DN100 4" ANSI Single channel impeller 3 7.87 3~ 3.4 60 2.8 1160 32.0 1.15 1160 28.4 7.2 479.9 62.8 2.5 H IP 68 T3C 82.0 83.0 82.0 0.78 0.72 0.59 14.9Static headShaft power P2 Head at % rated power Shaft seal Bearing Submersible motor hp AM173.3,4T/6/3 E Directly %60.2 2.0.1 - 19.08.2019 (Build 147)/ 4,1 / 16 AMS436-200/2,8T/C Starting mode Pump efficiency hp Weight/ 10G1,5 H07RN8-F PLUS 257.94 lb 1.8 Single pumpPumpe type No. of pumps 1 AMS436-200/2,8T/C Required pump NPSH ft Sewage AISI 430 F Stainless Steel Bronze ASTM B505; C93200 Cast Iron ASTM A48;Cl.40B Cast Iron ASTM A48;Cl.40B Cast Iron ASTM A48;Cl.40B AISI 304 Stainless Steel Nitrile Rubber ------------------------------------- 32.809 ft 200 US g.p.m.20.1 ft Project Project no.:Created by:Page: 4 3/16/2020 Date: 18 www.jensenwaterresources.com PUMP INSTALLATION AND OPERATING MANUAL 19 Installation, Operation, and Maintenance Manual AMS ...AM(X)...AV(X) ...AK(X) ... 60Hz 20 02 | English Content 1.2. Preface .............................................................................................................................................................03 1.3. Proper use ........................................................................................................................................................03 1.4. Copyright ..........................................................................................................................................................03 2. Safety .................................................................................................................................04 2.1. Instructions and safety information ..................................................................................................................04 2.2. General safety ..................................................................................................................................................04 2.3. Operating personnel .........................................................................................................................................04 2.4. Electrical work ..................................................................................................................................................04 2.5. Operating procedure .........................................................................................................................................05 2.6. Safety and control devices ...............................................................................................................................05 2.7. Operation in an explosive atmosphere .............................................................................................................05 2.8. Sound Safety ....................................................................................................................................................05 2.9. Pumped fluids ..................................................................................................................................................05 3. General description ..........................................................................................................06 3.1. Application ........................................................................................................................................................06 3.2. Types of use .....................................................................................................................................................06 3.3. Construction .....................................................................................................................................................06 4. Package, Transport, Storage ...........................................................................................09 4.1. Delivery .............................................................................................................................................................09 4.2. Transport ...........................................................................................................................................................09 4.3. Storage .............................................................................................................................................................09 4.4. Returning to the supplier .................................................................................................................................10 5. Installation and initial commissioning ...........................................................................10 5.1. General .............................................................................................................................................................10 5.2. Installation ........................................................................................................................................................11 5.3. Use of chains ....................................................................................................................................................13 5.4. Initial operation .................................................................................................................................................14 5.5. Preparatory work ..............................................................................................................................................14 5.7. Direction of rotation ..........................................................................................................................................16 5.8. Motor protection ...............................................................................................................................................16 5.9. Variable Frequency Drives ................................................................................................................................16 5.10. Types of startups ............................................................................................................................................16 6. Maintenance .....................................................................................................................17 6.1. General .............................................................................................................................................................17 6.2. Maintenance intervals ......................................................................................................................................17 6.3. Maintenance tasks ...........................................................................................................................................17 6.4. Sealing chamber ...............................................................................................................................................19 7. Repairs ...............................................................................................................................19 7.1. General .............................................................................................................................................................19 7.2. Changing the impeller and pump unit ...............................................................................................................19 7.3. Spare Parts .......................................................................................................................................................20 8. Shutdown ..........................................................................................................................20 8.1. Temporary shutdown ........................................................................................................................................20 8.2. Final shutdown / storage ..................................................................................................................................20 8.3. Restarting after an extended period of storage ................................................................................................20 9. Troubleshooting ...............................................................................................................20 10. Connection of pumps and mixers .................................................................................23 21 English | 03 1.2. Preface Dear Customer, Thank you for choosing one of our company’s products. You have purchased a product which has been manufac- tured to the latest technical standards. Read this operat- ing and maintenance manual carefully before you first use it. This is the only way to ensure that the product is safely and economically used. The documentation contains all the necessary specifica- tions for the product, allowing you to use it properly. In addition, you will also find information on how to recog- nize potential dangers, reduce repair costs and downtime, and increase the reliability and working life of the product. All safety requirements and specific manufacturer’s re- quirements must be fulfilled before the product is put into operation. This operating and maintenance manual supplements any existing national regulations on industri- al safety and accident prevention. This manual must also be accessible to personnel at all times and also be made available where the product is used. 1.3. Proper use In the event of improper use, there is a danger to life for the user as well as for third parties. Moreover, the product and/or attachments may be damaged or destroyed. It is important to ensure that the product is only operated in technically perfect condition and as intended. To do so, follow the operating instructions. The pumps can be used in the range specified by us at any time, in accordance with the current HOP.SEL version. We have selected the pump based on the data available to us. Please note that the offered pumps may only be used in the defined field of application. Operating the pump out- side the range of application can lead to operational prob- lems or significant damage to the unit. Particularly with long pipes, it may be necessary to start the pump slowly via VFD or soft start system. 1.4. Copyright This operation and maintenance manual has been copy- righted by the manufacturer. This operation and mainte- nance handbook is intended for use by assembly, oper- ating and maintenance personnel. It contains technical specifications and diagrams which may not be reproduced or distributed, either completely or in part, or used for any other purpose without the expressed consent of the man- ufacturer. 1.5. Technical terms Various technical terms are used in this operating and maintenance manual. Dry run The product is running at full speed, however, there is no liquid to be pumped. A dry run is to be strictly avoided. If necessary, a safety device must be installed. “wet” installation type This installation type requires the product to be immersed in the pumped fluid. It is completely surrounded by the pumped fluid. Please observe the values for the maximum submersion depth and the minimum water coverage. “dry” installation type In this installation type, the product is installed dry, i.e. the pumped fluid is delivered to and discharged via a pipeline system. The product is not immersed in the pumped fluid. Please note that the surfaces of the product become very hot! “transportable” installation type With this installation type the product is equipped with a pedestal. It can be installed and operated at any location. Please observe the values for the maximum submersion depth and the minimum water coverage, and remember that the surfaces of the product become very hot. “S1” operating mode (continuous operation) At the rated load, a constant temperature is reached that does not increase even in prolonged operation. The oper- ating equipment can operate uninterruptedly at the rated load without exceeding the maximum permissible tem- perature. “S2” operating mode (short-term operation) The operating time is specified in minutes, for example, S2-20. That means, that the machine can work 20 min- utes and should pauses after it, as long as the machine is cooled down to 2K over medium temperature. Operating mode “S3“ (intermittent operation): For these operating modes, after the abbreviation, the duty cycle is displayed as well as the cycle duration if it deviates from 10 minutes. Example S3 30% means, that the machine can work 3 minutes and afterwards should pauses 7 minutes. Low Level Lockout The low level lockout is designed to automatically shut down the product if the water level falls below the mini- mum water coverage value of the product. This is made possible by installing a float switch. Level control The level control is designed to switch the product on or off depending on the filling level. This is made possible by installing a float switch. 22 04 | English 2. Safety This chapter lists all the generally applicable safety instruc- tions and technical information. Furthermore, every other chapter contains specific safety instructions and techni- cal information. All instructions and information must be observed and followed during the various phases of the product‘s lifecycle (installation, operation, maintenance, transport etc.). The operator is responsible for ensuring that personnel follow these instructions and guidelines. 2.1. Instructions and safety information This manual uses instructions and safety information for preventing injury and damage to property. To make this clear for the personnel, the instructions and safety information are distinguished as follows: Each safety instruction begins with one of the following signal words: Danger: Serious or fatal injuries can occur! Warning: Serious injuries can occur! Caution: Injuries can occur! Caution (Instruction without symbol): Serious damage to property can occur, including irreparable damage! Safety instructions begin with a signal word and descrip- tion of the hazard, followed by the hazard source and potential consequences, and end with information on preventing it. 2.2. General safety • Never work alone when installing or removing the product. • The machine must always be switched off before any work is performed on it (assembly, dismantling, maintenance, installation). The machine must be dis- connected from the electrical system and secured against being switched on again. All rotating parts must be at a standstill. • The operator should inform his/her superior immedi- ately should any defects or irregularities occur. • It is of vital importance that the system is shut down immediately by the operator if any problems arise which may endanger safety of personnel. Problems of this kind include: • Failure of the safety and/or control devices • Damage to critical parts • Damage to electric installations, cables and insulation. • Tools and other objects should be kept in a place reserved for them so that they can be found quickly. • Sufficient ventilation must be provided in enclosed rooms. • When welding or working with electronic devices, ensure that there is no danger of explosion. • Only use fastening devices which are legally defined as such and officially approved. • The fastening devices should be suitable for the conditions of use (weather, hooking system, load, etc). If these are separated from the machine after use, they should be expressly marked as fastening devices. Otherwise they should be carefully stored. • Mobile working equipment for lifting loads should be used in a manner that ensures the stability of the working apparatus during operation. • When using mobile working equipment for lifting non guided loads, measures should be taken to avoid tipping and sliding etc. • Measures should be taken that no person is ever directly beneath a suspended load. Furthermore, it is also prohibited to move suspended loads over workplaces where people are present. • If mobile working equipment is used for lifting loads, a second person should be present to coordinate the procedure if needed (for example if the operator‘s field of vision is blocked). • The load to be lifted must be transported in such a manner that nobody can be injured in the case of a power cut. Additionally, when working outdoors, such procedures must be interrupted immediately if weather conditions worsen. These instructions must be strictly observed. Non-observance can result in injury or serious damage to property. 2.3. Operating personnel All personnel who work on or with the product must be qualified for such work; electrical work, for example may only be carried out by a qualified electrician. The entire personnel must be of age. Operating and maintenance personnel must also work according to local accident pre- vention regulations. It must be ensured that personnel have read and understood the instructions in this operat- ing and Maintenance handbook; if necessary this manual must be ordered from the manufacturer in the required language. 2.4. Electrical work Our electrical products are operated with alternating or industrial high-voltage current. The local regulations (e.g. VDE 0100) must be adhered to. The “Electrical connec- tion” data sheet must be observed when connecting the product. The technical specifications must be strictly adhered to. If the machine has been switched off by a protective device, it must not be switched on again until the error has been corrected. Beware of electrical current! Incorrectly performed electrical work can result in fatal injury! This work may only be carried out by a qualified electrician. Beware of Moisture! Moisture penetrating cables can damage them and render them useless. Furthermore, water can penetrate into the terminal compartment or motor and cause damage to the terminals or the winding. Never immerse cable ends in the pumped fluid or other liquids. 23 English | 05 2.4.1. Electrical connection When the machine is connected to the electrical control panel, especially when electronic devices such as soft startup control or frequency drives are used, the relay manufacturer‘s specifications must be followed in order to conform to EMC. Special separate shielding measures e.g. special cables may be necessary for the power supply and control cables. The connections may only be made if the equipment meets NEC standards. Mobile radio equipment may cause malfunctions. Beware of electromagnetic radiation! Electromagnetic radiation can pose a fatal risk for people with pacemakers. Put up appropriate signs and make sure anyone affected is aware of the danger. 2.4.2. Ground connection Our products (machine including protective devices and operating position, auxiliary hoisting gear) must always be grounded. If there is a possibility that people can come into contact with the machine and the pumped liquid (e.g. at construction sites), the grounded connection must be additionally equipped with a fault current protection de- vice. The electrical motors conform to motor protection class IP 68 in accordance with the valid norms. 2.5. Operating procedure When operating the product, always follow the locally applicable laws and regulations for work safety, accident prevention and handling electrical machinery. To help to ensure safe working practice, the responsibilities of em- ployees should be clearly set out by the owner. All per- sonnel are responsible for ensuring that regulations are observed. Certain parts such as the rotor and impeller ro- tate during operation in order to pump the fluid. Certain materials can cause very sharp edges on these parts. Beware of rotating parts! The moving parts can crush and sever limbs. Never reach into the pump unit or the moving parts during operation. Switch off the machine and let the moving parts come to a rest before maintenance or repair work! 2.6. Safety and control devices Our products are equipped with various safety and control devices. These include, for example moisture sensors and temperature sensors. These devices must never be dis- mantled or disabled. Equipment such as thermo sensors, float switches, etc. must be checked by an electrician for proper functioning before start-up (see the “Electrical Connection” data sheet). Please remember equipment such as PT100 temperature monitors or float switches require the use of a HOMA GO switch for connection. Please contact your HOMA distributor for information. Personnel must be informed of the installations used and how they work. Caution! Never operate the machine if the safety and monitor- ing devices have been removed or damage, or if they do not work. 2.7. Operation in an explosive atmosphere Products marked as explosion-proof are suitable for op- eration in an explosive atmosphere. The products must meet certain guidelines for this type of use. Certain rules of conduct and guidelines must be adhered to by the op- erator as well. Products that have been approved for op- eration in an explosive atmosphere are marked as explo- sion-proof rated by FM. In addition, an “FM” symbol must be included on the name plate! 2.8. Sound Safety Depending on the size and capacity (kW), the products produce a sound pressure of up to110 dB. The actual sound pressure, however, depends on several factors. These include, for example, the installation type (wet, dry, transportable), fastening of accessories (e.g. suspension unit) and pipeline, operating site, immersion depth, etc. Once the product has been installed, we recommend that the operator make additional measurements under all op- erating conditions. Caution: Wear ear protectors! In accordance with the laws in effect, guidelines, standards and regulations, ear protection must be worn if the sound pressure is greater than 85 dB (A)! The operator is responsible for ensuring that this is observed! 2.9. Pumped fluids Each pumped fluid differs in regard to composition, cor- rosiveness, abrasiveness, TS content and many other aspects. Generally, our products can be used for many applications. For more precise details, see chapter 3, the machine data sheet and the order confirmation. It should be remembered that if the density, viscosity or the general composition change, this can also alter many parameters of the product. Different materials and impeller shapes are required for different pumped fluids. The more exact your specifications on your order, the more exactly we can modify our product to meet your requirements. If the area of application and/or the pumped fluid change, we will be happy to offer supportive advice. When switching the product into another pumped fluid, observe the following points: • Products which have been operated in sewage or waste water must be thoroughly cleaned with pure water or drinking water before use. • Products which have pumped fluids which are haz- ardous to health must always be decontaminated before changing to a new fluid. Also clarify whether the product may be used in a different pumped fluid. • With products which have been operated with a lubricant or cooling fluid (such as oil), this can escape into the pumped fluid if the mechanical shaft seal is defective. Danger - explosive fluids! It is absolutely prohibited to pump explosive liquids (e.g. gasoline, kerosene, etc.). The products are not designed for these liquids! 24 06 | English 3. General description 3.1. Application Pump is suitable for pumping sewage, effluents, sludge and surface water. The pumps are used for installations in public and private sector, trade and industry. The pumps can convey abrasive medium as surface water. For high- ly abrasive content, such as concrete-gravel and sand in the medium, it is necessary to protect the impeller and pump housing against excessive abrasion or to shorten the maintenance interval. Before the pumping of chemically aggressive liquids, the resistance of the pump materials must be checked. The pumps are available in high quality materials of all components (Stainless steel, bronze). According to the type of installation and motor cool- ing, the machine must be submerged in pumped liq- uid at least up to the top edge of the pump or mo- tor housing. For continuous operation (S1) without a cooling jacket, the motor housing must completely be submerged. The temperature of the pumped medium may be up to 104°F or up to 140°F for a short period. The maximum density of the medium is 0.03757 lbs/in³ and the pH may be from 6 – 11. Stainless steel variants can be used at a pH of 4 - 14. However, the pH alone only serves as a guideline. Consult factory for assistance with chemically aggressive liquids. Depending on the composition, it may be necessary to use special sealing materials. 3.2. Types of use The motors are designed for continuous operation (S1), maximum 15 starts per hour. The hydraulic is designed for permanent operation, e.g. supply of industrial water. 3.3. Construction The pump consists of the motor and the pump housing as well as the impeller which belongs to it. No. Description 1 Eye hooks for lifting 2 Name plate 3 Pump housing 4 Suction inlet 5 Discharge 6 Motor housing 7 Cable entry 25 English | 07 3.3.1. Name plate Flow max.:Sn:Pump:Cont. Duty: 40° C amb.Hmax:ft Hmin:ft lbsgpm rpm Motor: HP Ins. cl.: HzU:V cos :AP:~Nema code:Wiring Diagram:Cl.I,DIV.1,GR.CD I:Date: Thermally protected! See manual for cord replacement!Do not remove covers while circuits are alive! a APPROVED No.Description a Pump name b Serial number c Flow max d Hmax (Head max) e Hmin (Head min) f Submersion depth g Weight h Motor name i Date of manufacture j Voltage k Motor Power l Nominal current m Frequency m a Phase n Motor speed o Cos phi p tTemperature class p Nema Code Letter r Wiring diagram s Insulation class t comments 3.3.2. Motor The three-phase asynchronous motor consists of one sta- tor and the engine shaft with impeller assembly. The cable for the power supply is designed for maximum mechan- ical performance in accordance with the characteristic or pump name plate. Both the cable entries and the line are water-pressure tight with respect to the substance being pumped. The shaft bearing assembly is supported via ro- bust, maintenance-free and permanently lubricated roller bearings. All motors can also be delivered in an explo- sion-proof version in accordance with FM Class I, Division 1, Groups C & D. General motor data Service factor 1.15 Operating mode S1 Max. liquid tempe- rature 35°C / 95°F Insulation class H (180°C / 356°F) Degree of protection IP68 Cable length 32 ft Rotor shaft seal Silicon-carbide / Silicon-carbide Mechanical shaft seal Silicon-carbide / Silicon-carbide Bearing One grooved ball bearing (above), double-row type angular ball bearing (below) 3.3.3. Monitoring Equipment The unit is equipped with various types of monitoring-safe- ty equipment. The following table shows an overview of the options available. The options may vary depending on the size of the pressure outlet Motortype Motorversion .../C Temperature monitoring in the winding, Oil chamber seal conditions sensor …U... Fully submerged motor, Temperature monitoring in the winding, Oil chamber seal conditions sensor …L... Fully submerged motor, closed liquid cooling, Temperature monitoring in the winding, Seal probe leakage chamber ...FM Temperature monitoring in the winding, Explosion proof .../C FM Temperature monitoring in the winding, Oil chamber seal conditions sensor and motor connecting chamber, Explosion proof …U... FM Fully submerged motor, Temperature monitoring in the winding, Oil chamber seal conditions sensor, Explosion proof Temperature Sensor All pumps are equipped with a temperature sensor as- sembly in the motor windings. In pumps with the stan- dard design, the connections for the temperature sensor are fed via the power cable to the outside and are to be connected in the electric control box using the T1 and T3 power cable endings in such a way that the motor auto- matically restarts after it has cooled down. Instead of the standard sensor, the explosion-proof ver- sions are equipped with a temperature sensor assem- bly that has a higher activation temperature. This is to be connected via the power cable endings T1 and T2 in such a way that after activation, a manual reset in the switchgear is necessary using a special contactor com- bination. The temperature sensor assembly must be connected in the switching cabinet so that it switches off when it overheats. 26 08 | English Switch-off temperature of the sensors: Motor Frame Stator Winding T1+T3 Regulator Stator Winding FM T1+T2 Limiter Lower Bearing Upper Bearing T 140°C / 284°F 140°C / 284°F 80°C / 176°F n/a P 150°C / 302°F 140°C / 284°F 80°C / 176°F n/a F 150°C / 302°F 140°C / 284°F 90°C / 194°F 105°C / 221°F G 150°C / 302°F 150°C / 302°F 90°C / 194°F 105°C / 221°F H 150°C / 302°F 150°C / 302°F 90°C / 194°F 105°C / 221°F Seal monitoring for non-jacketed and media-cooled pumps: In case of a leak in the lower shaft seal, water enters the oil chamber and changes the resistance of the oil. The conductivity of the oil is monitored via 2 sensors. The sen- sors are to be connected via 2 cables (labeled S1 and S2) from the pump connection cables in the switch cabinet to an evaluation instrument galvanically separated from the probe circuit. The response sensitivity should be adjust- able from 0-100 kΩ, the standard setting being 50 kΩ. Seal monitoring for pumps with closed-loop cooling: The penetration of coolant (water-glycol mixture) into a leakage chamber is registered via 2 sensors. This leakage chamber is situated between the motor-side mechanical seal and the bottom shaft bearing. If the motor-side shaft bearing should leak, coolant leaks into the leakage cham- ber and establishes the contact between both sensors. The sensors are to be connected via 2 cables (labeled S11 and S12) from the pump connection cables in the switch cabinet to an evaluation instrument galvanically separated from the probe circuit. 3.3.4. Additional pump protection devices Several optional pump protection devices are available to protect submersible motors from damage, and may have provided in your pump. Temperature Sensing RTD*: PT100 sensors are avail- able in two critical locations on larger machines, the lower bearings and motor windings. N.C. Circuit - 108 ohm Moisture Sensors: Two styles of moisture sensors are available on HOMA pumps. Moisture Detectors*: These are micro float switches de- signed to detect small amounts of liquid. These are avail- able in the stator housing of 50hp and larger size pumps. N.C. Circuit - 268 ohm Leakage Detectors*: These normally open, 2 wire probes are used to detect the presence of water in the pump. Optional leak detectors can be installed as follows: • Stator Chamber installation: Probe placed in bottom of stator housing to detect presence of water in the chamber. • Stator or Motor cap installation: Probe used to detect the presence of water only into the stator housing or motor cap terminal board. • Closed loop cooling Installation: Probe placed in sta- tor housing to detect the presence of liquid in the dry chamber. * GO switch is required for sensor operation. 3.3.5. Sealing / Seal Housing Sealing is accomplished by two silicon carbide mechani- cal seals in a tandem arrangement, acting independently from each other. The seal housing is situated between the motor and the pump housing. It consists of the bearing housing and the pressure cover, which together form the sealing cavity with containing white mineral oil. Monitor- ing possibilities are available using the inspection plug on the bearing housing and optional electronic monitoring. 3.3.6. Jacketed Pump Option The cooling jacket has been supplied based upon the specified operating conditions of this application. It is important this jacket is function properly, or the internal motor components could become damaged. Several cool- ing configurations are available depending upon customer preference and system requirements. You must know what configuration of cooling system is to be used with the pump prior to installation. In some cases, field test results may indicate a change of cooling method is required. Consult factory for necessary chang- es to the pump. COOLIng RequIReMenTS 1 - Standard Media Cooled – This construction does not require any external piping and it is completely self-contained. This design is suitable for the routine collection system application. No pump modi- fications are required. • Required Hardware – Automatic air bleed valve mounted in upper vent port or a ¼” or 3/8” elbow and small block valve for venting. A length of hose routed to the sump should be attached to either air bleed or the block valve outlet. • Start Up Requirements – This jacket must be vent- ed at start up. Additional venting may be required af- ter situations where the suction or discharge piping has been removed for maintenance and reinstalled. Some adverse operating conditions can allow air to become trapped in this jacket. This must be periodi- cally vented off. If this occurs, it is recommended the small air bleed valve is utilized. 2 - Media Cooled with external Flush - This construction requires an external flow of water, typ- ically re-use water. Applications which require this option are typically heavy slurry or sludge service often found in the treatment plant. This option routes the externally sup- plied water into the pumped media. No pump modifica- tions are required. • Required Hardware – Mounting a regulating valve, pressure gauge and automated block valve between the water supply and the upper jacket port is re- quired. The supply valve should be adjusted to al- low the supply of water to exceed pump discharge 27 English | 09 pressure. This assures a positive flow of water into the pump chamber. The block valve should be auto- mated to open whenever the pump is operated. • Start Up Requirements – This jacket must be vented at start up. Additional venting may be required if cool- ing water supply is interrupted. 3 - external Fluid Cooled - This option requires an external flow of water like in op- tion 2 above, but is used where dilution of the pumped product is not desirable. The supply of water is internally isolated from the pumped media. The water inlet is routed into the jacket’s lowest port and returned out of the high- est port. This option does NOT allow water to enter the pumped media and pump must be ordered from factory this way. • Required Hardware – Mounting a regulating valve, pressure gauge and automated block valve between the water supply and the upper jacket port is re- quired. The supply valve should be adjusted to allow for a good supply of water to flow through the jacket. The block valve should be automated to open when- ever the pump is operated. 3.3.7. Volute The volute may be available rubber-coated inside. Some volutes are supplied with a cleanout port to easily remove blockages. The pump may be equipped with a stationary wear ring which can be found in the intake port. This wear ring determines the gap between the impeller and the in- take port. If this gap is too big, the performance of the pump decreases and it can lead to blockages. The rings can be replaced due to wear. 3.3.8. Impeller M:Enclosed single channel impeller, for liquids containing impurities and sludge with solid particles or long fibres. K:Enclosed multi channel impeller, for liquids containing impurities and sludge with solid particles. V:Vortex impeller, for liquids containing a high level of impurities or fibrous matter and containing gas. 4. Package, Transport, Storage 4.1. Delivery On arrival, the delivered items must be inspected for dam- age and a check made that all parts are present. If any parts are damaged or missing, the transport company or the manufacturer must be informed on the day of delivery. Any claim made at a later date will be deemed invalid. Damage to parts must be noted on the delivery or freight documentation. 4.2. Transport Only the appropriate and approved fastening devices, transportation means and lifting equipment may be used. These must have sufficient load bearing capacity to en- sure that the product can be transported safety. If chains are used they must be secured against slipping. The personnel must be qualified for the tasks and must follow all applicable national safety regulations during the work. The product is delivered by the manufacturer/ shipping agency in suitable packaging. This normally pre- cludes the possibility of damage occurring during trans- port and storage. Never lift the pump by its power cable! Jacketed pump should never storage or shipped with the pump by the jacket. Damage to sealing O Rings may result. 4.3. Storage Newly supplied products are prepared that they can be stored for 1 year. The product should be cleaned thor- oughly before interim storage. The following should be taken into consideration for storage: • Place the product on a firm surface and secure it against falling over. Submersible mixers and aux- iliary lifting devices should be stored horizontally, submersible sewage pumps and submersible motor pumps should be stored horizontally or vertically. It should be ensured that they cannot bend if stored horizontally. Falling Hazard! Never leave the pump unsecured! • The product has to be stored in a place free from vibrations and agitation to avoid damage to the ball bearings. • The device should be stored in a dry place without temperature fluctuation. • The product may not be stored in rooms where weld- ing work is conducted as the resulting gases and ra- diation can damage the elastomer parts and coatings. • Be careful to not remove or damage the corrosion resistant coatings. • Any suction or pressure connections on products should be closed tightly before storage to prevent impurities. • The power supply cables should be protected against kinking, damage and moisture. 28 10 | English • The cable will wick water into the pump if it is not pro- tected properly. Power cable lead should be covered with shrink tubing or suitable sealing material during storage. Beware of electrical current! Damaged power supply cables can cause fatal inju- ry! Defective cables must be replaced by a qualified electrician immediately. Beware of moisture! Moisture penetrating cables can damage them and render them useless. Therefore, never immerse ca- ble ends in the pumped fluid or other liquids. • The machine must be protected from direct sunlight, heat, dust, and frost. Heat and frost can cause con- siderable damage to impellers, rotors and coatings. • The impeller must be turned at monthly intervals. This prevents the bearing from locking and the film of lubricant on the mechanical shaft seal is renewed. This also prevents the gear pinions (if present on the product) from becoming fixed as they turn and also renews the lubricating film on the gear pinions (pre- venting rust film deposits). Beware of sharp edges! Sharp edges can form on rotors and impellers. There is a risk of injuries. Wear protective gloves. • If the product has been stored for longer than six month it should be cleaned of impurities such as dust and oil deposits before start-up. Rotors and impellers should be checked for smooth running, housing coat- ing and damage. • After remaining in storage for longer than one year, it is necessary to change the oil in the seal chamber. This is necessary even if the pump has never been run, due to natural deterioration of mineral oil. Before start-up, the filling levels (oil, cooling fluid etc.) of the individual products should be checked and topped up if required. Please refer to the machine data sheet for specifications on filling. Damaged coatings should be repaired immediately. Only a coating that is completely intact fulfills the criteria for intended usage! If these rules are observed, your product can be stored for a longer period. Please remember that elastomer parts and coatings become brittle naturally. If the product is to be stored for longer than 6 months, we recommend checking these parts and replacing them as necessary. Please consult the manufacturer. 4.4. Returning to the supplier Products which are delivered to the factory must be clean and correctly packaged. In this context, clean means that impurities have been removed and decontaminat- ed if it has been used with materials which are hazard- ous to health. The packaging must protect the product against damage. Please contact the manufacturer before returning! 5. Installation and initial commissioning 5.1. General To avoid damage to the lifting unit during installation and operation, the following points must be observed: • The installation work must be performed by qualified personnel, in compliance with safety regulations. • The pump must be inspected for damage prior to in- stallation. • For level controls, pay attention to the minimum wa- ter coverage. • Air bubbles in the volute and pipework must be avoid- ed (by suitable ventilation devices or a slight incline of the pump). • Protect the pump from frost. • The lifting device must have a maximum load capaci- ty which is greater than the weight of the pump with attachments and cable. • The power lines of the pump must be laid in such a way, that a safe operation and easy assembly/disas- sembly is ensured. • The power lines must be fixed properly in the operat- ing room to prevent the cable from hanging loosely. Depending on the cable length and weight, a cable holder must be attached every 2-3 m. • The foundation/structure must have sufficient strength for secure and functionally correct fastening of the pump. The operator is responsible for this. • Verify low level lockout is functioning. • Use baffles for the inlet. This prevents air entry into the pumping medium, which can lead to unfavorable operating conditions and result in increased wear. • Do not install more than one check valve into any pip- ing system or problems will occur. 29 English | 11 No. Description 1 Pipe 2 Coupling system 3 Service room 4 Inlet 5 Baffle plate 6 min. liquid level 7 Pump external Seal Probe Installation Procedure Mechanical Seal Leak Detection probe has been loose to protect from shipping damage. Please follow this procedure to install the probe. 1. Lay pump on its side with the plug on the seal cham- ber facing upwards as indicated. 2. Unscrew the plug with the proper wrench, taking care not to damage the sealing surface. 3. Verify that seal chamber oil level is within ¼” of the indicated value. Measurement is from oil level to the top of hole. See IOM Manual for seal chamber oil vol- ume, if required. 4. Remove the new sealing gasket from package and install it onto the seal probe plug. 5. Install the seal probe with gasket into the opening, taking care not to damage the cable. Then tighten the seal probe with the proper wrench until snug. Do not overtighten. Once tight, verify the seal gasket is prop- erly seated and the cable is not pinched or twisted. NOTE: At installation of the seal probe be careful not to bind the seal probe cord as it is being installed into the pump. 6. Lift pump into a vertical position and inspect for any leaks. 7. Secure seal probe cable to pump body and power ca- ble with tyraps before installing pump. 5.2. Installation Risk of falling! When installing the pump and accessories, work is carried out next to wetwell! Carelessness or wearing the wrong shoes can lead to falling. This is life threat- ening! Take all safety precautions to prevent this. Torque Values PUMPump mo- delInstallation Bolts Anchors SIZEize TORQUE 3” Autocoupling 8 4 M16X60mm M16 146 Nm / 108 ft lb 100 Nm / 74 ft lb 4” Autocoupling 8 4 M16X60mm M16 146 Nm / 108 ft lb 100 Nm / 74 ft lb 3” & 4” Ring stand 4 M16x25mm 146 Nm / 108 ft lb 3” & 4” Dry sump 8 4 M16x40mm M16 146 Nm / 108 ft lb 100 Nm / 74 ft lb 6” Autocoupling 8 4 M20x70mm M16 200 Nm / 150 ft lb 100 Nm / 74 ft lb 6” Ring stand 4 M20x40mm 200 Nm / 150 ft lb 6” DRYry SUMP- sump (1 Piece) 8 4 M20x45mm M16 200 Nm / 150 ft lb 100 Nm / 74 ft lb 6” DRYry SUMP- sump 6” (N/P Motor) 8 4 M20x65mm M16 200 Nm / 150 ft lb200 Nm / 150 ft lb 100 Nm / 74 ft lb DRY SUMP 6” Dry sump (F Motor) 8 4 M20x70mm M16 100 Nm / 74 ft lb 200 Nm / 150 ft lb 100 Nm / 74 ft lb 8” Autocoupling 8 4 M20x70mm- M20x70m M20x70mm M20 200 Nm / 150 ft lb 200 Nm / 150 ft lb 200 Nm / 150 ft lb 8” Ring stand 4 M20x30mm 200 Nm / 150 ft lb 8” DRYry SUMP- sump (2 Piece) 8 4 M20x75mm M20 200 Nm / 150 ft lb 200 Nm / 150 ft lb 30 12 | English Notes: 1. For pumps larger than 8” please consult factory. 2. Flange bolts must be tightened in cross pattern to avoid damage to the raise face flanges. 3. Standard flange bolts are 316SS 4. Standard anchors are plated steel. 5. Autocoupling systems include qty. 4 M12 anchors for the upper bracket. Torque to 51 Nm / 38 ft lb. 6. Anchor bolt holes should be drilled to the actual di- ameter of the anchor (M12 anchor requires 12mm diameter hole). Submerged installation on ring stand Attach the ring stand (available as an accessory) with screws to the pump suction nozzle. 90° connection-el- bow or connection loop to the pressure port of the pump, mount pressure line. Gate valves and check valves may need to be installed in accordance with local regulations. The pressure line must be fitted free of tension, when using a hose, ensure it is laid kink-free. Secure the pump by the handle with a cable or chain, and lower it into the pumping medium. Properly position pow- er cable and chain so they stay above the pump and con- nate enter the pump suction. Wet installation with automatic coupling system The following instructions apply to the installation of the original HOMA Autocoupling system: • Determine the approximate position of the base el- bow and the upper pipe bracket for the guide tubes, using a plumb bob where necessary. • Check the correct installation dimensions of the pump(s) (see dimensional drawings in the appendix). • Drill mounting holes for the guide rail bracket on the inside edge of the shaft opening. If this is not possi- ble due to the space available, the guide rail bracket can also be mounted in an offset position with a 90° folded plate on the underside of the shaft cover. Pro- visionally fasten the guide rail bracket with 2 screws. • Align the base elbow to the shaft floor, use a plumb bob from the pipe bracket - the guide tubes must be exactly perpendicular! Fasten the base elbow to the wet well floor using anchor bolts. Ensure that the base elbow is exactly horizontal! If the wet well floor is uneven, support the bearing surface accordingly. • Mount the pressure pipes with fittings free of tension according to the usual mounting principles. • Insert both guide rails into the eyelets on the base elbow and cut to size according to the position of the guise rail bracket. Partially unscrew the guide rails bracket, insert them into the guide rails and fasten the bracket. The guide rails must be positioned with no play at all, otherwise vibration will occur during op- eration of the pump. • Clean the wet well of any solid material (debris, stones, etc.) before commissioning. • Mount the guide claw on the pump discharge (thread or flange connection). Ensure that the rubber profile is correctly seated in position in the guide claw (as a seal against the coupling base), so that it will not fall out when lowering the pump. See graphic below • Attach the chain to the pump handle or lifting lugs. Insert the pump with the guide rails in the guide claw ears. Lower the pump into the wet well. If the pump is seated on the base elbow, it automatically seals it- self off to the pressure line and is ready for operation. • Hang the end of the retrieval chain from a hook at the wet well opening. • Hang the motor connection cable of the pump in the shaft at an appropriate length, with strain relief. Make sure that the cables can not be bent or damaged. Correct Incorrect Rubber Ring Rubber Ring Dry Installation Foundation and Piping Requirements: general The following recommendations are basic guidelines which are intended to outline basic requirements in the design of the dry pit station. It is essential that a licensed professional engineer be retained by the owner to design the station and all support structures. Foundations Foundations may consist of any structure heavy enough to provide permanent rigid support for the pump and inlet elbow stand. Concrete foundations built up from the solid ground are the most commonly used. The concrete floor shall be level. The space required by the inlet stand and the location of the foundation anchor bolts are shown on the outline dimension drawing. Foundation bolts are to be embedded in the concrete. Suction Piping Suction piping should be at least as large as the pump inlet elbow suction. If reducers are utilized they should be of the conical type. If the liquid source level is below the volute horizontal centerline, the reducer must be eccen- tric and installed with the level side up. If the liquid level is above the pump volute horizontal centerline, either eccen- tric or concentric reducers may be used. Suction piping should be run as straight as possible. All pipe flange joints should be gasketed to prevent air from entering the pipe. High points that may collect vapor are to be avoided. Iso- lation valves such as gate valves can be installed in order to facilitate the removal of the pump for maintenance. Any valve installed in the suction line should be installed with the stems horizontal. Discharge Piping A check valve and isolation valve shall be installed in the discharge line. The check valve should be installed be- tween the pump discharge flange and the isolation valve. If pipe increasers are used on the discharge line, they should be placed between the check valve and the pump. 31 English | 13 The inlet elbow stand allows the pump to be installed in a stationary position in a dry pit. Place the inlet stand in position and tighten the anchor nuts. Lower the pump on to the top flange of the inlet stand. DO NOT ALLOW SLACK ON THE LIFTING CABLE UNTIL THE PUMP IS BOLTED DOWN. Make sure the flange bolt holes align with the mounting holes on the underside of the volute. Secure the pump to the mounting flange with the fasteners that are specified in the accessory fastener selection table below. Vent Valve Installation HOMA dry pit pumps are supplied with a valve and fitting that must be installed and maintained to ensure the prop- er performance of these pumps. The opening for this valve is located on the base of the motor cap near the mounting screws. The pump is shipped with a plug installed which must be removed pri- or to start up. This opening is a metric straight thread and requires an adapter included with the valve and fitting hardware. It is also recommended that a length of hose be attached to the valve and routed back to the sump. Pumps with cooling jackets must be vented! The screw plug 903.02 must be removed and replaced with the supplied vent valve. Note: Leave vent valve open in wet pit pump application to prevent air entrapment in jacket. 5.3. Use of chains Chains are used to lower a pump in the operating space or to pull it out. They are not intended to secure a floating pump. Intended use is as follows: • Fasten one end of the chain on the handle of the pump provided for this purpose. If your pump has two ring bolts as an attachment point, you must use a double-strand chain. When doing so, the angle of inclination of the chain strands must be between 0° and 45°. • Attach the other end to the lifting device. • Ensure tension on the chain, and then lift the pump in a slow and controlled manner. • Gently lower the pump into operating space and low- er it gently. • Lower the pump to the operating point and make sure that the pump has a secure footing or the cou- pling system is engaged correctly. • Remove the chain from the lifting device and secure it to the safety chain, which is located at the top of the operating room. This ensures that the chain can not fall into the operating area and constitute a dan- ger to anyone. 32 14 | English Please note the following diagrams during installation. No. Description 1 Chain guard 2 Chain 3 Handle 4 Pump 5.4. Initial operation This chapter contains all the important instructions for op- erating personnel for the safe commissioning and opera- tion of the machine. The following information must be strictly adhered to and checked: • Type of installation • Operating mode • Minimum/max water coverage. Immersion depth After a long downtime, these specifications are also to be checked and any defects are to be rectified! The operation and maintenance manual must always be kept with the machine, or be kept in a designated place where it is always accessible for all of the oper- ating personnel. To avoid injury to persons or damage during operation of the machine, the following points must be observed: • The initial operation may only be carried out by qual- ified and trained personnel accompanied by an au- thorized HOMA representative following the safety instructions. • All staff working on the machine must receive, read, and understand the instructions. • Activate all safety devices and emergency stop switches before initial operation. • Electrical and mechanical adjustments may only be performed by professionals. • This machine is only suitable for use at the specified operating conditions. 5.5. Preparatory work This pump has been designed so that it will operate re- liably and for long periods under normal operating con- ditions. This requires, however, that you comply with all advice and instructions. Please check the following points: • Cable routing - no loops, slightly taut • Liquid temperature and immersion depth check - see machine data sheet • If a hose is used on the discharge side, it should be flushed before use with fresh water so that no depos- its cause blockages • For wet installation, the wet well must be cleaned • The pressure and suction side pipe systems are to be clean and all valves are to be opened. • If the pump is jacketed with media cooling, the jacket must be completely bled of air, i.e. it must be com- pletely filled with the medium and there may be no more air in it. The venting can be done by suitable ventilation devices in the system, or, if available, by venting screws at the outlet nozzle. • Check the accessories, pipe system and suspension unit for firm and correct fit • Review the present level control. • An isolation test and a level control must be carried out before commissioning. 5.6. Electrical When installing and selecting of electrical lines and when connecting the motor, the relevant local and NEC regula- tions must be observed. The motor must be protected by a motor protection circuit breaker. Connect the motor per the wiring diagram. Pay attention to the direction of rota- tion! If rotation is in the wrong direction, the machine will not perform to specifications. And can be damaged under adverse circumstances. Check the operating voltage, and ensure there is uniform power consumption by all phases in accordance with the machine data sheet. Make sure that all temperature sensors and monitoring devices, e.g. sealing chamber control, are connected and tested for function. Risk of electrocution! Improper use of electricity can be fatal! All pumps with exposed cable ends must be connected by a qualified electrician. All electrical work shall be carried out under the super- vision of an authorized, licensed electrician. The present state adopted edition of the National Electrical Code as well as all local codes and regulations shall be complied with. 33 English | 15 5.6.1 Verification of power supply Prior to making any electrical connections or applying power to the pump, compare the power supply available at the pump station to the data on the unit‘s nameplate. Confirm that both voltage and phase match between pump and control panel. 5.6.2 Power lead wiring HOMA pumps may be provided with 1 or more cables, depending on motor horsepower and operating voltage. Power leads U1, U2, & Z2 for single phase and U, V, W for three phase pumps may be provided as single conduc- tor, or as multiple conductors. Multiple conductor config- urations may use leads from separate cables, or may use two conductors within one cable. Please refer to wiring diagram in the appendix for specific connection details. The pump must be connected electrically through a motor starter with proper circuit breaker protection in order to validate warranty. Do not splice cables. 5.6.3 Thermal switch wiring Pumps are equipped with thermal switches embedded in the stator windings which are normally closed, automat- ically resetting switches. Switches will open when the internal temperature rises above the design temperature, and will close when the temperature returns to normal. Thermal switches must be wired to a current regulated control circuit in accordance with the NEC. Identify thermal switch leads marked T1 and T3 in the power or control cable. The resistance across the leads will be 0.5 Ohms. Ther- mal leads must be connected to the thermal overload relay located in the control panel. Thermal switch leads must be connected to validate warranty. note: All sizes of Class 1, Div. 1 pumps for hazardous service must have thermal switch leads connected to a current regulated control circuit in accordance with neC. 5.6.4 Seal probe wiring The mechanical seal leak detector probe utilized in the pump is a conductive probe which is normally open. The intrusion of water into the seal chamber completes the electrical circuit. Control panel provisions will sense this circuit closure, and will provide indication or alarm func- tions depending on the panel design. Either single or dual wire systems may be provided. Sin- gle wire systems utilize one energizing conductor, and the pump casing and neutral lead as the ground or return portion of the circuit. The dual wire systems utilize two separate conductors for each leg of the circuit. With either system, the seal probe leads must be wired into a control circuit provided in the control panel. This control circuit must energize the probe with a regulated power source, and sense the closed circuit in event of water intrusion Indication and alarm functions must also be provided in the control circuit. Please see control panel wiring diagram for seal probe connection points. For Hazardous Area Classification Pumps, leak de- tector circuit must be in conformance with applica- ble NEC codes and regulations. 5.6.5 Start / Run Capacitors and Relays All single phase motors require start and run capacitors along with a start relay to operate. Capacitors and relays must be sized for the specific motor. Capacitors are sized based on ideal conditions. The run capacitor may need to be resized to match the available field voltage. Each cap kit shipped is supplied with a wiring diagram and start up procedure. 5.6.6 Single Phase Pump Start-Up Procedure Run Capacitor sizing can vary depending on the incoming supply voltage provided. HOMA Single Phase pumps are provided with Start and Run Capacitor(s) sized for 220- 230V under load. Frequently, the available line voltage is considerable different than indicated, and the Run capac- itor(s) may need to be resized to match the available field voltage. The following procedure will allow you to verify proper operation of your single phase pump, and/or make necessary changes to you capacitors to correct for your power supply. After verifying wiring is in accordance with your pump re- quirements, start pump and record the following readings from each of the (3) pump cable leads. Current under load: U1________Amps,>U2________Amps,>Z2________Amps U1: (Should be) highest reading U2: middle reading Z2: lowest reading Lead U1 (common) should have the highest current read- ing. Lead Z2 (start) should have the lowest reading. If Z2 current draw is greater than the current draw of ei- ther U1 or U2, a smaller size Run capacitor (lower micro- farad rating) is required to correct the condition. Example: If a 60 µf Run capacitor was supplied, change to a 50 µf Run capacitor and check current readings. Typically, only one step down in capacitor size is required, but in certain instances 2 steps may be required. ( ) The standard capacitor kit provided includes: ____________ µf start capacitor ____________ µf run capacitor. ( ) Additional run capacitors have been included for use in tuning the pump to match available line voltages for optimum performance. ____________ µf run capacitor ____________ µf run capacitor ____________ µf run capacitor This form is provided for your use in optimizing the perfor- mance and service life of your single phase pumps, and is applicable to most Capacitor Start/Capacitor Run motors. Please contact our customer service with any questions or if you require any additional information or assistance. 34 16 | English 5.7. Direction of rotation Rotation Direction Check All pumps have the proper rotation direction when con- nected to a clockwise field of rotation leads. If the pump rotation is backwards, swap two lead and reconnect. For smaller pumps, the check can be done by observing the pump’s movement while starting. To do this, set the pump lightly on the ground in a perpendicular fashion and switch it on briefly. When observing from above, the pump itself moves slightly in a counter-clockwise direction when ro- tating in the right direction. The correct direction of rotation of the pump is achieved once the pump moves counter-clockwise, since when viewed from above, the motor starts in a clockwise direction. START REACTIONROTOR REACTIONATTENTION The direction of rotation is correct if the impeller/propeller rotates in a clockwise manner when viewing down from top of the placed unit ATTENTION The start reaction is counter clockwise For large pumps, the direction can also be determined by looking through the pump discharge into the volute. Brief- ly run the motor in order to verify it is running clockwise. Caution – Rotating Impeller! Do not touch the rotating impeller or reach into the volute through the pressure outlets! Never reach into the volute or touch any rotating parts during opera- tion. Switch the machine off and wait until all rotating parts have come to a stop prior to carrying out main- tenance and repair work! It is also possible to check the direction of rotation with a “motor and phase rotation indicator”. This measurement device is held from the outside up to the motor housing of the switched-on pump and displays the direction of ro- tation via an LED. 5.8. Motor protection The minimum requirement is a thermal relay/motor pro- tection circuit breaker with temperature compensation, differential triggering, and reclosing lock in accordance with VDE 0660 or similar national regulations. If the equip- ment is connected to power grids where problems often occur, we recommend the additional use of protective devices (e.g. overvoltage protection or under voltage pro- tection or phase failure relays, lightning protection, etc.). When connecting the machine, the local and legal require- ments must be adhered to. 5.9. Variable Frequency Drives Special considerations must be taken when operating pumps with variable frequency drives (inverters).The in- verter circuit design, horsepower required by pump, mo- tor cooling system, power cable length, operating voltage, and anticipated turndown ratio must be fully evaluated during the design stage of the installation. As a minimum, properly sized load reactors and filters must be installed between the inverter and the pump to protect the pump motor from damaging voltage spikes. Warranty coverage will not be provided on any pump mo- tor that is operated with a variable frequency drive, unless the load side of the inverter is properly isolated from the pump. 5.10. Types of startups Types of startup using with cables with exposed ends Direct start up At full load, the motor protection circuit breaker should be set to the rated current. In partial load operation it is recommended to set the motor protection circuit breaker 5% above the measured current at the operating point. Soft start At full load, the motor protection should be set to the rat- ed current. In partial load operation, it is recommended to set the motor protection 5% above the measured current at the operating point. The starting time must be max. 5s. The starting voltage is to be set at 40% of the rated voltage according to the rating plate. Start up with HOMA gO switch Plug the connector into the socket provided and press the on/off switch on the GO switch. 5.10.1. After start up The nominal current is briefly exceeded on start-up. Af- ter completion of this operation, the operating current should not exceed the nominal current. If the motor does not start immediately after switching on, it must be shut down immediately. The switch breaks specified in the technical data must be adhered to before turning on again. If there is a new fault, the machine must again be shut down immediately. The machine may only be started up again after troubleshooting. The following items should be checked: • Current consumption (permissible deviation between phases max. 5%) • Voltage difference between the individual phases (max. 1%) • Switching frequency and pauses (see Technical Data) • Air entry at the inlet - if necessary, a baffle plate must be attached • Minimum water coverage, level control, dry run pro- tection • Smooth running • Check for leaks: if necessary, take the necessary steps according to the chapter “Maintenance” 35 English | 17 6. Maintenance 6.1. General The machine and the entire system must be inspected and maintained at regular intervals. The time limit for maintenance is set by the manufacturer and applies to the general conditions of use. The manufacturer should be consulted if the system is to be used with corrosive and/or abrasive pumped liquids, as the time limit between inspections may need to be reduced. Note the following information: • The operating and maintenance manual must be available to the maintenance personnel and its in- structions followed. Only the repair and maintenance measures listed here may be performed. • All maintenance, inspection and cleaning work on the machine and the system may only be carried out by trained specialists exercising extreme care in a safe workplace. Proper protective clothing is to be worn. The machine must be disconnected from the electric- ity supply before any work is carried out. There must be no way that it can be inadvertently switched on. • Above a weight of 50kg, only hoisting gear which has been officially approved and which is in a technical- ly perfect condition should be used for lowering and raising the machine. Make sure that all fastening devices, ropes and safe- ty devices are in a technically perfect condition. Work may only commence if the auxiliary hoisting gear has been checked and found to be in perfect working order. If it is not inspected, danger to personnel may result! • Wiring work on the machine and system must be carried out by an electrician. For machines approved for work in areas subject to explosion danger, please refer to the “Explosion protection in accordance with the regulation” chapter. • When working with inflammable solvents and clean- ing agents, fires, unshielded lighting and smoking are prohibited. • Machines which circulate fluids hazardous to health, or which come into contact with them, must be de- contaminated. It must be ensured that no dangerous gases can form or are present. • Ensure that all necessary tools and materials are available. Tidiness and cleanliness guarantee safe and problem-free operation of the machine. After work- ing on the machine all cleaning materials and tools should be removed from it. All materials and tools should be stored in an appropriate place. • Operating supplies such as oil and lubricants must be collected in appropriate vessels and proper- ly disposed. Appropriate protective clothing is to be worn for cleaning and maintenance jobs. Only lubricants expressly recommended by the manufacturer may be used. Oils and lubricants should not be mixed. Only use genuine parts made by the manufacturer. A trial run or functional test of the machine must be performed as instructed in the general operating con- ditions. Oil type: white mineral oil. Used oil is to be disposed ac- cordingly. When using white mineral oil, note the following: • Machines which have previously been operated us- ing other lubricants must first be thoroughly cleaned before they can be operated using white mineral oil. 6.2. Maintenance intervals Before initial start-up or after a longer period of storage: • Check insulation resistance • Check oil level in seal chamber • Check that impeller rotates freely by hand Monthly: • Monitor the amperage and voltage • Check the used relays for proper operation every six months: • Visual inspection of the power supply cable • Visual inspection of the cable holder and the cable bracing • Visual inspection of accessories, e.g. the suspension device and hoisting gears 8,000 operating hours or after two years, whichever is earlier: • Check the insulation resistance • Check the lubricant in the seal chamber • Functional inspection of all safety and control devices 15,000 operating hours or after five years, whichever is earlier: • General overhaul If it is used in highly abrasive or corrosive material, the maintenance intervals should be reduced! 6.3. Maintenance tasks Monitoring the current consumption and voltage The current consumption and voltage is to be monitored periodically for all winding phases. This remains constant during normal operation. Slight fluctuations are a result of the composition of the pumped fluid. The current con- sumption can assist in early detection and correction of damage and/ or faulty operation in the impeller/propeller, bearings and/or the motor. More extensive resulting dam- age can thus be largely prevented and the risk of a total failure can be reduced. 36 18 | English Checking the used relays for posistors, oil chamber monitors, etc. Check the relays used are functioning fault-free. Defective devices must be immediately replaced, because these cannot ensure safe operation of the machine. The test procedure details should be followed closely (in the oper- ating instructions for each relay). Checking the insulation resistance To check the insulation resistance, the power supply ca- ble must be disconnected. The resistance can then be measured with an insulation tester (measuring voltage = 1000V DC). The following values may not be exceeded: • The insulation resistance may not be below 20 MΩ during initial operation. For all further measurements the value must be greater than 2 MΩ. • Insulation resistance too low: Moisture may have penetrated the cable and/or the motor. Do not connect the machine, consult manufacturer! Visual inspection of power supply cables The power supply line must be examined for bubbles, cracks, scratches, chafed areas and/or crushed sections. If damage is found, the power cable must be exchanged immediately. The cables may only be changed by the manufactur- er or an authorized/certified service workshop. The machine may not be used again until the damage has been adequately rectified. Visual examination of the cable holders (carabiners) and the cable bracing When the machine is used in basins or pits, the lifting cables/cable holders (carabiners) and the cable bracing are subject to constant wear. Regular inspections are nec- essary in order to prevent the lifting cables/cable holders (carabiners) and/or cable bracing from wearing out and to prevent the electricity cable from being damaged. The lifting cables/cable holders (carabiners) and the cable bracing are to be immediately replaced if any signs of wear appear. Visual inspection of accessories Inspect accessories such as suspension units and hoist- ing gear to check whether they are secured in a stable manner. Loose and/or defective accessories should be repaired immediately or replaced. Oil Level check in Seal Chamber Visual Inspection of Oil Chamber: Oil Level Please take the precise filling quantity from the spare parts list or contact the manufacturer with the pump serial number. Oil Condition The condition of the mechanical seals can be visually in- spected as follows: Put the pump in horizontal position, so that the oil chamber drain plug is on top (for larger pumps: one of both oil chamber screws). Remove the drain plug and take out a small quantity of oil. The oil becomes grey- ish white like milk if it contains water. This may be the result of defective shaft seals. In this case the condition of the shaft seals should be checked by a HOMA Service shop. Oil type: Mineral Oil Used oil has to be disposed according to the existing en- vironmental rules and regulations. Visual Inspection of Coolant Chamber (Closed Loop Pumps Only): quantity of Coolant Please take the precise filling quantity from the spare parts list or contact the manufacturer with the pump serial number. The condition of the mechanical seals can be inspected controlled as follows: Set up the pump vertically and un- screw the ventilation screw located above and remove a small quantity of coolant. If the cooling liquid becomes grey (original color: light pink or light orange) this may be the result of defective shaft seals. In this case the con- dition of the shaft seals should be checked by a HOMA Service shop. Type: Silica-free propylene glycol-based an- tifreeze (available on request). Used cooling liquid has to be disposed according to the existing environmental rules and regulations. Functional inspection of safety and control devices Monitoring devices are temperature sensors in the motor, oil chamber monitors, motor protection relays, overvolt- age relays, etc. Motor protection and overvoltage relays and other trip elements can generally be triggered manually for test purposes. To inspect the oil chamber monitor or the tem- perature sensor, the machine must be cooled to ambient temperature and the electrical supply cable of the moni- toring device in the switch cabinet must be disconnected. The monitoring device is then tested with an ohmmeter. The following values should be measured: Bi-metal sensor: Value = “0” - throughput PTC sensor: A PTC sensor has a cold resistance of be- tween 20 and 100 Ω. For 3 sensors in series this would result in a value of between 60 and 300 Ω. PT 100 sensor: PT 100 sensors have a value of 100ohms at 0°C. Between 0°C and 100°C this value increases by 0.385 Ω per 1°C. Moisture sensor: This value must approach infinity. If there is a low value, there may be water in the oil. Also observe the instructions of the optionally available evaluation relay. In the case of larger deviations, please consult the manufacturer. Please consult the appropri- ate operating manual for details on inspecting the safety and monitoring devices on the auxiliary lifting gear. 37 English | 19 general overhaul During this the bearings, shaft seals, O rings and power supply cables are inspected and replaced as required in addition to normal maintenance work. This work may only be conducted by the manufacturer or an authorized ser- vice workshop. Changing the oil The drained oil must be checked for dirt and water con- tent. If the oil is very dirty and shows water intrusion, it must be changed again after four weeks. If there is again water in the oil then, it seems likely that a seal is defec- tive. In this case, please consult the manufacturer. If a oil chamber or leakage monitoring system is being used, the display will light up again within four weeks of changing the oil if a seal is defective. The general procedure for changing oil is as follows: Switch off the machine, let it cool down, disconnect it from the power supply (have this done by an electri- cian), lock out tag out the control panel, clean it and place it vertically on a solid base. Warm or hot oil may be pressurized. The leaking oil may cause burns. For that reason, let the machine cool down to ambient temperature before you touch it. 6.4. Sealing chamber As there are several versions and designs of these mo- tors, the exact location of the screw plugs varies depend- ing on the pump unit used. • Slowly and carefully remove the filling plug from the seal chamber. Caution: The oil may be pressurized! • Remove the drain plug. Drain the oil and collect it in a suitable reservoir. Clean the drain plug, fit with a new sealing ring and screw it in again. For complete drainage, the machine must be slightly tipped on to its side. • Make sure that the pump is on its side and secure! • Fill lubricant by means of the opening in the filling plug. Comply with the specified lubricants and filling quantities. • Clean the filling plug, fit with a new sealing ring and screw it in again. 7. Repairs 7.1. General When carrying out repair work, the following information should always be noted: • Round sealing rings as well as existing seals should always be replaced. • Screw fixings such as spring washers should always be replaced. • The correct torques must be observed. In general, the following applies to repairs: Switch off the machine, disconnect it from the pow- er supply (have this done by an electrician), clean it and place it on a solid base in a horizontal position. Secure it from falling over and/or slipping. If not otherwise stated, the torque values of the below tables should be used. Values stated are for clean, lubricated screws. Fixing torque [ft lbs] for screws A2/A4 (Coefficient of friction = 0.2) A2/A4, Hardeness class 70 A2/A4, Hardeness class 80 DIN912/DIN933 DIN912/DIN933 M6 5 ft lbs 9 ft lbs M8 12.5 ft lbs 21 ft lbs M10 24 ft lbs 43 ft lbs M12 42 ft lbs 73.5 ft lbs M16 103 ft lbs 180.5 ft lbs M20 201.5 ft lbs 364.5 ft lbs 7.2. Changing the impeller and pump unit Changing the impeller and the pump unit. • Loosen and remove the screws holding the volute to the oil chamber. • Secure and remove the volute from the oil chamber with suitable equipment, e.g. hoisting gear. Place on a secure base. • Fasten the impeller with suitable equipment, loosen and remove the impeller fastening (cylindrical screw with socket hex). Pay attention to the locking screw! • Remove the impeller from the shaft using a suitable extractor. • Clean the shaft • Attach a new impeller to the shaft. Make sure that the sliding surfaces do not become damaged! • Screw a new impeller bolt and clamping disk back onto the shaft. Fasten the impeller and tighten the impeller bolt. See table below for toque values. • Place the motor assembly with impeller back onto the volute and fasten it with screws. • It must be possible to turn the impeller by hand. 38 20 | English Impeller Bolt Size Torque 10mm 35 Nm / 26 ft lb 12mm 61 Nm / 45 ft lb 16mm 146 Nm / 108 ft lb 20mm 285 Nm / 210 ft lb Changing wear ring The stationary and mobile wear ring determine the gap between the impeller (mobile wear ring) and the intake port (stationary wear ring). If this gap is too big, the per- formance of the machine decreases, and/or it can lead to entanglements. If the stationary ring shows signs of wear, it should be replaced. This minimizes wear on the intake port and and impeller, consequently reducing expense for spare parts. Only OeM Parts may be used for replacement! Inspecting and replacing these parts is performed by the manufacturer during the general overhaul or by specially trained personnel. 7.3. Spare Parts In order to obtain spare parts identify the required parts, and contact authorized HOMA customer service with your order. Authentic HOMA parts shall be used to maintain warranty. Explosion Proof pumps must be identified as such, and the pump serial number must be referenced for proper parts identification. Note the following information concerning storage: Beware of hot parts! When removing the machine, be careful of the tem- perature of the housing components. These can heat up to well above 104°F. Let the machine cool down to ambient temperature before you touch it. • Clean the machine. • Store it in a clean, dry place, protect the machine against frost. • Place it down vertically onto a firm foundation and secure it against falling. • Support the cable at the cable entry assembly to help avoid a permanent deformation. • Protect the ends of the electric power cable from moisture. • Protect the machine from direct sunshine as a pre- ventive measure against brittleness in elastomer parts and the impeller and casing coating. • When storing the machine in a shop please remem- ber: Radiation and gases which occur during electric welding destroy the elastomers of the seals. • During lengthy periods of storage, regularly (for ex- ample every six months) turn the impeller or propeller by hand. This prevents indentations in the bearings and stops the rotor from rusting up. 8.3. Restarting after an extended period of storage Before restarting the pump, it should be completely re- commissioned. Clean it of dust and oil deposits, then car- ry out the necessary maintenance actions (see “Mainte- nance”). Check that the mechanical shaft seal is in good order and working properly. Once this work has been completed, the machine can be installed (see “Installa- tion”) and connected to the electricity supply by a special- ist. See “Start-up” for instructions on restarting. Only restart the machine if it is in perfect condition and ready for operation. 8. Shutdown 8.1. Temporary shutdown For this type of shutdown, the machine remains installed and is not cut off from the electricity supply. For tempo- rary shutdown, the machine must remain completely sub- merged so that it is protected from frost and ice. Make sure the operating room and the pumped fluid cannot be covered by ice. This ensures that the machine is always ready for operation. Carry out a monthly start-up and run the pump in operating conditions for 5 minutes. Caution! Only test the pump under the proper conditions of op- eration and use. Never run the machine dry. This can result in irreparable damage! 8.2. Final shutdown / storage Switch off the system, disconnect the machine from the electricity supply and dismantle and store it. 9. Troubleshooting In order to prevent damage or serious injury while rec- tifying machine faults, the following points must be observed: • Only attempt to rectify a fault if you have qualified personnel. This means each job must be carried out by trained specialist personnel, for example electrical work must be performed by a trained electrician. • Always secure the machine against an accidental restart by disconnecting it from the electric system. Take appropriate safety precautions. • Always have a second person make sure the ma- chine is switched off in an emergency. • Secure moving parts to prevent injury. • Independent work on the machine is at one‘s own risk and releases the manufacturer from any warranty obligation. 39 English | 21 The machine will not start Cause Remedy Electricity supply interrupted – short circuit or earth connection in the cable or motor windings Have the motor and wires checked by a specialist and replaced if necessary Fuses, the motor protection switch and/or monitoring devices are triggered Have a specialist inspect the connection and correct them as necessary Have the motor protection switch adjusted according to the technical specifications, and reset monitoring equipment. Check that the impeller/propeller runs smoothly. Clean it or free it as necessary The moisture sensors (option) has interrupted the power circuit (operator- related) See fault: Mechanical shaft seal leaks, seal chamber monitor reports fault and switches the machine off Machine runs but does not pump Cause Remedy No pumped fluid Open the container intake or valves Intake blocked Clean the intake, valve, suction port or intake strainer Impeller/propeller blocked or obstructed Switch off the machine, secure it against being switched on again and free the impeller/ propeller Defective hose or piping Replace defective parts Intermittent operation Check the control panel The motor starts, but the motor protection switch triggers shortly after start-up Cause Remedy The thermal trigger on the motor protection switch is incorrectly set Have a specialist compare the setting of the trigger with the technical specifications and adjust it if necessary Increased power consumption due to major voltage drop Have an electrician check the voltage on each phase and rewire if necessary Excessive voltage differences on the three phases Have a specialist inspect the connection and the switching system and correct it as necessary Incorrect direction of rotation Swap the 2 phases from the mains supply Impeller/propeller impeded by adhesive material, blockages and/or solid matter, increased current consumption Switch off the machine, secure it against being switched on again and free the impeller/ propeller or clean the suction port The pumped fluid is too dense Contact the manufacturer The machine runs, but not at the stated operating levels Cause Remedy Intake blocked Clean the intake, valve, suction port or intake strainer Valve in the discharge line closed Fully open the valve Impeller/propeller blocked or obstructed Switch off the machine, secure it against being switched on again and free the impeller/ propeller Incorrect direction of rotation Replace 2 phases on the mains supply Air in the system Check the pipes, pressure shroud and/or pump unit, and bleed if necessary Machine pumping against excessive pressure Check the valve in the discharge line, if necessary open it completely Signs of wear Replace worn parts Defective hose or piping Replace defective parts Inadmissible levels of gas in the pumped liquid Contact the factory Two-phase operation Have a specialist inspect the connection and correct it as necessary 40 22 | English The machine does not run smoothly and is noisy Cause Remedy Machine is running in an impermissible operation range Check the operational data of the machine and correct if necessary and/ or adjust the operating conditions The suction port, strainer and/or impeller/propeller is blocked Clean the suction port, strainer and/or impeller/ Propeller The impeller is blocked Switch off the machine, secure it against being switched on again and free the impeller Inadmissible levels of gas in the pumped liquid Contact the factory Two-phase operation Have a specialist inspect the connection and correct it as necessary Incorrect direction of rotation Incorrect direction of rotation Signs of wear Replace worn parts Defective motor bearing Contact the factory The machine is installed with mechanical strain Check the installation, use rubber spacers if necessary Mechanical shaft seal leaks, sealing chamber monitor reports fault and switches the machine off Cause Remedy Increased leakage when running in new mechanical shaft seals Change the oil Defective sealing chamber cables Replace the moisture sensors Mechanical shaft seal is defective Replace the mechanical shaft seal after contacting the factory Further steps for troubleshooting If the items listed here do not help you rectify the fault, contact our customer service. They can help you as fol- lows: • Telephone or written help from customer service • On-site support from customer service • Checking and repairing the machine at the factory Note that you may be charged for some services provided by our customer support. Customer service will provide you with details on this. 41 English | 23 10. Connection of pumps and mixers Danger from electric current! Incorrect working with electric current brings danger to life! All pumps with bare cable ends must be connected by a skilled electrician. 10.1 Power cables Pumps in Star 3-phase version Cable identification Motor Terminal in control cabinet U1 U1 V1 V1 W1 W1 U2 U2 V2 V2 W2 W2 Pumps in Direct start version Cable identification Motor Terminal in control cabinet U U1 V V1 W W1 10.2 Control cables Depending on the design of the pump/agitator, it may be that no separate control cable is used. In this case monitoring devices are run from the power cable. Cable identification Motor Monitoring system Monitoring in winding T1 / T2 Temperature limiter (2 switches in series) T1 / T4 Temperature controller (2 switches in series) T1 / T2 / T3 Temperature limiter and controller K1 / K2 PTC – Thermistor (3 thermistors in series) PT1 / PT2 3 x PT100 individually installedPT3 / PT4 PT6 / PT6 Bearings monitoring P1 / P2 PT100 upper bearing P3 / P4 PT100 lower bearing Seal monitoring S1 / S2 Seal monitoring in oil chamber S3 / S4 Seal monitoring in connection compartment S5 / S6 Seal monitoring in Motor compartment with 2 Electrodes S7 / S8 Seal monitoring in Motor compartment with float switch S9 / S10 Seal monitoring in Gearbox (Agitator) S11 / S12 Seal monitoring in Leakage compartment (internal cooling) Heating H1 / H2 Heating system 42 www.jensenwaterresources.com VALVES 43 www.jensenwaterresources.com CHECK VALVES 44 We are pleased to announce the introduction of the revolutionary TF-1 Check Valve. It functions and operates under the same simple principle of operation as the original TF-2 Tideflex®. This design is ideal for existing manhole instal- lations where the invert of the pipe is close to the floor of the vault. There are many check valves in interceptors, manholes, and vaults. These vaults are designed so that there would be a maximum gravity head; thus, the invert pipe is as close to the base as possible. The TF-1 allows installations in such applications. The Tideflex® Technologies Series TF-1 Tideflex® Check Valve is designed for appli- cations in manholes, where the bottom of the manhole is close to the invert of the pipe. The TF-1 configuration allows the valve to be prop- erly installed without manhole modification, ensuring positive backflow prevention and a lifetime of maintenance-free performance. Tideflex Technologies • 600 N. Bell Ave., Carnegie, PA 15106 USA • 412-279-0044 • Fax 412-279-7878 • www.tideflex.com Series TF-1—Tideflex® Check Valve Features & Benefits • Ideal for manhole installations • Lightweight, all-elastomer design • Seals around entrapped solids • Cost-effective, maintenance-free design Materials of Construction • Elastomers available in Pure Gum Rubber, Neoprene, Hypalon®, Chlorobutyl, Buna-N, EPDM, and Viton® Technical Data Pipe O.D. Length Bill Height Cuff Length (A) (L) (H) (C) 4 10 8 1 1/2 5 10 8 1 1/2 6 16 12 2 8 18 16 2 10 23 19 3 12 27 23 4 14 27 23 4 16 35 30 5 18 36 34 6 20 44 37 8 22 44 37 8 24 48 43 8 26 48 43 8 28 48 43 8 30 56 55 9 32 56 55 9 36 67 69 10 38 67 69 10 40 67 69 10 42 61 71 10 44 61 71 10 48 66 78 10 50 66 78 10 54 66 78 10 58 66 78 10 60 73 91 14 68 73 91 14 72 96 115 16 Numbers indicate maximum dimensions in inches. L C A H 45 The revolutionary design of the all-rubber Tideflex® Check Valve provides reliable backflow protection. This unique duck bill design eliminates costly back-flow from oceans, rivers or storm water and is the ideal valve for effluent diffuser systems. Tideflex® Valves seal on entrapped solids and debris without jamming. Unlike traditional flap gates there are no hinged gates to hang open and no warping or freezing. It’s virtually maintenance-free. The Tideflex® Check Valve is available in a wide variety of elas- tomers and is designed to meet your exact flow specifications. IMPORTANT Please take a moment to review this manual. Before performing any maintenance on the valve be sure the pipeline has been de-pressurized. The improper installation or use of this product may result in personal injury, product failure, or reduced product life. Tideflex® Technologies can accept NO liability resulting from the improper use or installation of this product. If you have any questions or problems, please call the customer service department at (412) 279-0044. We appreciate your comments. Thank you for choosing Tideflex® Technologies. TIDEFLEX® TF-1 AND TF-2 ALL-RUBBER CHECK VALVES INSTALLATION, OPERATION, AND MAINTENANCE MANUAL TF-1 TF-2 Division of Red Valve,Inc. 46 NEVER... Cut or modify check valve. DO... Use a soapy water solution to slide check valve on pipe. DO... Keep valve on pallet until ready to install. DO... Tighten clamp bolts evenly. Saddle Bill Lifting Clevis Cuff Clamps Lifting Eyebolt 2 Forward Pressure Opens Valve Reverse Pressure Seals Valve GENERAL DESCRIPTION The Tideflex® Technologies' Check Valve is an all-elastomer, one- piece check valve. Terms used in this IOM to refer to various parts of the valve are described below. 1. Cuff - the cuff is designed with a full round bore and slips over the end of the pipe. 2. Saddle - The saddle is the middle part of the valve, tapering from the round cuff to the flat bill. The saddle directs the flow to the bill, and is flexible to sustain increased flow conditions. 3. Bill - the bill is the discharge end of the valve. The bill flexes to allow flow to discharge, yet is stiff enough to prevent the valve from opening without line pressure. Backpressure, the pressure created on the exterior of the valve by reverse flow or submersion, will seal the lips of the bill tightly together, preventing backflow into the valve. 4. Clamps - The clamps are tightened around the cuff after the cuff has been slipped over the end of the discharge pipe. These clamps are normally furnished by Red Valve Company. Hose clamps are supplied for valves up to 12". Valves 14" and up are supplied with fabricated clamps. 14"-20" are supplied with one set, 20"-54" are supplied with two sets and sizes 60" and up are supplied with three sets. 5. Lifting clevis - lifting clevis is attached to the bill of the check valve for valves 36" and up. This clevis is used during installation to assist in lifting the valve, and may be used to attach a line to the bill to help support the valve after installation. OPERATION Tideflex® Check Valves are custom made products intended for a specific application and have been designed to respond to criteria unique to that purpose, such as line pressure, minimum and maximum back pressure and chemical compatibility. Should the conditions for which the valve has been designed be altered or change in any way, it could affect the normal operation of the valve. Tideflex® Check Valves work on backpressure exerted on the bill area to seal the valve. The bill may appear to be slightly open when installed. This slight opening does not affect the operation of the valve, as the valve depends on backpressure to seal. The valve shall be installed with the bill in the vertical position. IMPORTANT 47 STORE VERTICALLY NEVER STORE HORIZONTALLY STORAGE Tideflex® Check Valves should be stored in a cool, dry location on original shipping pallet with the bill facing upward, not on its side (see Figure 2). Do not drop, bend or twist check valve, or damage may occur. 1. Store valve in a cool, clean, dry location. 2. Avoid exposure to light, electric motors, dirt or chemicals. Resilient check valves are subject to deterioration when exposed to ozones and non-compatible chemicals. Ozone especially causes age hardening of the elastomer. 3. Store Installation Operation Manual with product so it will be readily available for installation. 4. Do not remove wooden brace or metal shipping ring (36"+) until valve is installed. 1. INSPECTION OF CHECK VALVE Check the inside diameter of the cuff of the Tideflex® Check Valve to compare it to the O.D. of the outfall pipe. Inspect the outfall pipe for sharp or damaged areas. The pipeline should be in a smooth condition to prevent cutting the rubber check valve. Lifting clevis and lifting eye bolts are provided only for sizes 36" and over. Imperfections on the inside of the cuff area can be filled with a silicone sealant prior to installing the valve on the pipe. This will ensure a seal in the cuff area after clamps are tightened. 2. INSPECTION OF THE PIPE Check the outside diameter of the pipe to determine if it matches the I.D. of the cuff of the Tideflex® Check Valve. The cuff of the check valve is usually made slightly larger to permit ease of installation. INSTALLATION INSTRUCTIONS TIDEFLEX® CHECK VALVES 3 Figure 2 48 5. REMOVING THE VALVE FROM PALLET OR CRATING A lifting clevis is provided at the top end of the Tideflex® Check Valve. Lifting eye bolts are provided on the clamps. Remove the cuff retainer shipping ring or wooden brace located inside the cuff of the valve. The valve should be lifted from the pallet using both the clevis and the lifting eye bolts. 4 Ground Clearance IMPORTANT 6. LIFTING THE VALVE Do not discard the metal clamps holding the valve onto the pallet. THESE CLAMPS ARE NEEDED to install the Tideflex® Check Valve. In lifting the Tideflex® Check Valve from the pallet, keep the bill end of the Tideflex® higher than the cuff for ease of installation. Current Current Incorrect Correct 4B. FITTING TIDEFLEX® ON PIPE A. To facilitate the insertion of the pipe into the Tideflex® Check Valve, it might be necessary to grind a bevel on the inside cuff diameter. B. Sometimes it is necessary to grind the inside of the cuff or add gasket material to the O.D. of the pipe to properly fit the Tideflex® Check Valve. Outfall Pipe Tideflex® 3. CLEARANCE Make certain that sufficient ground clearance exists below the valve, at least 10% of the valve diameter (i.e. 6" for a 60" valve). 4A. TIDEFLEX® WITH CURVED BILL INSTALLATION IN CURRENT For Tideflex® fabricated with a curved bill, the valve should be installed so the bill points in the direction of the current, not facing the current which may cause the bill to be forced open. Top View Top View Tideflex® 49 Clamp Angles Cuff O.D. Gasket Material Holes90º 1 2 10. POSITIONING FOR THREE CLAMPS After the unit is securely pegged into position, proceed to install and tighten the first clamp. A mild lubricant may be applied to the I.D. of the clamp to prevent a brake shoe effect when tightening down clamps. Install the second and third clamps on the cuff of the Tideflex®. Rotating the first and second clamps 60° and 120°, respectively, in relation to the first clamp will ensure even pressure around the valve and pipe, thus increasing the effectiveness of the clamps. 5 8. SEAT TIDEFLEX® ON PIPE The Tideflex® Check Valve should fit snugly against the outfall pipe, leaving no gap. If possible, inspect installation from the inlet end of the Tideflex® Check Valve to insure that the check valve cuff fits snugly on the pipe. Do not allow a gap between the cuff and the end face of the outfall pipe. A gap will create an imbalance which will not provide proper support for the Tideflex® Check Valve. For more information, see troubleshooting. 1 2 3 60º 60º 7. POSITIONING THE VALVE With the bill end of the Tideflex® lifted higher than the cuff end start to fit cuff on the outfall line. The Tideflex® Check Valve should fit snugly against the outfall pipe, leaving no gap. Flat portion of the valve to be at the bottom of the pipe. Flare to be at the top. TF-1 TF-2 Apply a soap/water solution to the outside of the pipe in which the check valve is being installed on, to ease installation. Outfall Pipe Tideflex® Snug Fit Tideflex® Outfall Pipe Gap Outfall Pipe Tideflex® Snug Fit Tideflex® Outfall Pipe Gap Tideflex® After the unit is securely pegged into position, proceed to install and tighten the first clamp. A mild lubricant may be applied to the I.D. of the clamp to prevent a brake shoe effect when tightening down the clamps. Tideflex® 9. POSITIONING FOR TWO CLAMPS Install the second clamp on the cuff of the Tideflex®. Rotating the clamp 90° in relation to the first clamp will ensure even pressure around the valve and pipe, thus increasing the effectiveness of the clamps. If a greater distance between the angles of the clamps is required to provide more range for tightening the bolts, especially if angles are bottoming out, gasket material can be wrapped around the O.D. of the cuff as shown. 50 Drill Hole Through Valve & Pipe Insert Holding Bolt & Fasten Tack Weld Bolt to Clamp Clamp with Hole 6 Outfall Pipe Tideflex® Snug Fit Tideflex® Outfall Pipe Gap 11. POSITIONING BLANK HOLES IN CLAMPS Tighten all clamps and bolts once all components have been positioned properly. Pre-drilled holes are drilled in each clamp. These are provided so as to secure the Tideflex® Check Valve with holding pins to the outfall pipe. This will secure the Tideflex® Check Valve to the pipe and assure a long, trouble-free service life. After tightening the clamps, the pre-drilled holes should be staggered. Holes are not drilled in the rubber cuff of the Tideflex® at the factory since they would not line up to the tightened clamps. 12. TACK WELDING HOLDING BOLTS TO CLAMPS Once clamps are secure use a standard steel drill bit and drill holes through the rubber cuff. Insert holding bolts through the cuff and secure opposite side with nut, if possible. Holding bolts should be stainless steel. Steel bolts can corrode and break off, causing the check valve to slip off the pipe. Holding bolts are not provided because of various widths of the outfall pipe. 13. BOLTS TACK WELDED TO CLAMPS After tightening, heads of holding bolts can be tack welded to the clamps using small tacks. Certain installations will not permit installing of nuts to bolts. In these situations, the tightness of the clamps and tack weld of the bolts will assure good support. 14. CORRUGATED PIPE AND SMOOTH WALL (PVC, HDPE) PIPE INSTALLATION For installation on corrugated pipe, it is recommended that the corrugations be filled with hydraulic cement (or similar material) that will provide a smooth O.D. For smooth wall pipe, it is recommended that the valve be pinned. 51 TF-2 Check Valves are designed to slide over a pipe stub. Too short of a pipe stub may cause the check valve to slip off or cause the check valve to gap open. For valves up to 4", the pipe stub length "B" should be a minimum of 1/2" longer than cuff depth "A". 6"-14" 1" longer 16"-24" 2" longer 30"-60" 2 1/2" longer 72" and up 3" longer 7 AB Bulkhead PipeStub Hints to install large diameter check valves: During the installation of the check valve, if force is needed to seat the valve to the cuff stop on large diameter check valves, the force required should be induced equally around the cuff of the check valve, never at only the top, bottom or in the center. The force required to push the check valve onto the pipe can be placed on the bill but it should be distributed evenly over the entire length of the bill. Failure to distribute the pressure equally may cause improper performance of the check valve. Use a wide angle iron or large wooden planks across the bill to distribute the force equally. TROUBLESHOOTING Valve will not fit to pipe: • Make certain that the inside cuff retainer ring has been removed prior to fitting the valve to the pipe. • Verify that the valve has enough area to fit over the pipe. • If the pipe can be removed, or if an adapter ring which bolts to the wall or inside a vault is used, a crane or high-lift may be used to lower the valve onto the ring with the valve turned on end and the bill facing up. Valve will not close fully, or check flow in opposing direction: • Possible obstruction in line. Inspect the valve for entrapped foreign objects which may have lodged between the lips of the valve. • Valve may not be installed high enough to clear the ground under the bill. Ensure that there is enough space between the bottom of the valve and the ground in order to prevent contact of the two or debris build-up. • Backpressure may not be sufficient to completely seal the valve. • The valve may not have been installed in a vertical position. Valve will not stay on pipe: • Check all clamp bolts to assure that all bolts are tightened sufficiently. • Valve may not be fully seated onto outfall line. • Clamps are not rotated 90° from each other in order to provide adequate holding power. • Valve cuff has a much larger I.D. in relation to pipe O.D. • Make sure holding pins are used on 42" and larger check valves in order to prevent the valve from slipping off the line. 52 WARRANTIES - REMEDIES - DISCLAIMERS - LIMITATION OF LIABILITY Unless otherwise agreed to in writing signed by Tideflex® Technologies, all Products supplied by Tideflex® Technologies will be described in the specifications set forth on the face hereof. THE WARRANTIES SET FORTH IN THIS PROVISION ARE EXCLUSIVE AND IN LIEU OF ALL OTHER WARRANTIES WHETHER STATUTORY, EXPRESS OR IMPLIED (INCLUDING ALL WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE AND ALL WARRANTIES ARISING FROM COURSE OF DEALING OR USAGE OR TRADE). Tideflex® Technologies Products are guaranteed for a period of one year from date of shipment, against defective workmanship and material only, when properly installed, operated and serviced in accordance with Tideflex® Technologies' recommendations. Replacement for items of Red Valve's manufacture will be made free of charge if proved to be defective within such year; but not claim for transportation, labor or consequential damages shall be allowed. We shall have the option of requiring the return of the defective product to our factory, with transportation charges prepaid, to establish the claim and our liability shall be limited to the repair or replacement of the defective product, F.O.B. our factory. Tideflex® Technologies will not assume costs incurred to remove or install defective products nor shall we incur backcharges or liquidated damages as a result of warranty work. Tideflex® Technologies does not guarantee resistance to corrosion erosion, abrasion or other sources of failure, nor does Tideflex® Technologies guarantee a minimum length of service, or that the product shall be fit for any particular service. Failure of purchaser to give prompt written notice of any alleged defect under this guarantee forthwith upon its discovery, or use, and possession thereof after an attempt has been made and completed to remedy defects therein, or failure to return product or part for replacement as herein provided, or failure to install and operate said products and parts according to instructions furnished by Tideflex® Technologies, or failure to pay entire contract price when due, shall be a waiver by purchaser of all rights under these representations. All orders accepted shall be deemed accepted subject to this warranty which shall be exclusive of any other or previous warranty, and shall be the only effective guarantee or warranty binding on Tideflex® Technologies, anything on the contrary contained in purchaser's order, or represented by any agent or employee of Tideflex® Technologies in writing or otherwise, not withstanding implied warranties. Tideflex® Technologies MAKES NO WARRANTY THAT THE PRODUCTS, AUXILIARIES AND PARTS ARE MERCHANTABLE OR FIT FOR ANY PARTICULAR PURPOSE. Tideflex® Technologies Warranty MAINTENANCE Line pressure should flush the valve clean of debris in most cases. Peri- odic inspections for trapped debris should be conducted. In vacation seashore areas quart size plastic bottles have a tendency to float on top and not flush through except during a major storm. A feathered 1" x 4", 1-1/2" x 12", or suitable plank inserted into the bill of the valve and turned 90° is a simple method of clearing the check valve of small debris which may be trapped between the lips. CAUTION: Sharp objects should not be used on the Tideflex® Check Valve, as there is a chance of cutting the rubber and damaging the protective fabric covering. Any gouges in the cover wrap that occur should be sealed to safeguard against ozone or chemical attack. This is best done with rubber cement or a good brand of silicone or polyurethane rubber sealer made by the major manufacturers. 600 North Bell Avenue Carnegie, PA 15106 (412) 919-0919 FAX (412) 919-0918 www.tideflex.com TF1 TF2 IOM 5/18 53 www.jensenwaterresources.com CONTROL PANEL 54 www.jensenwaterresources.com CONTROL PANEL WIRING DIAGRAMS 55 alifornia otor ControlsMCBenicia, CA 94510(707) 746-6255www.cmcontrols.com 3070 Bay Vista Ct. Suite C NEMA 3R ENCLOSURE WITH WINDOW KIT AND INNER DOOR 48"H X 36"W X 12"D UL508A LABELED SHOWN WITH EXTERIOR DOOR CLOSED 2 1 3 4 4 CUSTOMER and PROJECT NAMEalifornia otor ControlsMCBenicia, CA 94510 (707) 746-6255www.cmcontrols.com 3070 Bay Vista Ct. Suite C NONE 56 GENERIC INFORMATION SHOWN RUNNINGPUMP 1 HAND OFF AUTO RUNNINGPUMP 2 HAND OFF AUTO PUMP 1OUT OF SERVICE R PUMP 2OUT OF SERVICE R GENERAL FAULT R ON OFF PUMP 2 MAINDISCONNECT alifornia otor ControlsMCBenicia, CA 94510(707) 746-6255www.cmcontrols.com 3070 Bay Vista Ct. Suite C ON OFF PUMP 1 SHOWN WITH EXTERIOR DOOR OPEN 21 25 22 (22) 26 (25) (26) 24 23 CUSTOMER and PROJECT NAMEalifornia otor ControlsMCBenicia, CA 94510 (707) 746-6255www.cmcontrols.com 3070 Bay Vista Ct. Suite C NONE 57 GENERIC INFORMATION SHOWN FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 4 POLE RELAY CR12 FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 4 POLE RELAY CR13 A1 15 B1 B2 B3 18 16 A2 UR Telemecanique SFR1 RM22LG11MR A1 15 B1 B2 B3 18 16 A2 UR Telemecanique SFR2 RM22LG11MR H FRAME CBH FRAME CB GNDGNDGND 10" inch FAN REVERSEDTO BLOW OUTWARD116-4315-4055 FAN KIT 10"+ + - - Output DC24V 60W DC OK UNO POWERInput AC100V-240V L N PHOENIXCONTACT UNO-PS/1AC/24DC/60W - 2902992PR 5202 PULSEISOLATOR FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 4 POLE RELAY CR8 FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 4 POLE RELAY CR7 FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CR1(24VDC) FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CR2(24VDC) FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CR3 FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CR4 FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CR11 FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CRH FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CR6 FINDER94 SERIES SOCKET55 SERIES RELAYSIZE FOR 2 POLE RELAY CRG(24VDC) ATV 21IP20 DEPTH= 8.39"FRAME SIZE 5 ATV 21 IP20 DEPTH= 8.39"FRAME SIZE 5 X3X3X3111213 212223242526 7 8 5 6 H1 H2 H3 H4 X1 X2 150VA TRANSFORMER631-1409-301 Schneider Electric SHOWN WITH INNER DOOR OPEN VFD FRAME SIZE GOOD FOR 480V UP TO 40HP 208V/240V UP TO 30HP 31 3X 39 5X 38 36 4X 40 32 (32) 332X 41 33 34 42 43 44 37 35 45 CUSTOMER and PROJECT NAMEalifornia otor ControlsMCBenicia, CA 94510 (707) 746-6255www.cmcontrols.com 3070 Bay Vista Ct. Suite C NONE 58 GENERIC INFORMATION SHOWN CUSTOMER and PROJECT NAMEalifornia otor ControlsMCBenicia, CA 94510 (707) 746-6255www.cmcontrols.com 3070 Bay Vista Ct. Suite C NONET3T2T1L3L2L1CB2 __A T3T2T1L3L2L1CB1 __A L1 L2L3T1 T2T3MAIN DISC. 100A N.O.TEMP TS FAN 120VAC POWER SUPPLY L N +- 1.2AMPS24VDC - 120V TO PAGE 2X3 N PUMP 1 RUNNINGGX1 X2 PUMP 2 RUNNINGGX1 X2 VFD1 RYA RYC VFD2RYARYC 24+24- 24VDC TO PAGE 2 FAN BACKUP FLOATS CR13A1 A2 CR1195 CR1295 CR1395 TO VFD 1 P24 TS1X3 11 PUMP 1 OVER-TEMP CR7A1 A2 1 13 14 CR1312 8 CR7 10 6 TO VFD 1 F, RES TO VFD 2 P24 TS2X3 12 PUMP 2 OVER-TEMP CR8A1 A2 1 13 14 CR1310 6 CR8 10 6 TO VFD 2 F, RES PUMP2 2423 AUTOOFFHAND PUMP1 2423 AUTOOFFHAND LOW LEVEL +- RC1TR1 HIGH LEVEL RC2TR2 OPTIFLOAT TRANSCEIVER OPTIFLOAT POWER SUPPLY 120VAC POWER SUPPLY L N +-12VDC1.9AMPS TM LOW LOW WATER CR11A1 A2 HIGH HIGH WATER CR12A1 A2 TM R2 TM R1 PS1 PS2 SFR111 14 SFR21114 PUMP 1 MOISTURE CR3 A1 A2 PUMP 2 MOISTURE CR4A1 A2 PUMP 1 RUNNING CR1A1 A2 PUMP 2 RUNNING CR2 A1 A2 31 101 103 102 201 203 202 41 42 43 44 105 205 106 206 104 204 24+BROWN A1 A2 MIN MOISTURE PROBES MAX SFR1 Pump 1 121 122 A1 A2 MIN MOISTURE PROBES MAX SFR2 Pump 2 221 222 NOTE: TERMINAL NUMBERS ARE ALSO WIRE NUMBERS CRG95 HIGH LEVEL ALARM DOMELIGHTRX1 X245 NOTE: GROUND PUMPS ON THE VFD GROUND TERMINAL PUMP 1 __ HP / __ FLA R/L1 S/L2 T/L3 U/T1 V/T2 W/T3 GND VFD 1 VFD 1 S/N: PUMP 2 __ HP / __ FLA R/L1 S/L2 T/L3 U/T1 V/T2 W/T3 GND VFD 2 VFD 2 S/N: B (+) A (-)FROM PV600 COM 2BLKTO VFD 2 A(-) REDTO VFD 2 B(+) RED FROM VFD 1 B(+) BLK FROM VFD 1 A(-)B (+) A (-) WHITE 12+12- TOTAL FLA: ___A MAX L1 L2L3480V / 3ɸ / 60Hz X1X2X3 H4H3H2H1 120V 24V T2T1 L2L1 CB-CCT 0.5A CCT 460V: 120-24V 150VA 59 GENERIC INFORMATION SHOWN HORN HORN RELAY CRHA1 A2 CRH9 5 NOTE 1: NOTICE TO INSTALLER: USE 18 GA SHEILDED AND TWISTED CABLE ON ALL ANALOG SIGNAL WIRES. 120V FROM PAGE 1 V+OV I0 I1 PUMP Vision PV1200 I2 I3 I4 I5 I6 I7 I8 I9 I10 I11 I12 I13 I14 I15 I16 I17 O2 O3 O4 O5 O6 O7 O8 O9 O10 O11 V2 0V V1 0V 24VDC FROM PAGE 1 COM COM O13 O14 O12 O15 O16 PUMP 1 OUT OF SERVICERX1 X2 PUMP 2 OUT OF SERVICERX1 X2 CR6 A1 A2 GENERAL ALARM CONTACTCR6 9 5 5 6 PUMP 1 HOA "AUTO" PUMP 2 HOA "AUTO" PUMP 1 HOA - AUTO PUMP 2 HOA - AUTO GENERAL ALARMRX1 X2 ACM 24+24- X3 N 24-FROM 0V 24-TO ACM INPUT O0 O1 COM2 LOW LEVEL FLOAT FROM ISR CR11128 HIGH LEVEL FLOAT FROM ISR CR12 12 8 PUMP 1 OVER-TEMP CR7 12 8 PUMP 2 OVER-TEMP CR8128 PUMP 1 MOISTURE PUMP 2 MOISTURE COM1 N N T+ (AN0) 18 GA SHIELDED TWISTED PAIR FOR PRESSURE TRANSMITTER WIRING SUBMERSIBLE LEVEL TRANSMITTER 4-20MA 7 8 + - ISB PR5104B 4-20mA INTRINSICALLY SAFE BARRIER 14+13- 44+42- 31 33 0V FROM 0V CR3 9 5 CR495 HIGH LEVEL FLOATCR12 11 7 73 74 PUMP 2 SEAL FAILURECR4 12 8 67 68 PUMP 1 SEAL FAILURECR3 12 8 65 66 PUMP 2 RUNNINGCR2 9 5 63 64 PUMP 1 RUNNINGCR1 9 5 61 62 PUMP 1 OVERTEMPCR7 10 2 69 70 PUMP 2 OVERTEMPCR8 10 2 71 72 51 52 107 207 53 110 210 108 208 109 209 55 56 54 4443 4443 LT-1 GND ETHERNET SUPPLIED BY OTHERS (ETHERNET) PIN 1 - (+) RED PIN 6 - (-) BLACK TO VFD 1 CRGA1 A2 GND CUSTOMER and PROJECT NAMEalifornia otor ControlsMCBenicia, CA 94510 (707) 746-6255www.cmcontrols.com 3070 Bay Vista Ct. Suite C NONE 60 GENERIC INFORMATION SHOWN www.jensenwaterresources.com PUMP CONTROLLER INSTALLATION AND OPERATING MANUAL 61  California Motor Controls, Inc.         Benicia, CA     InstallaƟon and OperaƟon Manual  UNIVERSAL PUMP CONTROLLER  LEVEL CONTROL  62 Level Control  i California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Table of Contents  1.  Features  Overview of Standard Features ....................................................................... 1‐2  Safety ............................................................................................................... 3  Dimensions ...................................................................................................... 4‐5  ConnecƟons ..................................................................................................... 6  2. ConstrucƟon  CommunicaƟon ............................................................................................... 7‐8  Wiring ConsideraƟons ..................................................................................... 9  Wiring Diagram ................................................................................................ 10  I/O List ............................................................................................................. 11‐12  3. Sequence of OperaƟon  Pump Staging ................................................................................................... 13‐16  FVNR or RVSS, Pump Down ............................................................................. 13  FVNR or RVSS, Pump Up .................................................................................. 13  VFD, Pump Down, ProporƟon.......................................................................... 13‐14  VFD, Pump Up, ProporƟon .............................................................................. 14  VFD, Pump Down, PID Constant Level ............................................................. 14‐15  VFD, Pump Up, PID Constant Level .................................................................. 15‐16  VFD, Pump Down, PID Constant Flow .............................................................. 15‐16  AlternaƟon ....................................................................................................... 17  Alarms .............................................................................................................. 18  Logs & Trending ............................................................................................... 20  4.  Main Dashboard  Main Dashboard .............................................................................................. 20‐28  5.  Pump Dashboard  Pump Dashboard ............................................................................................. 29‐33  7.  Trending & Logs  Main Trending Screen ...................................................................................... 34  Historical Trending Screen ............................................................................... 35‐36  Alarm Log ......................................................................................................... 37    63 Level Control  ii California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Table of Contents  7.  Trending & Logs (conƟnued)  Run Log ............................................................................................................ 38  VFD Fault Log ................................................................................................... 39  8. Alarm Handler  Alarm Handler .................................................................................................. 40‐43  9.  Other  ConfiguraƟon Access ....................................................................................... 44  ConfiguraƟon Menu ........................................................................................ 45  10.  Set Points & Sequencing  Menu ............................................................................................................... 46  Start/Stop Set Points ....................................................................................... 47  Stop Mode ....................................................................................................... 48  Start/Stop Set Points ‐ VFD PID Mode ............................................................. 49  VFD Speed Limits ............................................................................................. 50  PID Seƫngs ‐ VFD PID Mode ............................................................................ 51‐52  AlternaƟon ....................................................................................................... 53  11.  Timers  Menu ............................................................................................................... 54  Maximum Run ................................................................................................. 55  Start Delay ....................................................................................................... 56  Exercise ............................................................................................................ 57  Time Clock ....................................................................................................... 58  VFD Flush ......................................................................................................... 59  Pump Down ..................................................................................................... 60  Purge Solenoid ................................................................................................. 61  12.  Alarms  Menu ............................................................................................................... 62  Menu ‐ System OpƟons ................................................................................... 63  Alarm Enable ................................................................................................... 64  Alarm ConfiguraƟon ........................................................................................ 65  OpƟon Alarm ConfiguraƟon ............................................................................ 66    64 Level Control  iii California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    13.  ConfiguraƟon  Menu ............................................................................................................... 67  Number of Pumps ............................................................................................ 68  Lag Staging Mode ............................................................................................ 69  VFD/Starter Type ............................................................................................. 70  VFD/RVSS Motor Setup ................................................................................... 71  VFD/RVSSMV Ammeter and kW Meter Setup ................................................. 72  VFD Modbus IP Setup ...................................................................................... 73  OperaƟon Mode .............................................................................................. 74  Level Sensors ................................................................................................... 75‐76  Flow Meters ..................................................................................................... 77  Calculated Flow ............................................................................................... 78‐79  Analog Input CalibraƟon .................................................................................. 80   Special OpƟons Menu ...................................................................................... 81   Pump Status Indicator Color SelecƟon ................................................... 82   Analog Output FuncƟon Assignment ..................................................... 83     14.  CommunicaƟon  Menu ............................................................................................................... 84  Comm Port 1 Setup.......................................................................................... 85  Comm Port 2 Setup.......................................................................................... 86  Ethernet Port Setup ......................................................................................... 87  Email Addresses ............................................................................................... 88  Email Service Provider ..................................................................................... 89‐90  CANbus ‐ Cascade Pump Control ..................................................................... 91‐92    15.  Data Log ConfiguraƟon  Menu ............................................................................................................... 93  File Manager Folder SelecƟon and Status ....................................................... 94  SD Data Log Setup ........................................................................................... 95  SD Card File Manager ...................................................................................... 96  Flow Data Log Reset Times .............................................................................. 97  65 Level Control  iv California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Table of Contents  16.  DiagnosƟcs  Menu ............................................................................................................... 98  Input and Output Monitor ............................................................................... 99  Alarm Test........................................................................................................ 100  ConfiguraƟon Info ............................................................................................ 101  VFD/RVSS/MV Modbus CommunicaƟon Monitor ........................................... 102  ETM and Start Counter Reset .......................................................................... 103  Maintenance Timers ........................................................................................ 104  Display Backlight and Screen Saver ................................................................. 105  Test Email ........................................................................................................ 106  Level Control Test Mode .................................................................................. 107‐109  Backup and Restore ......................................................................................... 110  Backup and Restore ‐ IniƟalizaƟon Screen ...................................................... 111  InformaƟon Mode Menu ................................................................................. 112  17.  MOTOR Vision  System Overview ............................................................................................. 113  MOTOR Vision Pump Dashboards ................................................................... 114  Starter SelecƟon .............................................................................................. 115  Insight Dashboard ............................................................................................ 116‐117  Insight Overload ConfiguraƟon ........................................................................ 118‐119  U‐Line Dashboard ............................................................................................ 120‐122  U‐Line Starter ConfiguraƟon ............................................................................ 123  18.  Other  System Clock and NIST Server Setup ............................................................... 124  Text Entry Screen ............................................................................................. 125      66 Level Control  1 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com       The PUMP Vision PV1200 is considered a “universal pump controller” because it can be configured to  operate up to four pumps in the three main water/waste water applicaƟons; Pressure Booster, Level ,  and Well Pump control.  The PV1200 combines these three applicaƟons into one easy to use, cost  effecƟve controller without compromising features or funcƟons.    When the controller is first iniƟalized, one of the three applicaƟon modes is selected, and the control‐ ler then boots up in the specific applicaƟon mode (Pressure Booster, Level, or Well Pump).  and pro‐ vides all of the necessary “Dashboard” screens needed to provide the user with the most advanced and  intuiƟve pump control available.   While the three applicaƟon modes share many common configuraƟon features, the PV1200 operaƟons  manual is broken into three separate manuals to help simplify the manual for the user who will be in‐ terested in  only one of the modes anyway.  This manual address the Level Control mode.    Overview of PUMP Vision PV1200 Level Control  PUMP DASHBOARD ‐ A pump dashboard provides control of the  pump and an overview of pump status and running condiƟons.   BuƩons are provided to access the pump Run Log, VFD Alarm Log.  MAIN DASHBOARD ‐ A main dashboard provides an overview of the  enƟre pump staƟon status including pump, level, alarm, flow, and  more.  Easy access is provided to data logs, pump dashboards, setup  and alarm handler.  SETUP AND CONFIGURATION ‐ Numerous screens present the appli‐ caƟon’s setup and configuraƟon opƟons to the user in an easy to  understand and operate format.  This manual provides a guide  through those screens.  Please see the PV1200 Brochure for more details of the features in  an overview format.  Overview of Standard Features  67 Level Control  2 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com        The PUMP Vision PV1200 is housed in a rugged 9.62” x 12.32” case that can be door mounted with NEMA 4X or  IP65 protecƟon.  All wiring is terminated at pull out terminals, making it simple to replace the unit should the  need arise.  The backlit 800 x 600 pixel 12.1” TFT QVGA, LCD display is graphical and can display any font type, bitmap images,  and animated graphics.  If the PUMP Vision’s data logger funcƟon is enable, a removable SD memory card is required.  A 7 year baƩery is  provided to retain the Real Time Clock memory.  The PUMP Vision base unit includes 18 digital inputs, 4 analog inputs and 15 relay type outputs.  Two of the in‐ puts can be used as high‐speed counter inputs.  The base configuraƟon is suitable for most applicaƟons of up to  four pumps.  AddiƟonal I/O, up to 128 points, can easily be added with the modules mounƟng on standard DIN  rail.  Digital, analog, RTD and other types of I/O are available.    CommunicaƟon  Two RS232C or RS485 (user configurable) ports and an (opƟonal) Ethernet port are provided and each can be  used to program the unit, or connect to other controllers in a network.   These ports can each be set to communicate with the Modbus protocol  and the PUMP Vision can be set to operate as a Modbus master or  slave.  In the Modbus master mode, the PV1200 controls VFDs, RVSS  starters, and MOTOR Vision starters.  In the slave mode the PV1200  connects to BAS and SCADA systems and other monitoring equipment.    Remote Access  One of the remote control opƟons available for the PUMP Vision PV1200 is our Remote Operator soŌware.  Once  connected to the PUMP Vision, either directly through the COM port, or through a remote connecƟon method  such as dial‐up modem (land‐line or GSM cellular), Internet, or radio, a user can open the Remote Access soŌ‐ ware program that provides a “virtual” PUMP Vision on the screen of the PC.  This soŌware can be downloaded  from our Website  OperaƟon of the system is idenƟcal to being there.  The user simply uses the mouse to press the “buƩons” of the  on‐screen version of the PUMP Vision.  All of PUMP Vision informaƟon and set point screens can be accessed.   The pumps can be started and stopped.  Alarm messages can be  read, set points can be changed, data and trends can be viewed.  Overview of Standard Features  68 Level Control  3 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com        SAFETY CONSIDERATIONS    • Failure to comply with appropriate safety guidelines can result is severe personal injury or  property damage.  Always exercise proper cauƟon when working with electrical equipment.  • Do not aƩempt to use the controller with voltage exceeding permissible levels.  Permissible  voltage levels are listed in the technical specificaƟons provided in this manual.  • Install an external circuit breaker or fuse and take all appropriate safety measures against  short‐circuiƟng in external wiring.  • Do not install in areas with: excessive or conducƟve dust, corrosive or flammable gas, mois‐ ture or rain, excessive heat, regular impact shocks or excessive vibraƟon.  • Do not place in water or let water leak onto the controller.  • Do not allow debris to fall inside the unit during installaƟon.  • Double‐check all the wiring before turning on the power supply.  • Ascertain that terminal blocks are properly secured in place.  • Do not touch live wires.  • Stay as far as possible for high‐voltage cables and power equipment..  • Leave a minimum of 10mm space for venƟlaƟon between the top and boƩom edges of the  controller and the enclosure walls.  • A non‐isolated power supply can be used provided that a 0V signal is connected to the chas‐ sis.  • Standard safety consideraƟons require that metal cabinet panels be grounded to avoid elec‐ trocuƟon.  • Do not connect either the Neutral or Line signal of the 120VAC circuit to the device’s 0V ter‐ minal.  • In the event of voltage fluctuaƟons, or non‐conformity to voltage power supply specifica‐ Ɵons, connect the device to a regulated power supply.  • The wiring of this device is specifically designed to be safe any easy.  A technician or engi‐ neer trained in the local and NaƟonal Electric Code should perform all tasks associated with  the electrical wiring of the device.    Safety  69 Level Control  4 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Dimensions  70 Level Control  5 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com      Panel MounƟng  Before you begin, note that the panel  itself cannot be more that 0.197” thick.  1.Make a panel cut‐out that  measures  185mm x 128mm (7.283” x 5.039”).  2.Check the seal that is placed over the  back of the unit.  The seal must fit  snugly against the back rim of the  operaƟng panel.  3.Slide the controller into the cut‐out.  4.Push the four black plasƟc mounƟng  brackets into their slots on the sides  of the controller.  5.Tighten the bracket screws against the  panel.  Hold the bracket securely  against the unit while Ɵghtening  the screw.    Dimensions  71 Level Control  6 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com                                        ConnecƟons  72 Level Control  7 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com          The PUMP Vision PV1200 has two serial ports.  Both can be set for RS232 or RS485 independently.                      The PUMP Vision is connected directly to the PC with a standard RJ11 type cable which should not be longer than  10’ when using RS232.  An RJ11 to 9 pin D connector is used to connect to the PC.  CommunicaƟon Ports  RS232/RS485: DIP Switch Settings The settings be- low are for each Switch Settings       1 2 3 4 5 6   RS232* ON ON ON OFF ON OFF RS485 OFF OFF OFF ON OFF ON RS485 with ter- mination** ON ON OFF ON OFF ON *Default factory setting        **Causes the unit to function as an end unit in an RS485 network        73 Level Control  8 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com        RS485  Use RS485 to create mulƟ‐drop network containing up to 32 staƟons, or for Modbus communicaƟons.                  Note that  when a port is  set to RS485, both RS232 and RS485 can be used simultaneously if flow control signals DTR and DSR are not used.  •Note that the ports are not isolated.  If the controller is used with a non‐isolated external device,  avoid potenƟal voltage that exceeds ±10V.  •To avoid damaging the system, all non‐isolated device ports should relate to the same ground sig‐ nal.  •Use shielded, twisted pair cable.  •Minimize the drop length leading form each device to the bus.  •Ideally, the main cable should be run in and out of the network device.  •Do not cross posiƟve (A) and negaƟve (B) signals.  PosiƟve terminals must be wired to posiƟve and  negaƟve terminals to negaƟve.  CommunicaƟon Ports  74 Level Control  9 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com          .        On‐board I/O  I/O connecƟon points are provided by external connectors at the top and boƩom of the controller.  The connect‐ ors plug in, enabling quick and easy removal.  They provide screw‐type connecƟon points for the power source,  inputs an outputs.  The connecƟon points are clearly labeled on the controller itself.  The top generally provides connecƟons for the power supply, analog inputs and digital inputs.  The boƩom con‐ nector provides terminals for the relay outputs.    ConnecƟons to the Controller  1.Strip the wire to a length of 0.250‐0.300 inches.  2.Unscrew the terminal to its widest posiƟon before inserƟng a wire.  3.Insert the wire completely into the terminal to ensure a proper connecƟon.  4.Tighten enough to keep the wire from pulling free.  5.Use 14 gauge to 26 gauge wire.  6.Do not exceed 1 inch pounds of torque.  7.We recommend crimp connectors (ferrules) on the wire ends.        Wiring ConsideraƟons  •A technician or engineer trained in the local and NaƟonal Electric Code should perform all tasks  associated with the electrical wiring of the controller.  •Input or output cables should not be run though the same mulƟcore cable or share the same wire.  •Do not lay input or output cables near high voltage power cables.  •Allow for voltage drop and noise interference with input and output lines used over an extended  distance.  Use wire that is properly sized for the current load.  •Double‐check all the wiring before turning on the power supply.  •Unused I/O terminals should not be connected.  Ignoring this direcƟve may damage the controller.  Wiring  75 Level Control  10 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Wiring Diagram  Typical Wiring Diagram for Constant Speed or VFD Mode  76 Level Control  11 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Connect input and output devices as needed.  Digital Inputs   I0 Redundant backup low level float switch   I1 Redundant backup high level float switch   I2 Pump 4 seal failure   I3 Pump 1 HOA ‐ AUTO   I4 Pump 2 HOA ‐ AUTO   I5 Pump 3 HOA ‐ AUTO   I6 Pump 4 HOA ‐ AUTO   I7 Pump 1 Run Input   I8 Pump 2 Run Input   I9 Pump 3 Run Input   I10 Pump 4 Run Input   I11 Pump 1 over‐temperature   I12 Pump 2 over‐temperature   I13 Pump 3 over‐temperature   I14 Pump 4 over‐temperature   I15 Pump 1 seal failure   I16 Pump 2 seal failure   I17 Pump 3 seal failure  OpƟonal   I32 Generator running   I33 Generator fault   I34 Power failure   I35 UPS failure   I36 Dry well water   I37 Intrusion   I38 Low level float switch/Mutli‐segment 1/OpƟon alarm 1   I39 High level float switch/Mutli‐segment 2/OpƟon alarm 2   I40 Stop float switch/Mutli‐segment 3   I41 Start float switch/Mutli‐segment 4   I42 Start 1st lag pump float switch/Mutli‐segment 5   I43 Start 2nd lag pump switch/Mutli‐segment 6   I44 Start 3rd lag pump switch/Mutli‐segment 7   I45 Low level float switch/Mutli‐segment 8/OpƟon alarm 3   I46 Low level float switch/Mutli‐segment 9/OpƟon alarm 4   I47 Low level float switch/Mutli‐segment 10/OpƟon alarm 5    Analog   AN0 4‐20mA Primary level sensor   AN1 4‐20mA Secondary level sensor   AN3 4‐20mA Flow Meter  I/O List  77 Level Control  12 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com      Digital Outputs     O0 General Alarm Indicator   O1 Pump 4 failure   O2 Pump 1 Run   O3 Pump 2 Run   O4 Pump 3 Run   O5 Pump 4 Run   O6 Pump 1 out of service   O7 Pump 2 out of service   O8 Pump 3 out of service   O9 Pump 4 out of service   O10 Horn   O11 High level alarm   O12 Low level alarm   O13 Pump 1 failure   O14 Pump 2 failure   O15 Pump 3 failure   O16 General Alarm Contact    Analog Outputs    AOUT0 4‐20mA VFD 1 speed reference   AOUT1 4‐20mA VFD 2 speed reference   AOUT2 4‐20mA VFD 3 speed reference   AOUT3 4‐20mA VFD 4 speed reference   (these are used only if VFDs are not connected by network to the PV1200)         I/O List  78 Level Control  13 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     When the PV1200 has been fully configured, all of the level control set points have been entered and all alarm  condiƟons are saƟsfied, the system is ready to operate.  The PV1200 has a “dashboard” for each pump that pro‐ vides a HAND‐OFF‐AUTO selector switch for control of the pump.  When in the HAND posiƟon, the PV1200 will  command the pump to run as long as there are no alarm condiƟons that are configured for pump shutdown on  fault.  In the AUTO posiƟon, the pumps will run when called by the pump sequencer.  The PV1200 can be config‐ ured in a number ways since the sequencer has two parts; the pump stager and the alternator.  The pump stager  calls for the pumps as needed based on the level set points.  The alternator determines which pump will run  when the stager calls.  PUMP STAGING  FVNR or RVSS Starters, Pump Down OperaƟon  When the PV1200 is configured for Pump Down operaƟon, the pumps work to empty the tank or sump.  When then level of the liquid in the tank or sump rises to the Start Lead Pump set point, the lead pump starts.  In  mulƟple pump systems, if the level conƟnues to rise to the Start Lag Pump set points, the lag pumps start, in se‐ quence.  When liquid level drops to the Stop Pump set point(s), the pump(s) stop.  The pumps stop at individual stop set  points if the PV1200 is in MulƟpoint Stop mode, or all at once if in the Single Point Stop mode.  FVNR or RVSS Starters, Pump Up OperaƟon  When the PV1200 is configured for Pump Up operaƟon, the pumps work to fill the tank or other vessel.  When then level of the liquid in the tank falls to the Start Lead Pump set point, the lead pump starts.  In mulƟple  pump systems, if the level conƟnues to fall to the Start Lag Pump set points, the lag pumps start, in sequence.  When liquid level rises to the Stop Pump set point(s), the pump(s) stop.  The pumps stop at individual stop set  points if the PV1200 is in MulƟpoint Stop mode, or all at once if in the Single Point Stop mode  VFD Starters, Pump Down OperaƟon, ProporƟon Mode  When then level of the liquid in the tank or sump rises to the Start Lead Pump set point, the lead pump starts and  accelerates to its proporƟonal point in the ProporƟon Band.  In mulƟple pump systems, if the level conƟnues to  rise to the Start Lag Pump set points, the lag pumps start, in sequence and at thir respecƟve proporƟonal speed  set points.  When liquid level drops, the pumps ramp down in speed, following the proporƟon band, to the Stop Pump set  point(s), the pump(s) stop.  The pumps stop at individual stop set points if the PV1200 is in MulƟpoint Stop mode,  or all at once if in the Single Point Stop mode.  ProporƟon Mode ‐ The speed of the pumps is directly proporƟonal to the posiƟon of the liquid within the “level  band”.  The level band is the distance between the last Lag Pump Start set point in the system (second pump in a  duplex, third in a triplex, etc.) where the pumps will run at maximum speed, and the Stop Lead Pump set point  when the pumps will be running at their minimum speed.  SEQUENCE OF OPERATION  Pump Staging  79 Level Control  14 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     SEQUENCE OF OPERATION  Pump Staging  The speed of the pumps is linearly proporƟonal those two points.  An example system:  A triplex (three pump) system  The start set point for the 2nd lag pump is 5.0’  The start set point for the 1st lag pump is 4.0’  The start set point for the 1st lag pump is 3.5’  The stop set point for the lead pump is 2.0’  Level Band ‐ In this example, the level band is 3.0’, which is the difference between the 2nd lag start set point and  the stop lead pump set point.  In the VFD configuraƟon, the VFDs are set up to have a maximum speed of 100% and a minimum speed of 40%  due to the pump curves.  In this example, the Speed Band is 60%.  In this example, the lead pump will start at 70% speed and if the level rises, the speed of the pump rises.  At the  1st Lag Pump Start set point, the second pump will start and the speed of the pumps will be 80%.  If the level ris‐ es to the 2nd Lag Pump Start set point, the third pump will start and the speed of all pumps will be 100%.  When the level drops, the speed of the pumps drop unƟl the stop set points, where the speed of the pump(s) will  be at 40%.  VFD Starters, Pump Up OperaƟon, ProporƟon Mode  When then level of the liquid in the tank or sump drops to the Start Lead Pump set point, the lead pump starts  and accelerates to its proporƟonal point in the ProporƟon Band.  In mulƟple pump systems, if the level conƟnues  to drop to the Start Lag Pump set points, the lag pumps start, in sequence and at their respecƟve proporƟonal  speed set points.  When liquid level rises, the pumps ramp down in speed, following the proporƟon band, to the Stop Pump set  point(s), the pump(s) stop.  The pumps stop at individual stop set points if the PV600 is in MulƟpoint Stop mode,  or all at once if in the Single Point Stop mode.  See the above descripƟon of the ProporƟon Mode for an example of how the speed of the pumps is controlled as  the same example could be used with reversed set points.  VFD Starters, Pump Down OperaƟon, PID Mode ‐ Constant Level  The PID mode is used to maintain a specific level in a tank or sump.  Depending on the configuraƟon, the pump(s)  may or may not ever shut down.    When the liquid level rises to the Start Lead Pump set point, the lead pump Start Delay Timer begins Ɵming,   When the Ɵmer expires, the lead pump VFD will start and immediately ramp to the minimum speed set point at  the rate programmed into the VFD acceleraƟon funcƟon (CMC recommends a 5 second VFD acceleraƟon set  point).  When the VFD reaches Minimum Speed, the PID loop begins and the speed of the pump will be modulated to  maintain the Target Level set point.  With each sample cycle, a change may be made to the VFD speed, propor‐ Ɵonal to the level deviaƟon from the Target Level set point.  80 Level Control  15 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     SEQUENCE OF OPERATION  Pump Staging  The speed of the VFD can increase up to the Maximum Speed set point and can decrease to the Minimum Speed  set point.  The speed changes occur at the interval set in the Sample Cycle Ɵmer.  The proporƟon of the speed change can be adjusted in the PID setup screen, and is entered as a raƟo of 0.1 Ō. :  1% Speed.    If a 1.0 : 1 raƟo is set, the VFD speed will change 1% for each 0.1 feet of deviaƟon from target set point.    The amount of change is limited by the Trim set points.  The Trim set points are used to keep the VFD speed from  changing too much in reacƟon to a high deviaƟon from set point.  LimiƟng the change will prevent the VFD from  going to Maximum speed or Minimum speed with it doesn’t need to.  As the level rises, the pumps that are running speed up to try to maintain the target set point.  When the speed  of the running VFDs meets or exceeds the Lag Pump Start set point, the Lag Pump Start Delay Ɵmer begins Ɵm‐ ing.  When the Ɵmer expires, the lag pump will start and ramp up to the VFD speed reference (the speed at which  the pumps are running).  The pump accelerates at the rate programmed into the VFD acceleraƟon funcƟon (5  seconds Accel and Decel Ɵmers are recommended).  All running pumps modulate at the same speed.  In triplex and quadruplex systems, the lag pumps all start in the  same manner, each with separate Start Delay Ɵmers.  As the level drops, the speed of the pumps slows.  When the speed reaches the Lag Stop set point, the last pump  to start shuts down first.  When it drops out, the speed of the pumps that are running may speed up to maintain  level, or depending on the influent condiƟon, the speed may stay below the Lag Stop set point and the next pump  in the sequence will de‐stage.  The lead pump will stop if the level drops to the Lead Pump Stop set point.  This will only happen if the inflow is  less than what the lead pump will handle when running at minimum speed.  VFD Starters, Pump Up OperaƟon, Mode ‐ Constant Level  When the liquid level drops to the Start Lead Pump set point, the lead pump Start Delay Timer begins Ɵming,   When the Ɵmer expires, the lead pump VFD will start and immediately ramp to the minimum speed set point at  the rate programmed into the VFD acceleraƟon funcƟon (CMC recommends a 5 second VFD acceleraƟon set  point).  When the VFD reaches Minimum Speed, the PID loop begins and the speed of the pump will be modulated to  maintain the Target Level set point.  With each sample cycle, a change may be made to the VFD speed, propor‐ Ɵonal to the level deviaƟon from the Target Level set point.  As the level drops, the pumps that are running speed up to try to maintain the target set point.  When the speed  of the running VFDs meets or exceeds the Lag Pump Start set point, the Lag Pump Start Delay Ɵmer begins Ɵm‐ ing.  When the Ɵmer expires, the lag pump will start and ramp up to the VFD speed reference (the speed at which  the pumps are running).  The pump accelerates at the rate programmed into the VFD acceleraƟon funcƟon (5  seconds Accel and Decel Ɵmers are recommended).  All running pumps modulate at the same speed.  In triplex can quadruplex systems, the lag pumps all start in the  same manner, each with separate Start Delay Ɵmers.  81 Level Control  16 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     SEQUENCE OF OPERATION  Pump Staging  As the level rises, the speed of the pumps slows.  When the speed reaches the Lag Stop set point, the last pump  to start shuts down first.  When it drops out, the speed of the pumps that are running may speed up to maintain  level, or depending on the effluent condiƟon, the speed may stay below the Lag Stop set point and the next  pump in the sequence will de‐stage.  The lead pump will stop if the level rises to the Lead Pump Stop set point.  This will only happen if the ouƞlow is  less than what the lead pump will handle when running at minimum speed.  VFD Starters, Pump Down OperaƟon, PID Mode ‐ Constant Flow  The Constant Flow Mode is used to pump out a sump, but limit the amount of flow out of the pumps.  This mode  of operaƟon requires a hardwired flow meter, either pulse or 4‐20 mA, be connected to the PUMP Vision.  When the liquid level rises to the Start Lead Pump set point, the lead pump Start Delay Timer begins Ɵming,   When the Ɵmer expires, the lead pump VFD will start and immediately ramp to the minimum speed set point at  the rate programmed into the VFD acceleraƟon funcƟon (CMC recommends a 5 second VFD acceleraƟon set  point).  When the VFD reaches Minimum Speed, the PID loop begins and the speed of the pump will be modulated to  maintain the Maximum Discharge Flow Rate set point.  With each sample cycle, a change may be made to the  VFD speed, proporƟonal to the flow deviaƟon from the Maximum Flow set point.  The speed of the VFD can increase up to the Maximum Speed set point and can decrease to the Minimum Speed  set point.  The speed changes occur at the interval set in the Sample Cycle Ɵmer.  The proporƟon of the speed change can be adjusted in the PID setup screen, and is entered as a raƟo of 1.0.  GPM. : 1% Speed.    If a 1.0 : 1 raƟo is set, the VFD speed will change 1% for each gallon per minute of deviaƟon from target flow set  point.    The amount of change is limited by the Trim set points.  The Trim set points are used to keep the VFD speed from  changing too much in reacƟon to a high deviaƟon from set point.  LimiƟng the change will prevent the VFD from  going to Maximum speed or Minimum speed with it doesn’t need to.  As the flow increases, the pumps that are running speed up to try to maintain the target flow set point.  When  the speed of the running VFDs meets or exceeds the Lag Pump Start set point, the Lag Pump Start Delay Ɵmer  begins Ɵming.  When the Ɵmer expires, the lag pump will start and ramp up to the VFD speed reference (the  speed at which the pumps are running).  The pump accelerates at the rate programmed into the VFD acceleraƟon  funcƟon (5 seconds Accel and Decel Ɵmers are recommended).  All running pumps modulate at the same speed.  In triplex and quadruplex systems, the lag pumps all start in the  same manner, each with separate Start Delay Ɵmers.  As the flow decreases, the speed of the pumps slows.  When the speed reaches the Lag Stop set point, the last  pump to start shuts down first.  When it drops out, the speed of the pumps that are running may speed up to  maintain level, or depending on the influent condiƟon, the speed may stay below the Lag Stop set point and the  next pump in the sequence will de‐stage.  The lead pump will stop if the level drops to the Lead Pump Stop set point.    82 Level Control  17 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Jockey AlternaƟon  In Jockey AlternaƟon mode, Pump 1 is always the first pump to run.  The remaining lag pumps are alternated as if  they were in a full alternaƟon sequence.  For example, in a triplex jockey alternaƟon system where the first lag  called in this cycle is Pump 2, the next pumping cycle will call Pump 3 as the first lag.  Jockey AlternaƟon is only  available for triplex and quadruplex systems.  Full AlternaƟon  Each Ɵme a pumping cycle starts aŌer the system has been at rest, the next pump in sequence will be the lead  pump.  So if pump 1 is lead pump in this cycle, Pump 2 will be lead pump in the next cycle.  The other pump(s) in  the system will start as lag pump(s) as needed.  Constant Lead   In Constant Lead mode, a certain pump is selected to always be the lead pump.    Slave Mode  The PV1200 can be configured to run any individual lag pump as a “slave” to the lead pump.  When a lag  pump is set to Slave mode, it will run in unison with the lead pump.  Standby Mode.  The PV1200 can be configured to run any individual lag pump as a “standby pump” to the system.  The  standby pump only runs if another called pump has failed.  This is used when there are more pumps in the  system than there is capacity to handle the flow, and the extra pump(s) are in the system for redundancy.  SEQUENCE OF OPERATION  AlternaƟon  83 Level Control  18 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com       Alarm CondiƟons  All alarm condiƟons with operate according to the way they are set up.  Each alarm can opƟonally be set up to:  Be enabled or disabled  Stop the pumps  Require manual reset  Sound the horn  Light the alarm light  Flash the alarm light  Close the alarm contact  Send an email  User adjustable Ɵme delay  All enabled alarm condiƟons will be logged into the alarm data logger.  All enabled alarm condiƟons will be managed by the fault handler.    For all alarm condiƟons, touching the screen of the PV1200 will silence the horn output.  Inputs are provided for the following alarm condiƟons:  High Level ‐ Main Level Sensor  Low Level ‐ Main Level Sensor  Transducer Failure  Pump Failure  MOTOR Vision Fault  VFD Failure  High Level Alarm ‐ Backup Float Switch  Low Level Alarm ‐ Backup Float Switch  High Temperature  Moisture in Motor  In VFD mode the VFD Fault condiƟons are monitored through Modbus and annunciated on the controller.  Pump Failure  This condiƟon is determined by the motor starter failing to close an input to the controller within  a preset Ɵme  period.  If a pump fails to start, the pumping duty is automaƟcally transfer to the next available pump in se‐ quence.  The pump can be taken “Out‐of‐Service” and this failure alarm is prevented, by puƫng either the “soŌ” HOA, or  the panel HOA into the OFF posiƟon.  This allows maintenance of the pump without generaƟng an alarm condi‐ Ɵon.  As with a pump failure condiƟon, the pumping duty is automaƟcally transferred to the remaining pump(s).  SEQUENCE OF OPERATION  Alarms  84 Level Control  19 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Fault Data Logging  Fault condiƟons are logged into memory with a date and Ɵme stamp.  When a fault condiƟon occurs, the fault  status indicator will light on the main screen and the Alarm Log will display any acƟve faults.  Touching the fault  status indicator will take the user to the Alarm Handler, where alarm condiƟons can be viewed and managed.  The Alarm Log will display any acƟve alarms.  Touching the Alarm Log buƩon will allow the user to scroll through  any acƟve alarms if more than one are present.  Holding the Alarm Log will take the user to the System Alarm  Log, where details including the Ɵme date, Ɵme of occurrence and alarm condiƟon can be viewed and managed.   The screen can be scrolled down through the past 1000 fault condiƟons.  When the screen is exited and then re‐ entered, the log automaƟcally returns to showing the latest fault condiƟons.  Trending  The on screen trending graph plots the sump or tank level with a reading saved every second.  It saves history for  the past 1.5 hours.  The graph can be scrolled by the user to view the history.  The opƟonal micro SD card records  the trend data in a file that is automaƟcally created once a month.  A maximum of 63 months is retained on the  SD card.  SEQUENCE OF OPERATION  Logs and Trend Graphs  85 Level Control  20 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  For each applicaƟon type, the PUMP Vision PV1200 has a Main Dashboard that provides a complete overview of  the system status and touch access to pump dashboards, logs, trends, set points, and complete system configura‐ Ɵon.  Main Dashboard Screen Elements and FuncƟons  Status Bar ‐ Depending on the current display, the top of the screen status bar may display the name of the current  display screen, system level, baƩery status, level, date and Ɵme.  A Status Bar is on every display screen in the  PV1200 controller.  All Status Bars include the display name, and most include the level display.  Menu Bar ‐ Depending on what screen you are on, different menu opƟons appear.  The Main Dashboard’s Menu  Bar includes buƩons to access the Pump Dashboards and the Setup display.  Alarm Bar ‐ The Main Dashboard’s Alarm Bar includes two alarm message bars, Alarm Handler buƩon, Alarm Si‐ lence,  Alarm Test, and Alarm Reset buƩons.  StaƟon Status Overview  ‐ The staƟon status overview area shows pump call and run status, digital and graphic  level display, set point display and access to modificaƟon, and flow status.  Pump Status Overview  ‐ An overview is provided for each pump configured in the system.  Pump status, HOA, run  data, and access to Pump Dashboards and MOTOR Vision data is available.  Pump Status  Overview  MAIN DASHBOARD  Status Bar   Alarm Bar  Menu Bar  StaƟon Status   Overview  86 Level Control  21 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com       A blue status bar is at the top of each screen in the PV1200.  The status bar includes:  Display Name ‐ MAIN DASHBOARD ‐ Touch for program informaƟon (only on the Main Dashboard).    BaƩery Status ‐ This buƩon will give instrucƟons on how to change the baƩery.  It will change color to yellow and  display a warning message when the baƩery is low.  The PV1200 uses a 3V Lithium CR2450N coin type baƩery  that is located behind a user accessible cover in the back of the unit.  The lithium baƩery will last for up to 10  years in the PV1200 if the unit is kept powered up.  The baƩery is used to maintain the current Ɵme, and to retain  the system configuraƟon and user set points that are stored in RAM memory.  Note:  the configuraƟon and user  set points are also stored in non‐volaƟle Flash RAM memory if the system has been backup up, but the PV1200  will need user intervenƟon to restore the system if the power fails while the baƩery is dead.  System Time ‐ Displays the current system Ɵme.  Touch the buƩon to set Time and Date of the PV1200.  The sys‐ tem Ɵme is used to provide a date and Ɵme stamp to system events, data logging, and trending.  Keeping the  Ɵme accurate will assist in providing useful diagnosƟc informaƟon.  When the PV1200 is connected to the Inter‐ net, it can keep the date and Ɵme current automaƟcally with periodic connecƟon to an NIST Time Server.  System Date  ‐ Displays the current  date.  The date is changed in the System Time setup screen.  Level  ‐ The level is shown on nearly all screens except the Main Dashboard on the right side of the Status Bar.        MAIN DASHBOARD  Status Bar  System Time Display  Name  System Date  BaƩery Status  87 Level Control  22 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Main Alarm Message Bar ‐ If there are active alarms, this message bar displays the alarm condition.  If there are no  alarms, SYSTEM NORMAL is displayed.  Touching the message text will scroll through all of the active alarm conditions if more than one condition is ac‐ tive.  The main message bar shows the 10 possible level control alarms.    Option Alarm Message Bar ‐ If there are active option alarms, this message bar displays the alarm condition.  If  there are no alarms, the bar is blank.  Touching the message text will scroll through all of the active alarm conditions if more than one condition is ac‐ tive.  The option message bar shows the 10 possible option alarms.  Reset ‐ This button only appears when there is a fault condition that can be manually reset.  Touching the button  will reset the alarm if the condition has cleared.  Number of Active Alarms ‐ If there are active alarms, this button displays red and indicates the number of active  alarm conditions. Touch the button for the Alarm Handler.  The button does not appear if there are no  unacknowledged alarms.  Alarm Test/Alarm Silence ‐ Touch the button for the Alarm Test screen. This button will read “SILENCE” when the  horn is sounding as it doubles as the alarm silence button.  Alarm Test/  Alarm Silence  Main Alarm  Message Bar  Reset  Alarm Handler  BuƩon  OpƟon Alarm  Message Bar  MAIN DASHBOARD  Alarm Bar  88 Level Control  23 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The StaƟon Status area of the Main Dashboard displays the status of the pump status in one secƟon.  Sensor Source ‐ When the optional Secondary Level Sensor is installed, touch the label to toggle the displayed value  of the two sensors and to change the Level Status display.  A three minute timer automatically reverts the display  to the primary sensor unless the primary is failed, and then the backup becomes the default display.  All modes of level sensing are monitored for failure.  The 4‐20 mA sensors are monitored for out of  range signals, and the floats and multi‐probe are monitored for switches out of sequence.  If there is a  failure of either the primary or secondary sensor, it will be indicated on the level label.  The system automatically transfers to the backup level sensor if the primary sensor fails.  Digital Level Display ‐ Liquid level display in tenths of feet.   The PV1200 level controller can be configured to have a primary and an optional secondary level sensor.   The sensors can be any 4‐20 MA sensor, float switches, or 10 segment probe (multi‐probe).  Regardless  of sensor type, the level is displayed digitally.  With float switches and multi‐probe, the level is interpret‐ ed by the closure of level switches.  Flow Rate and Total  ‐ When the system is configured for either a wired flow meter or calculated flow, the flow data  is displayed here. The flow rate and total gallons are shown.  When configured for calculated flow, a negative  number appears when no pumps are running, showing the calculated inflow rate.   Flow Rate  And Total Digital Level Display  Sensor Source  MAIN DASHBOARD  StaƟon Status  89 Level Control  24 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     High Level Alarm Status ‐ The status of the high level alarm and the redundant high level alarm is shown here, if  configured in the system.  When the condition is triggered a warning message is displayed.  The alarm message is  displayed when the alarm timer has expired.  The area is blank if there are no current alarm conditions.  Low Level Alarm Status ‐ The status of the low level alarm and the redundant low level alarm is shown here (no  current alarm condition is shown), if configured in the system.  When the condition is triggered a warning mes‐ sage is displayed.  The alarm message is displayed when the alarm timer has expired.  The area is blank if there  are no current alarm conditions.  Pumps Called ‐ As the level rises (or drops in tank fill applications) the pump start set points are tripped and pumps  are “called” to run.  This field indicates either:   SYSTEM IS IDLE   (X number) PUMPS RUNNING   TIME CLOCK SHUTDOWN  The color of the text changes from green for idle, amber for one pump called, and red for more than one pump  called.  Pumps Running ‐ This field responds back with the number of pumps running and is blank when no pumps are run‐ ning.  Graphic Level Display—Liquid Fill ‐ The column graph display of the liquid level is scaled to the same range as the  level sensor and “fills” with blue liquid proportional to the level in the sump or tank.  High Level  Alarm Status  Low Level  Alarm Status  Pumps Running  Pumps Called  Graphic Level  Display  Tank Fill Mode  Graphic Level  Display  Sump Mode  MAIN DASHBOARD  StaƟon Status  90 Level Control  25 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Change Set Points  Sensor Source ‐  The user enter  Level Set  Points and Status ‐  The user entered set points from the setup screen are shown here and can be modi‐ fied from here by touching the LEVEL SETUP buƩon and entering the Level 1 User password.     Set Point Status Labels ‐ The set point’s funcƟon label changes color to indicate status:    Black = Level below set point    Orange = Level above set point    Red = Alarm condiƟon  Pump Status ‐  The status of each pump is shown in text and color.  With VFD systems, the frequency of the VFD is  also displayed.  The color key for the pump status:    GRAY = Pump stopped    GREEN = Pump running    RED = Pump failed    BLUE = Pump Out‐of‐service    LIGHT BLUE = Pump needs maintenance    YELLOW = Pump called, but not yet running    ORANGE = Remote run command (external to the PUMP Vision).    Change Set Points ‐  Touch this buƩon to enter the Level 1 password and change the set points.          Pump Status  Level Set Points  And Status  MAIN DASHBOARD  StaƟon Status  91 Level Control  26 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Menu ‐ The menu bar at the boƩom of the Main Dashboard screen provides access to:  LEVEL SETUP  Access to Level 1 password screen and then level control set point ediƟng.   TIMERS  Access to the Timer Menu.  ALTERNATION  Access to the AlternaƟon Setup screen.  LOGS  Access to the Alarm Log.  From the Alarm Log, access to the Run Log and Flow  Logs.  TRENDS Access to the Main Trend screen, From the Main Trend, access to the Trend His‐ tory and Flow Trends.  CONFIGURATION Access to all levels of controller configuraƟon  VFD Speed Reference ‐ Displays the speed command to the VFDs in percentage of maximum speed.  Not displayed  when the system is not configured for VFDs.  Alternation Status ‐ The pump alternation sequence mode and the current lead pump status is displayed here.  For  more information on the modes and setup of the alternator, refer the Alternator page of this manual.  Pump Mini‐Dashboard ‐ A “mini” dashboard is provided for each pump configured in the system.  The features and  functions shown above for Pump 2 are the minimum provided.  In VFD or MOTOR Vision systems, pump running  current and frequency may be shown.  Each pump has an operational HOA selector switch to manually control  the pumps.  An option can eliminate the OFF position of the HOA.  Pump Dashboard ‐ Touch these buttons to access the full Pump Dashboard for each pump.   Menu  AlternaƟon   Status  VFD Speed  Reference  Pump Mini‐  Dashboard  Pump   Dashboard  MAIN DASHBOARD  Pump Mini Dashboard  92 Level Control  27 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The Status and Set Points screen displays the operaƟonal set points for all pumps and alarms.  The set points can  be changed by touching the LEVEL SETUP  buƩon on the menu bar.  The user is taken to a Level 1 password entry  screen.  AŌer the password is successfully entered, the desired set point can be altered by touching the entry  values, which are blue when in the edit mode, and entering a new value through the numeric keypad.  Level Setup ‐ This buƩon takes the user to password entry screen.    Password Entry ‐ Enter the Level 1 password. See the Password Setup page of this manual for more informaƟon on  the password.  Set Point Entry ‐ Once the Level 1 password has been correctly entered, the set points in the StaƟon Status area  turn blue which indicates that they can be edited.  Touch the set point to be edited and the numeric entry keypad  appears.  Enter the new set point.  The set points remain in the edit mode for two minutes of screen inacƟvity and then automaƟcally revert to the  locked mode.  Float switch systems— The “set points” are the elevations at which the float switches are installed.  These eleva‐ tions must be manually measured and entered for the PV1200 to be able to display and trend the approximate  level of the sump or tank.  Multi‐segment sensor systems— Once the Level 1 password has been correctly entered, the Multi‐segment Sen‐ sor Setup screen is accessed to provide sensor setup options.    Level  Setup   MAIN DASHBOARD LEVEL SETUP  4‐20 mA and Float Switch  Password  Entry  Set Point  Entry  93 Level Control  28 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Assigning  FuncƟons  Status  Indicators  Overview  The PV1200 can use a 10 segment probe rod as a level sensor, either for the primary sensor, or as a backup.  In  both cases the Setup screen provides an easy way to configure the funcƟon for probe segment switch.  Each seg‐ ment is wired to a digital input on the PV1200 .  The probes come in various lengths and the length of the in‐ stalled probe must be entered into the Level Sensor setup screen.  Status Indicators ‐ The status indicator changes text and color to indicate when the level is above the mulƟ‐probe  switch and the text changes from OPEN to CLOSED.  Assigning  FuncƟons ‐ The PV1200 automaƟcally assigns the funcƟon to the mulƟ‐probe switches starƟng at the  lowest level with the necessary funcƟons for the number of pumps configured in the system.  To “skip” a switch,  simply touch the label to toggle from the assigned funcƟon to “skip”.  When “skip” is selected the PV1200 auto‐ maƟcally shiŌs all subsequent funcƟons one posiƟon higher on the rod.  If the segment is touched when “skip” is  displayed, the next funcƟon in sequence will move to the segment posiƟon.  **Always start the switch funcƟon setup at the lowest level**  Probe Level  ‐ The rod has segments at a regular intervals which correlate to a water level that is displayed here  Hardware Input ‐ The PV1200 input number that the probe segment is wired to.  Probe  Level  Hardware  Input    MAIN DASHBOARD LEVEL SETUP  MulƟ‐segment Sensor  94 Level Control  29 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Pump Status  Nameplate  Pump Status  Indicator   PUMP DASHBOARDS  Common  Overview ‐ Pump Dashboards  A “dashboard” is provided for each pump that is configured in the system and is each is opƟmized for FVNR, VFD  or MOTOR Vision systems.  Just as the Main Dashboard provides an overview of the enƟre pump staƟon, the  Pump Dashboards provide an overview of the operaƟon and status of the individual pumps.   Pump Status Nameplate ‐ Displays the current status of the pump.  Status messages include:  OFF, CALL, RUNNING,  OUT OF SERVICE, FAILED, REMOTE RUN, and MAINT. DUE.  The PUMP Vision has an input for an auxiliary contact of the motor starter to wire to.  It monitors the status of  either that input, or the run status of a MOTOR Vision starter or VFD connected by Modbus to determine if the  pump is running or stopped.  When the PUMP Vision output energizes the motor starter, the status is CALLED.   When the input goes high, the status is RUNNING.  If the run read back does not go high, the status is FAILED.   The status is OUT OF SERVICE if the input from the hardware HOA is not high.  Pump Status Indicator Light ‐ Status of each pump is shown in color.  The color key for the pump status:      Red:  Pump failure ‐ flashing for maintenance due   Light Green:  Pump running ‐ shows motor Hz in VFD mode  Dark Green:  Pump stopped  Blue:  Pump out of service  Yellow:  Pump called, but not yet running  Light Blue (flashing):  Maintenance due  Amber: Pump running by remote hardwired signal  The key above shows the default Pump Status BuƩon colors.  The colors can be “remapped” by the user to other  color themes in the PV1200 OpƟon ConfiguraƟon screen in the Level 3 configuraƟon mode.  95 Level Control  30 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Alarm Indicators  Run Stats   PUMP DASHBOARDS  Common  Run Stats  Run Timer  Displays the Current (or previous, if idle) run duraƟon.  Elapsed Time Meter Displays the total run Ɵme of the pump.  The display is in hundredths of an hour  and will display over 40 million hours.  These can be reset in the ETM & Counter  Reset screen in the DiagnosƟcs Menu.  Start Counter  Displays the total number of pump starts.  This counter can count to over 32,000  starts.  These can be reset in the ETM & Counter Reset screen in the DiagnosƟcs  Menu.  Alarm Indicators ‐ Status indicators monitor the pump condiƟons for any alarm that the pump is configured for.   System Problem  Shows Orange indicator when any abnormal condiƟon exists in the system.  It is  shown on the Pump Dashboard page to alert the user that a system problem ex‐ ists that may be prevenƟng the pump from running.  Pump Starter Failure A “watchdog” Ɵmer monitors the pump starter and requires a signal feedback  prior to the Ɵmer elapsing to prove the starter has responded to a call request.  VFD/MV/RVSS Fault  A fault in the VFD or in VFD communicaƟon.  This alarm is replaced with a MO‐ TOR Vision Fault alarm in MOTOR Vision systems, and RVSS Fault alarm in RVSS  systems.  High Motor Temp Indicates a high motor temperature condiƟon wired to a hardware input.  Moisture In Motor Indicates a seal failure condiƟon wired to a hardware input.  96 Level Control  31 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com      PUMP DASHBOARDS  Manual Speed  Seƫng  “SoŌ HOA Switch  “SoŌ HOA BuƩons  Increment &  Decrement  Starter  Status  “SoŌ HOA”  BuƩons ‐ Touch these buƩons to change the status of the “soŌ” HOA switch.  The “soŌ” HOA is in the  PUMP Vision to allow remote control of the pumps when the controller is wired through a network or wireless  connecƟon.   HAND  Seƫng the switch to hand runs the pump as long as there are no shutdown condiƟons.   OFF Seƫng the switch to off puts the pump into the out‐of‐service condiƟon.  “SoŌ HOA”  Switch ‐  A virtual three posiƟon switch allows the user to see whether the soŌ HOA is set to HAND,  OFF, or AUTO.  The switch is only operaƟonal when the HOA—AUTO input of the PV1200 is high.  When the  HOA—AUTO input is off, the switch image turns BLUE* to indicate that the pumps hardwired HOA is in the OFF  posiƟon the pump is out‐of‐service.  In the event that the HOA—AUTO input is off and the RUN input is high, the  PV1200 assumes that the pump starter is geƫng a remote run command and the switch image turns ORANGE*.  *The colors that the “soŌ” HOA switch turn are the default Pump Status BuƩon colors.  The colors can be  “remapped” by the user to other color themes in the PV1200 OpƟon ConfiguraƟon screen in the Level 3 configu‐ raƟon mode.  Manual Speed Seƫng ‐ Displays the current VFD speed in terms of percentage. The speed can also be directly ad‐ justed by touching the manual speed display and then entering the desired set point on the keypad screen.   Increment ‐ This buƩon gradually increases the VFD manual speed.    Decrement ‐ This buƩon gradually decreases the VFD manual speed.  Starter Status ‐ In VFD or MOTOR Vision configured systems, the status of the Modbus communicaƟon to the start‐ er is monitored and displayed here.     VFD/RVSS Fault Log/MOTOR Vision Dashboard— In VFD, RVSS, or MOTOR Vision configured systems, this buƩon  gives access to either the VFD or RVSS Fault Log in VFD or RVSS systems, or the MOTOR Vision Dashboard in MO‐ TOR Vision configured systems.     Note: Touching an Increment/Decrement  buƩon changes the value by 0.1%. Touch and  hold to auto‐increment the set point.  VFD/RVSS  Fault Log/  MVision   Dashboard  97 Level Control  32 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     VFD Gauges  Fault Status     VFD Gauges ‐ Analog gauges with digital readings below show important motor informaƟon.  Some gauges are not  visible when the VFD that is connected does not support the funcƟon.  KilowaƩs  The gauge displays the kilowaƩs being consumed and the digital display  shows the total kWh (mWh) hours  consumed (if available from starter or  VFD).  VFD Speed Command  Displays the current VFD Speed Reference sent from the PV1200 in percent‐ age (0‐100%).  VFD Output Frequency  Displays the current VFD output frequency in hertz (0‐60 Hz).  Motor Current  Displays the motor current draw in Amps.    VFD Fault Status  Displays the current VFD status or fault.  Touch the buƩon to go to the VFD fault log.  The VFD  Fault Log displays the last 250 VFD fault condiƟons.  This feature is currently only available on the Schneider and  ABB drives.   PUMP DASHBOARDS  VFD Systems  98 Level Control  33 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com      PUMP DASHBOARDS  MOTOR Vision Systems  MV Status   MOTOR Vision  Dashboard  Overview  The PV1200 con be connected to the Insight “smart” motor overload relay from Eaton CorporaƟon, or the Tesys  U‐Line “smart” motor starter from Schneider Electric.  These overload relays connect to the PV1200 by Modbus  and provide much informaƟon about the operaƟng condiƟons of the motor.  In addiƟon to the features common  to all Pump Dashboards, the MOTOR Vision dashboard includes:  MV Status ‐ The MOTOR Vision status indicator confirms that the MOTOR Vision starter is connected and will indi‐ cate WARNING or TRIPPED if there is a MOTOR Vision fault.  MOTOR Vision Dashboard ‐ Touch the message here to access the MOTOR Vision Dashboard .  MOTOR Vision—Insight Gauges  KilowaƩs  The gauge displays the kilowaƩs being consumed   Voltage  Displays the supply average voltage.  Frequency  Displays the supply frequency in hertz (0‐60 Hz).  Motor Current  Displays the motor current draw in Amps.  U‐Line Gauges  Thermal Load  Displays the motor thermal load as a percentage of the overload set point.  Motor Current  Displays the motor current draw in Amps.  Gauges  99 Level Control  34 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com             The trend screen charts the sump/tank level and VFD speed, or sump/tank level and number of pumps running in  non‐VFD systems.  Main Trend Graph  The main trend graph has two possible “pens”.  Red pen = main sensor  Yellow pen = VFD % speed, or number of pumps running in non‐VFD systems  Change Pen Focus ‐ To change the “focus” of the graph so that the scale of a different pen is shown, touch the  graph to toggle through the choices.  Graph Scale ‐ Each pen has its own scale. The scale for each pump is user adjustable by touching the scale’s max.   Number and entering a new value.  Mode SelecƟon ‐ Touch this buƩon to toggle between Run and History mode.   Run ‐ the graph shows current Ɵme for the past minute (approximately).   History ‐ the graph can be scrolled using the forward and backward buƩons.  Grid Lines ‐ Touch the G buƩon to add graph lines to the display.  Touch again to hide the lines.  Flow  ‐ Touch this buƩon to access the flow trend chart when flow monitoring and logging are enabled.   Historical Trend ‐ Touch this buƩon  to access the historical trend chart when SD Card data logging is enabled.  The  buƩon does not appear if there is no SD Card installed.  Mode SelecƟon  Grid Lines  Graph Scale  Return  Change Pen Focus   MAIN TREND SCREEN  Historical   Trend  100 Level Control  35 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Chart Name  When an SD card is install in the PV1200 and Trending is enabled in the SD Memory Card Data Logging setup  screen, the main trend chart is recorded onto the SD Card.  The PV1200 automaƟcally creates a new trend data  file each month.  A maximum of 63 months of data can be stored on one card before files must be deleted or a  new card installed.  Within each data file are “segments”.  At least one segment exists in each file and a new seg‐ ment is created within the month’s file each Ɵme the PV1200 is power cycled.    Tip: To maintain single segment charts within each file, install a UPS to the PV1200 power supply to prevent pow‐ er cycling the controller.  The files can be displayed on the PV1200 screen, or they can be downloaded or copied from the SD card to a PC  and reviewed using the SD Card Manager soŌware.  When the screen above is accessed from the Main Trend  screen, the most current month’s data file is iniƟally displayed.  Depending on the length of the first segment, it  may take some Ɵme (up to a couple of minutes) to load the data for display.  Once the data is displayed it can be  scrolled though to review trends.  If mulƟple segments exist within the month’s data file, they can each be  viewed by scrolling through the segments.  The historical trend graph has three possible “pens”.  Red pen = main sensor  Yellow pen = VFD % speed, or number of pumps running in non‐VFD systems  Green pen = sucƟon level or pressure  Chart Name   Displayed File‐ Displays the month and year of the chart being displayed .  Displayed File  Grids Lines   HISTORICAL TREND SCREEN  SD Memory Card  101 Level Control  36 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Scroll Bar  File Name ‐ This is the name of the file as stored on the SD memory card.  Scroll Bar ‐ The scroll bar controls where in the graph segment is being displayed.  The graph can be scrolled by the  page by touching the arrow buƩon at either end, or “dragging” the handle and sliding it to a point elsewhere in  the chart.  Segment No. ‐ Shows the segment number currently being displayed.  Back ‐ Touch this buƩon to view to the previous month’s file. If no file exists for the month being request, ‘FILES  DOES NOT EXIST IS DISPLAYED’.  Forward ‐ Touch this buƩon to view to the following month’s file. If no file exists for the month being request,  ‘FILES DOES NOT EXIST IS DISPLAYED’.  Most Recent ‐ Touch this buƩon to advance to the most recently month’s file.  Seg. Back ‐ Touch this buƩon to return to the previous segment in the month.  Seg. Forward ‐ Touch this buƩon to advance to the next segment in the month.  Each segment must load in turn  and each may take some seconds to load.  File Status ‐ Shows LOADING when a data file segment is in the process of being read to the screen and END OF FILE  when the last segment in the file is being displayed.      Back Most  Recent  Forward Seg.  Back  Seg.  Forward  Segment No.  File Name File Status   HISTORICAL TREND SCREEN  SD Memory Card  102 Level Control  37 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  By touching the Alarm Log label on the main screen, the user can access the Alarm Log screen, that displays the  alarm condiƟons with date and Ɵme of occurrence.  This log saves the past 1,000 alarm condiƟons.  Last Entry ‐ Touch this buƩon to return to the most recent alarms aŌer scrolling.  Page Up ‐ Touch this buƩon to move up a page in the alarm history.  Line Up ‐ Touch this buƩon to scroll up one line in the alarm history.  Line Down ‐ Touch this buƩon to scroll down one line in the alarm history.  Page Down ‐ Touch this buƩon to move down a page in the alarm history.  Return ‐ Touch this buƩon to return to the Main Screen.  Clear Log ‐ Touch this buƩon to clear the Alarm Log.  A password screen will pop up that requires the entry of the  clear log password, 1234.  AcƟve Faults ‐ The Number of acƟve faults is displayed here.  Touch this buƩon to access the Alarm Handler.    Run Log  ‐ Touch this buƩon to access the pump run Ɵme log.  Flow Log ‐ Touch this buƩon to access the flow logs (if flow monitoring and logging is enabled).   Run Log Return  Line Down  Last Entry  Page Down  Line Up  Page Up   ALARM LOG  Clear Log  Flow Log  AcƟve Faults  103 Level Control  38 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The Pump Run Log records the past 500 pump run events.  It is accessed from the Pump Control screen.  The  Pump Called, Date, Start/End Ɵmes and DuraƟon are stored each Ɵme a pump is run.  Last Entry ‐ Touch this buƩon to return to the most Run history aŌer scrolling.  Page Up ‐ Touch this buƩon to move up a page in the run history.  Line Up ‐ Touch this buƩon to scroll up one line in the run history.  Line Down ‐ Touch this buƩon to scroll down one line in the run history.  Page Down ‐ Touch this buƩon to move down a page in the run history.  Return ‐ Touch this buƩon to return to the previous screen.  Clear Log ‐ Touch this buƩon to clear the Run log.  A password screen will pop up that requires the entry of the  clear log password, 1234.  Run Log  ‐ Touch this buƩon to access the pump run Ɵme log.  Flow Log ‐ Touch this buƩon to access the flow logs (if flow monitoring and logging is enabled).   Alarm  Log Return  Line Down  Last Entry  Page Down  Line Up  Page Up   RUN LOG  Flow Log  Clear Log  104 Level Control  39 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  There is a separate fault log for each of the VFDs, accessed from the Pump Control screen when the system is in  the VFD mode (when communicaƟng with the PV1200 through Modbus). The VFD logs save the last 250 fault  condiƟons.  Last Entry ‐ Touch this buƩon to return to the most recent fault aŌer scrolling.  Page Up ‐ Touch this buƩon to move up a page in the fault history.  Line Up ‐ Touch this buƩon to scroll up one line in the fault history.  Line Down ‐ Touch this buƩon to scroll down one line in the fault history.  Page Down ‐ Touch this buƩon to move down a page in the fault history.  Return ‐ Touch this buƩon to return to the Pump Screen.  Clear Log ‐ Touch this buƩon to clear the fault log.  A password screen will pop up that requires the entry of the  clear log password, 1234.  Return  Line Down  Last Entry  Page Down  Line Up  Page Up   VFD FAULT LOG  Clear Log  105 Level Control  40 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  In the event of an alarm condiƟon, at least two indicaƟons will appear on the main screen.  Alarm Message Bar ‐ The alarm message bar will display the alarm that has occurred.  In the event of mulƟple  alarms being triggered, the latest alarm will be displayed.  Touching the alarm message bar will scroll through the  alarm messages.  Alarm Handler ‐ The Alarm Handler will appear showing the number of acƟve alarms.  Touching the Alarm Handler  buƩon will take the user to the Alarm Handler screen.  Once the alarms are no longer acƟve, the Alarm Handler  will display FAULTS NEED ACK (acknowledgment).  Once the user has acknowledged the alarms the Alarm Han‐ dler will disappear.    Message Bar  ALARM HANDLER  Alarm  Handler  106 Level Control  41 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Return  Reset  ALARM HANDLER  Overview  The Alarm Handler is a series of screens that provides access to acƟve and non‐acknowledged alarm condiƟons.   The handler displays informaƟon about each alarm condiƟon.  This is the first screen that appears when entering the Alarm Handler.  It displays the number of alarms that have  occurred within the two alarm groups (System Alarms and OpƟon Alarms).    Return ‐ Touch this buƩon to return to the previous screen.  Reset ‐ Touch this buƩon to acknowledge and clear all non‐acƟve alarms within the alarm group.  Note: Once the  reset buƩon has been touched, details regarding the alarm condiƟon are erased from the Alarm Handler.  The  alarm record will sƟll exist in the alarm log and data logs.  Details ‐ Touch the Details buƩon for the group to be viewed.  This accesses the next screen in the Alarm Handler  that shows which alarms have occurred within the group.  Group Count ‐ Indicates the number of alarms that have occurred within each alarm group.  Group Count  Details  107 Level Control  42 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Details  Overview  The second level of the Alarm Handler is list of all alarm condiƟons that are either sƟll acƟve, or are inacƟve but  have not been acknowledged by the operator.  Once an alarm is no longer acƟve and it has been acknowledged,  it is removed from the list.  Date & Time ‐ This shows the date and Ɵme the alarm condiƟon occurred.  Details—“Magnifying Glass” ‐ Touch this to go to the next level screen.  Each alarm condiƟon has one of these  buƩons to give access to the specific informaƟon on the alarm status and condiƟon.  Acknowledged ‐ This shows whether or not the alarm has been acknowledged in the Alarm Details screen.  Alarm Name ‐ This shows the alarm condiƟon.  Refresh ‐ Touch this buƩon to refresh the list.  Refresh ‐ Touch this buƩon to clear all inacƟve alarms from the list.  Return ‐ Touch this  buƩon to return to the previous screen.      Return  ALARM HANDLER  Date & Time  Alarm Name  Alarm AcƟve  Acknowledged  Refresh  108 Level Control  43 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Acknowledge  Overview  The third level of the Alarm Handler is detailed informaƟon about the specific alarm condiƟon.  Alarm Name ‐ This shows what the alarm condiƟon is.  Alarm Time and Date ‐ This shows the latest Ɵme the alarm condiƟon occurred.  Count ‐ This shows how many Ɵmes the alarm condiƟon has occurred.  Status ‐ This shows if the alarm is acƟve or not.  Acknowledge ‐ Touch the “Ack” buƩon to acknowledge this alarm.    Scroll ‐ Touch the scroll buƩons to scroll through the other uncleared alarms.  Return to Previous Status  Count  ALARM HANDLER  Scroll  BuƩons  Name  Date & Time  109 Level Control  44 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Accessing the Setup Menu requires that a password be entered.  Touch the LEVEL 1, LEVEL 2, or LEVEL 3 buƩon  and the password entry keypad will appear.  Enter the password to proceed.  Three levels of access are provided so that the higher level configuraƟon funcƟons can be protected.   Level 1 ‐ Access to all set points, Ɵmers, alternaƟon, and other operaƟonal seƫngs   Level 2 ‐ All Level 1 funcƟons, plus email address and alarm configuraƟon   Level 3 ‐ Access to all funcƟons including top level configuraƟon    Change the Passwords ‐ The Level 3 password must be entered to access the change screen.  Once the correct  password is entered, the screen below appears and new passwords can be entered for all three levels.  The pass‐ word must be numeric only and can be up to 9 characters long.  Level 3 ConfiguraƟon Access  Level 2 ConfiguraƟon Access  Level 1 ConfiguraƟon Access  Level 3 Default Password is 3070  Level 2 Default Password is 8144  Level 1 Default Password is 9876  FACTORY DEFAULTS  NOTE:  make note of all passwords if changed.  If the Level 3 password is lost, the controller must be factory ini‐ Ɵalized to restore access to the system.  CONFIGURATION ACCESS  110 Level Control  45 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     The data entry screen will pop up whenever any set point or data entry field is touched.  The screen is intuiƟve.   Touch the number buƩons to enter a value, touch the enter buƩon to accept the new value.  Touch the Esc  buƩon to leave the data entry screen.  Data Entry / Password Entry  Setup Menu Level 1  Setup Menu Level 3  Once the correct password is entered for the level selected, the SETUP MENU appears.  Depending on the access  level, some menu opƟons may be grayed out, prevenƟng access to that area of system setup.  CONFIGURATION  MENUS  111 Level Control  46 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The Set points & Sequencing menu displays the following opƟons in all system configuraƟon   MENU ITEM ACCESS FUNCTION  START/STOP SET POINTS 1 Pump start and stop set points for lead  and lag pumps  ALTERNATION 1  Pump sequencing control  Not visible on simplex systems  PID SETTINGS 2  Adjust the VFD speed control loop  Only visible on PID configured systems  VFD SPEED 1  Set the minimum and maximum VFD  speeds for AUTO and MANUAL mode  Only visible on VFD configured systems   SET POINTS AND SEQUENCING  Menu  112 Level Control  47 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The pump start and stop set points can be entered on the Systems Seƫngs screen, as well as on the Setup screen  accessed from the Main Dashboard.  It is important to consider all of the system needs when setting the pump start and stop set points.  Factors may  include:  •Minimum water level to protect submersible pumps.  •Keep a minimum distance between lead pump start and pumps stop to prevent “short cycling” of the  pumps.  •Keep sufficient distance between lead pump start and lag pumps start set points to prevent starting lag  pumps needlessly.  •In tank fill applications, stop set point must be set to prevent overfilling the vessel.  Stop Set Point Start Set Points  Start Set Points ‐ Enter the start set points here.    Stop Set Point (or Points) ‐ Enter the pumps stop set point here.    For multiple stop set points, set the Stop Mode to MULTI‐POINT.  Stop Mode Selector ‐ Touch the switch to toggle between single  or multi‐point stop mode.  In multi‐point mode, there is a sepa‐ rate stop set point for each pump in the sequence.   SET POINTS AND SEQUENCING  Start and Stop Set Points  Stop Mode  Selector  113 Level Control  48 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  Stop Mode ConfiguraƟon  When the mode is set to single point, the start/stop set points screen has only one stop set point and all running  pumps stay on unƟl they reach that set point.  When the mode is set to mulƟ point, the start/stop set points screen has a stop set point for each pump, so each  pump stops at its own set point.  Toggle Stop Mode ‐ Touch here to select between single‐point or mulƟ‐point stop mode.  Single stop set point MulƟple stop set points   SET POINTS AND SEQUENCING  Stop Mode  Stop Mode  Selector  114 Level Control  49 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The pump start and stop set points can be entered on the Systems Seƫngs screen, as well as on the Setup screen  accessed from the Main Dashboard.  In the VFD PID mode, the PV1200 will modulate the speed of the VFDs to maintain a target level.  Whether the  pump will start and stop with the set points depends on where the VFD minimum speed seƫng puts the pump on  the curve and the rate of flow in and out of the vessel.  Start Set Points ‐ Enter the start set points here.  Stop Set Point ‐ Enter the pumps stop set point here.  Target Level/Flow Set Point ‐ Enter the level or flow that the system is to maintain here.    Lag Pump Staging ‐ VFD PID Mode  As the water level rises (or falls in a tank fill application) the speed of the pump increases to maintain a constant  level and if the speed rises above a set point that is user set near the top of the pump curve, another pump is  staged on.  When the VFD speed drops below a set point that is user set near the low end of the pump curve, a  pump is stopped.  In the Constant Flow mode, the lag pumps are staged on in the same manner as in the Constant Level mode.  Start Speed ‐ Touch here to enter the speed above the VFD set point at which the lag pumps will sequence on.  Stop Speed ‐ Touch here to enter the speed below the VFD set point at which the lag pumps will sequence off.  Start Set Point Stop Set Point  Target Level/Flow  Set Point  Start Speed  Stop Speed   SET POINTS AND SEQUENCING  Start/Stop Set Points ‐ VFD PID Mode  115 Level Control  50 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Maximum Speed ‐ The top speed that the VFDs will run in automaƟc mode.  Values are entered in percent of 60Hz.   The maximum speed can be set up to 150%, but extreme care must be given in over‐revving the pumps.  Minimum Speed ‐ The lowest speed that the VFDs will run in automaƟc mode.  Values are entered in percent of  60Hz.  The minimum speed set point must be lower than the lag stop set point, or else the lag pumps cannot de‐ stage.  Maximum Manual Speed ‐ The top speed the operator can run the VFD in Hand mode.  Values are entered in per‐ cent of 60Hz.  Prevents over‐pressure.  This set point should be determined by running one pump in hand mode  during typical flow and adjusƟng the VFD speed for demand.  Maximum   Speed   SET POINTS AND SEQUENCING  VFD Speed Limits  Minimum   Speed  Maximum  Manual Speed  116 Level Control  51 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The PV1200 uses an algorithm that samples the level (or flow) on a preset Ɵme interval to determine deviaƟon  from set point.  Based on the deviaƟon from set point, the controller will make an adjustment to the VFD that is  proporƟonal to the deviaƟon.  In the Constant Level Mode, the adjustment will be up (faster speed) when the level is too high, or down (slower  speed) when the level is too low. This mode can be reversed for tank fill applicaƟons.    In the Constant Flow Mode, the adjustment will be up (faster speed) when the flow is too low, or down (slower  speed) when the flow is too high. This mode is only available for sump applicaƟons.    The amount of change can be limited with the trim seƫngs.  Sample Time ‐ Select here to modify the Sample Timer frequency.  Sample Ɵme is the frequency at which the level  or flow will be checked.  This Ɵme seƫng is dependent on the size of the sump or tank being pumped and the  size of the pumps.  For systems with a small sump or tank, and with larger pumps relaƟve to tank size, the controller needs to be  faster acƟng.  Lower the Ɵme interval to perhaps 5 seconds or less to achieve a smooth reacƟon to the changes in  flow condiƟons. On a large system, where it takes more Ɵme for the pump speed to have influence on the level  or flow,  increase the Ɵme to 30 seconds or more.  When changes are made to the Ɵme interval, an offseƫng  adjustment is usually needed to the proporƟon seƫng.  As the sample cycle Ɵme interval is shortened, the proporƟon of change to the VFD speed for each 0.1 Ō. of level  change will need to be reduced so that there aren’t rapid large changes to the VFD speed.  Rapid small changes to  the drive speed provide a smoother reacƟon.  Conversely, when the sample Ɵmer is set slower, a larger propor‐ Ɵon of VFD speed for each 0.1 Ō. of level is needed.  In Constant Flow Mode, the PID works in the same manner as the Constant Level Mode.  The difference is the  proporƟon of change is 1.0%:1 GPM    Sample Time   SET POINTS AND SEQUENCING  PID Seƫngs ‐ VFD PID Mode  117 Level Control  52 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Start Delay ‐ Select here to modify the Start Delay Timer.  It is important to delay the start of the PID funcƟon unƟl  the VFD has ramped up to the minimum speed set point since that is the beginning of the pump curve and the  flow rated needs to be tested before ramping higher on the pump curve.  On VFD Modbus systems, the controller knows when the VFD has reached minimum speed set point.  On VFD  hardwired systems, it doesn’t have that feedback.  The delay Ɵme should be as long as it takes to get the drive to minimum speed.  For example, if the minimum  speed is 60% and the VFD acceleraƟon Ɵme is 5 seconds* to 100%, the PID delay Ɵmer should be 3 seconds.  *the recommended seƫng to properly respond to the PV1200  ProporƟon ‐ Enter the proporƟon of VFD speed change % to each 0.1 Ō. of level deviaƟon.  This seƫng is default  and gives a 1% change in VFD speed for each 0.1 feet of level.  Trim Up ‐ The upper limit of VFD speed change with each sample cycle in percent.  Trim Down ‐ The lower limit of VFD speed change with each sample cycle in percent.  The trim is used to limit the VFD speed change with each sample Ɵme, which can help control the VFD from mak‐ ing too radical a speed change if the deviaƟon is great.  The default is 6.0 Up and ‐6.0 Down.  These can be indi‐ vidually set as some systems may be more reacƟve in one direcƟon than the other.   SET POINTS AND SEQUENCING  PID Seƫngs ‐ VFD PID Mode  Start Delay  ProporƟon  Trim Down Trim Up  118 Level Control  53 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     The pump alternator automaƟcally sets the pump lead based on the alternaƟon parameters set within this menu.  Pump alternaƟon allows the PV1200 to balance usage between pumps by changing the leads on a Ɵmed or cyclic  interval.    AlternaƟon Status ‐ Indicates the current posiƟon/lead pump of the alternator.  Mode SelecƟon ‐ Touch this knob to rotate through the possible alternaƟon modes.    AutomaƟc ‐ Change of lead duty aŌer each pump cycle   Time clock ‐ Change of lead duty only by clock interval.  Up to 99 days at specific Ɵme of day.   Least Hours ‐ Lead is pump with least total run hours   Pump 1 ‐ Pump 1 is always the lead pump   Pump 2 ‐ Pump 2 is always the lead pump     Pump 3 ‐ Pump 3 is always the lead pump     Pump 4 ‐ Pump 4 is always the lead pump  Step BuƩon ‐ The lead pump can be manually stepped to the next pump in sequence by touching the step buƩon.   Note that this can be done while the pumps are running and will occur instantly.  AlternaƟon Time ‐ Indicates the Ɵme of day (24 hour) that the system will alternate (on the day interval) when in  Ɵme clock alternaƟon mode.  Touch here to change the alternaƟon Ɵme.  Interval ‐ Touch here to change the interval period between pump alternaƟon. The interval can be up to 99 days.  Unlock Screen ‐ The set points are read only unƟl the unlock buƩon is touched and the level 1 password is entered  to the password keypad.  The screen locked indicator will change to screen unlocked.  AlternaƟon Time  AlternaƟon Status  Step BuƩon  AlternaƟon  Mode Selector  Unlock Screen   SET POINTS AND SEQUENCING  AlternaƟon  AlternaƟon  Interval  119 Level Control  54 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     The Timers menu displays the following opƟons in all system configuraƟons.  This menu can be access either from  the Main display, or the Main ConfiguraƟon Menu.  MENU ITEM ACCESS LEVEL FUNCTION  START DELAY 1 “Stagger starts” the pumps  PUMP DOWN 1 Periodically extends a pump cycle to the low level  set point to help clear sump debris  EXERCISE 1 Periodically runs the pumps to keep them from seiz‐ ing during too long of an idle period  MAXIMUM RUN 1  Sets a maximum amount of Ɵme a pump can run in  a given cycle  The pumps can restart if demand requires  FLUSH 1  Runs the VFDs a 100% speed at the end of a pump‐ ing cycle, for a set period of Ɵme, to help clear the  discharge pipe.  Disabled in non VFD systems  TIME CLOCK 1/3  Allow pump operaƟon during specific periods of  Ɵme during the day  Must be enabled in Level 3 OpƟons Setup  BUBBLER PURGE 1 Cycle Ɵmer for a bubbler purge solenoid.  Must be enabled in Level Sensor setup.  MAINTENANCE TIMER 1 Monitors pump run Ɵme and issues alert when  maintenance period is exceeded.  TIMERS MENU  120 Level Control  55 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The purpose of the maximum run Ɵmer is to prevent a pump from running too long in the event that the normal  pump shutdown triggers don’t occur.  If the Ɵmer funcƟon is enabled, the Ɵmer begins when the pump starts.  If  the Ɵmer expires, the pump stops.  If the pump call condiƟon is sƟll present, the pump will restart.  When a Ɵmer  expires, pumps downstream in the sequence will stop as well.  This screen allows the user to configure the maxi‐ mum run Ɵmers individually for up to 4 pumps.  Enable/Disable ‐ Touch these switches to toggle between ‘ENABLED’ and ‘DISABLED’.   Most systems do not need  this funcƟon.  Time Remaining ‐ Remaining Ɵme these are red when currently acƟve.  Maximum Run Timer ‐ The maximum amount of Ɵme that the pump is allowed to run.  This feature can be enabled  or disabled.  Unlock Screen ‐ The set points are read only unƟl the unlock buƩon is touched and the Level 1 password is entered  to the password keypad.  The screen locked indicator will change to screen unlocked.  Enable/Disable Time Remaining  Maximum Run  TIMERS  Maximum Run  Unlock Screen  121 Level Control  56 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview   This screen allows the user to configure the maximum run Ɵmers individually for up to 4 pumps.  Start Delay Timer ‐ The primary purpose of the Start Delay is to stagger the start of all pumps when power is re‐ stored aŌer a power failure.  This staggered start prevents power surge and voltage drop on the uƟlity system  and is especially important when the system is operaƟng on an emergency power generator.  The lead pump start will be delayed unƟl the controller is finished with its power on self‐test, and then each sub‐ sequent pump is delayed by the amount of Ɵme set on the start delay Ɵmer.  The recommended delay Ɵme is 3  seconds.  When operaƟng in the VFD‐PID mode on 3 and 4 pump systems, it is important to increase to Ɵme to at least 20  seconds.  The reasons is that lag pumps are sequenced on when the pump or pumps that are running reach a  determined speed (set as the lag pump start speed).  In VFD systems with more than two pumps, if the Ɵme delay  is too short, the lag pump that is called to start will not have enough Ɵme to ramp up to the current VFD speed  command and have an impact on the PID funcƟon in Ɵme to prevent the next lag pump from starƟng.  It may  take some experimentaƟon to determine the best delay Ɵme in these systems as there are several factors that  come into play.  It is recommended that the Ɵme be set to the minimum possible without causing all pumps to  sequence on unnecessarily.  The set points are provided only for the pumps configured in the system.  Each Ɵmer starts when the previous  expires.  They are read‐only unƟl the modify buƩon is touched and the Level 1 password is entered to the pass‐ word keypad.  Lead Start Delay  1st Lag Start Delay  2nd Lag Start Delay  3rd Lag Start Delay  Unlock Screen  TIMERS  Start Delay  122 Level Control  57 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The purpose of the exercise timer is to prevent a pump from sitting idle too long and rusting up.  This is a useful  function when a system sits idle for periods of time in areas where corrosion is a problem.  The set points are  read only until the UNLOCK button is touched and the Level 1 password is entered to the password keypad.  The  screen locked indicator will change to screen unlocked.  Exercise Run Timer ‐ The maximum amount of Ɵme that the pump is allowed to run.  This feature can be enabled or  disabled.  Time of Day ‐ Time of day that the exercise function will run.  24 hr format.  Pump Enable/Disable ‐ Touching these switches toggles between ‘enabled’ and ‘disabled’.    Days Remaining ‐ The number of days remaining.  When the number is 0, the pumps will run when the current  time matches the time of day set point.  Cycle Timer ‐ This is the time interval between each exercise run cycle with maximum interval of 999 days.  Duration timer ‐ This is the length of time that the pump runs with a maximum run time of 99 minutes, 59 seconds.  Unlock Screen ‐ The set points are read only unƟl the unlock buƩon is touched and the Level 1 password is entered  to the password keypad.  The screen locked indicator will change to screen unlocked.  Enable  Time of Day  Days Remaining  DuraƟon Timer  Unlock Screen  TIMERS  Exercise  123 Level Control  58 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     TIMERS  Time Clock  Start Time  Overview  The funcƟon of the Ɵme clock is to setup specific Ɵme periods that the pumps can run.  The clock is “7 day”, so a  different Ɵme period can be established for each day of the week.  Any day of the week can be excluded from the  run program as well.  Note:  the pump Ɵme clock funcƟon must first be enabled in the System OpƟons configura‐ Ɵon.  Current Time and Date ‐ The Ɵme PV1200 internal Ɵme clock.  Time Clock Status ‐ The Indicator lights when the Time Clock “output contact” is closed.   Day Status ‐ The contact graphic “closes” to show if any Ɵme period is acƟve.   Start Time ‐ The Ɵme of day (24 hour clock) that the pumps allowed to run.  End Time ‐ The Ɵme of day (24 hour clock) that the pumps are shutdown.  Enable/Disable ‐ Touching these switches to toggle between ‘YES’ and ‘NO’, enabling or disabling the run Ɵme for  that day.  Each day of the week is individually controlled.  Unlock Screen ‐ The set points are read only unƟl the UNLOCK buƩon is touched and the Level 1 password is en‐ tered to the password keypad.  The screen locked indicator will change to screen unlocked.  Example  Above‐ Two start and stop Ɵmes are provided for each day, primarily to provide a way to have one run  period that spans midnight, in addiƟon to giving two separate run periods during the day.  The example shows  how to set up an overnight run period and daily dual run periods.   In the example, the pumps run twice each  Tuesday, Thursday and Friday from 0600 to 0900 and from 1500 to 2100.  On Saturday and Sunday nights, the  pumps run overnight from 2100, unƟl 0500 the next day.  Monday is sƟll running from Sunday night unƟl 0500,  Enable/Disable  Day Status   Unlock Screen  Start Time  Current  Time and Date  Time Clock  Status  124 Level Control  59 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  VFD Flush Timers ‐ This funcƟon is especially useful in proporƟon mode VFD systems where the pumps are running  very slowly as they reach the stop set point and are not ejecƟng sewage well.  With this funcƟon enabled, the pumps run at the VFD maximum speed for the amount of Ɵme preset into the  flush duraƟon Ɵmer.  This process tends to flush the discharge pipes out and prevent problems with valves near  the pumps.  It is important to do a Ɵmed draw down test to ensure sufficient liquid will remain in the sump and set the pump  stop set points and duraƟon Ɵmer accordingly.  Enable/Disable ‐ Touching this switch to toggle between ‘ENABLED and ‘DISABLED.  Preset Values ‐ Enter the duraƟon of the flush Ɵme.  Unlock Screen ‐ The set points are read only unƟl the unlock buƩon is touched and the Level 1 password is entered  to the password keypad.  The screen locked indicator will change to screen unlocked.  Enable/Disable DuraƟon Timer  Unlock Screen  TIMERS  VFD Flush  125 Level Control  60 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  Pump Down Timers  This funcƟon can assist is clearing buildup of solids in sump pump systems by drawing down the water level to a  lower than normal set point.  When enabled, this funcƟon will start the lead pump, regardless of the level, and  run the pump to the low level set point.  The user can set the number of days between the pump down cycles  and the Ɵme of day for the pump down funcƟon to occur.  The low level alarm is disabled during the operaƟon of this funcƟon.  Preset Values ‐ Enter the Ɵme of day and the number of days between pump down cycles.  Enable/Disable ‐ Touch this switch to toggle between ‘ENABLED’ and ‘DISABLED’.  Countdown ‐ Number of days unƟl next pump down cycle.  Unlock Screen ‐ The set points are read only unƟl the unlock buƩon is touched and the Level 1 password is entered  to the password keypad.  The screen locked indicator will change to screen unlocked.  Preset Values  Enable/Disable  Countdown  Unlock Screen  TIMERS  Pump Down  126 Level Control  61 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  This funcƟon provides control of a purge solenoid valve in a bubbler or trapped air type level sensing system.  The   solenoid opens to allow air into the sensing tube to help keep it clear of debris and recharge the air in the event  of leak.  Enable/Disable ‐ Touch this switch to toggle between ‘ENABLED’ and ‘DISABLED’.  DuraƟon ‐ Enter the number of seconds that the solenoid will be open.  Interval ‐ Enter the number of hours and minutes, up to 99:59, between each purge cycle.  Purge Status Nameplate ‐ The phase of the purge cycle is displayed here.  When the interval Ɵmer expires, a two  second Ɵmer begin to give the system Ɵme to stabilize the level sensor signal before it potenƟally is exposed to  higher than normal pressures.  Then the solenoid opens and the duraƟon Ɵmer begins.  When the duraƟon Ɵmer  is finished, the solenoid closes and a ten second Ɵmer begins Ɵming to allow Ɵme for excess air pressure to bleed  out of the sensor tube.  Then the purge cycle is finished and the interval Ɵmer begins again.  Indicator ‐ Lights when the purge cycle is acƟve.   Manual Purge Start ‐ Touch this buƩon to manually begin a purge cycle.  Unlock Screen ‐ The set points are read only unƟl the unlock buƩon is touched and the Level 1 password is entered  to the password keypad.  The screen locked indicator will change to screen unlocked.  Enable/Disable  Interval  Purge Status  Nameplate  Unlock Screen  TIMERS  Purge Solenoid  DuraƟon  Indictor  Manual   Purge Start  127 Level Control  62 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     The Alarms Menu accesses two groups of ten alarms each.  The Level 2 or Level 3 password is needed for the  buƩons to be visible.    MENU ITEM FUNCTION  HIGH LEVEL ALARM‐MAIN High level alarm signal from the main level sensor  Includes set point except in MulƟ‐segment sensor mode  LOW LEVEL ALARM‐MAIN Low level alarm signal from the main level sensor  Includes set point except in MulƟ‐segment sensor mode  TRANSDUCER FAILURE  FLOAT SWITCH FAILURE  Monitors the primary level sensor input for out of range condiƟon.  Transducer only visible in 4‐20 mA sensor mode  Float switch failure only visible in the Float switch mode  PUMP FAILURE No read back from starter during pump call  MOTOR Vision FAULT MOTOR Vision fault signal through Modbus  HIGH LEVEL ALARM– BACKUP High level backup float switch  LOW LEVEL ALARM –BACKUP Low level backup float switch  HIGH MOTOR TEMP Temperature switch in motor winding  MOISTURE IN MOTOR Moisture probe in motor housing  VFD FAULT Fault signal from VFD   Only visible in VFD configured systems   ALARM SETUP MENU  System Alarms  System Alarms  System Alarms  128 Level Control  63 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com      ALARM SETUP MENU  OpƟon Alarms  OpƟon Alarms  OpƟon Alarms  The System OpƟons Alarms Menu displays the following possible opƟons that are available only if the opƟonal  digital input expansion module is installed.  .  Except for the Control Power Failure alarm, which is connected to  Analog input 2 and always available, the alarm names are user definable, as are the input contact being Normally  Open or Normally Closed contact.     MENU ITEM ACCESS  LEVEL FUNCTION  CONTROL POWER FAILURE 2 Monitors analog input 2—see wiring schemaƟc  OPTION ALARM 1 2 Monitors digital input I32  OPTION ALARM 2 2 Monitors digital input I33  OPTION ALARM 3 2 Monitors digital input I34  OPTION ALARM 4 2 Monitors digital input I35  OPTION ALARM 5 2 Monitors digital input I36  OPTION ALARM 6 2 Monitors digital input I37  OPTION ALARM 7 2 Monitors digital input I45  Not available when mulƟ‐segment probe is installed  OPTION ALARM 8 2 Monitors digital input I46  Not available when mulƟ‐segment probe is installed  OPTION ALARM 9 2 Monitors digital input I47  Not available when mulƟ‐segment probe is installed  129 Level Control  64 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com      ALARM SETUP   Enable Alarms  Alarm Name  Enable  Alarm  System Alarms  Alarm ConfiguraƟon  The two Alarm ConfiguraƟon screens provide the ability to individually enable alarms and once enabled, config‐ ure the funcƟons of the alarm.    The first step to configuring the alarm is to enable it.  As shown in the images above, only alarms that are enabled  show the addiƟonal configuraƟon switches.    Alarm Name ‐ Name of the alarm funcƟon.  Only alarms that are possible by system configuraƟon are shown.   When the alarm is acƟve, the alarm name text will be red in color.  Enable Alarm ‐ Touch these switches to toggle between ‘ENABLED’ and ‘DISABLED’.  Setup OpƟon Alarms ‐ Touch this buƩon to access the OPTION NAME AND INPUT TYPE SETUP screen.  Each of the  9 opƟonal alarm channels can be user configured with custom name and choice of N.O. or N.C. input contact.  Note about alarm data logging:  All enabled alarms are logged into the Alarm Log, Alarm Handler, and Alarm Mes‐ sage Bar, regardless of other alarm seƫngs.  OpƟon Alarms  Setup OpƟon Alarms  130 Level Control  65 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Set Points   ALARM SETUP MENU  Alarm ConfiguraƟon  Will the alarm stop the pumps?  Manually or automaƟcally reset?  Will the alarm sound the horn?  Will the alarm turn on the alarm light?  If alarm light is yes, will it flash the light?  Will the alarm close the alarm contact?  Will this alarm be transmiƩed to email?  Time delay before alarm is triggered.  Alarm ConfiguraƟon  For each alarm that is enabled, the funcƟon of the alarm can be individually configured by touching the switches  to enable or disable an alarm funcƟon.   The simple table format gives a clear overview of which alarms will for  example stop the pumps or sound the horn.  Set Points ‐ Touch these buƩons to enter the set points for the alarm.  Set points will be visible for alarms that  have an analog signal comparator.  131 Level Control  66 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com      ALARM SETUP   OpƟon Alarm ConfiguraƟon   Overview  When the opƟonal digital input expansion module is aƩached, the PUMP Vision PV1200 controller includes nine  user definable alarm “channels” that monitor the inputs change in status to alarm, data log, and email condiƟons.   The condiƟons can be faults, or normal funcƟons that need to be monitored.    The logic is already in the PUMP Vision for all channels.  The user needs to provide 24 VDC to the proper input  and enable the alarm in each of the alarm channels to be used, then assign customized names of up to 20 charac‐ ters.  The input type must be set to match the resƟng state of the input contact, N.O. or N. C.   Once set up, all of the PUMP Vision funcƟons such as data logging, Alarm Handler, Alarm Message Bar, email  messages, and PV600 display screens will use the user defined name and alarm configuraƟon.   Enter Names‐ Touch these buttons to enter a user defined option alarm name of up to 20 characters for each alarm  channel that is enabled.  If the channel is disabled, the button will be ‘grayed out’.  The Control Power Failure alarm is permanently assigned to Option Alarm Channel 1.  No name change is possi‐ ble.  Set Contact Type ‐ Touch these switches to toggle between N.O. (Normally Open) and N.C. (Normally Closed) for  each alarm channel that is enabled.  If the channel is disabled, the button will be ‘grayed out’.  Channel and Input ‐ Shows which input terminals on the PUMP Vision expansion input module are associated with  each channel and alarm name.  Enter Names  Set Contact  Channel  And Input  132 Level Control  67 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The System ConfiguraƟon menu displays the following opƟons depending on system configuraƟons.    MENU ITEM ACCESS  LEVEL FUNCTION  NUMBER OF PUMPS 3 Select the number of pumps, the pump sequencing scheme.  STARTER OF VFD SELECTION 3 Select the starter or VFD type and type of communicaƟon to smart  starters and VFDs.  Also set the amp range for meter displays.  LEVEL SENSING 2 Setup the primary and secondary level sensors and enable the  FLOW METER 3 Setup a wired flow meter or calculated flow sump or tank size  SPECIAL OPTIONS 3 Access the Special OpƟons Menu  MOTOR Vision 2 Setup the starters with MOTOR Vision.  Only visible when MOTOR  Vision starters are selected.   OPERATING MODE 3 Select the direcƟon of operaƟon.  Also set the VFD mode of PID or  ProporƟonal, with level or flow modulaƟon.  SYSTEM CONFIGURATION  Menu  133 Level Control  68 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Number of Pumps  SYSTEM CONFIGURATION  Number of Pumps  Sequencing  Mode  Lead  Pair  Number of Pumps in this System ‐ Touch this button to scroll through the choices of one, two, three, or four pumps.   Once the number of pumps is selected, the screen throughout the controller are changed to reflect the number  of pumps configured in the system.  Sequencing Mode ‐ Full Seq.‐ Full alternation means that all of the pumps in the system are all available for normal  duty and alternate equally.  While the alternation cycle includes all of the pumps configured in the system,  pumps can still be staged as standby or slave in the sequence setup screen.  Sequencing Mode ‐ Jockey Pump ‐ Jockey pump systems typically have one small pump and one, two, or three main  (larger) pumps.  In this sequence, the small pump runs as constant lead and the main pump(s) are lag.  When the  jockey pump can’t keep up with flow, the lead main starts and the jockey stops.  The system de‐stages in the  same manner.  The main pumps alternate on triplex and quadruplex systems.  Peak Pump ‐ Peak Demand pump systems typically have two or three small pumps and one large pump.  In this se‐ quence, the small pumps run as either a duplex or triplex pump system with a large pump that is reserved as a  standby for very high demand flows such as a hundred year storm.  When the large pump starts, the smaller  pumps are all shut down after a 10 second time delay.  This mode is available in triplex or quadraplex systems.  In a two pump system, the Jockey Pump Mode provides  the same function as the Peak Pump mode.  Sequencing Mode ‐ Dual Duplex ‐ Only available on four pump systems, this sequence runs two pair of two pumps.   Usually one pair is smaller than the other and run in lower flow periods. If they can’t keep up with the flow, the  systems uses the larger main pumps. Select Lead Pair button to toggle between pump lead pair sequence.  Lead Pair ‐ Only visible in Dual Duplex mode.  134 Level Control  69 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The Lag Staging Mode screen can be accessed through the Number of Pumps screen.  The ability to set the mode of operaƟon on the lag pumps gives the PV1200 flexibility in the way the pumps are  staged on and off.  In a normal pump sequence, a lead pump is called, then a lag pump, then other pump, and so  on.  However some pump systems need an alternate sequence.  For example a triplex pump system where the  discharge capacity is limited to two pumps, however the staƟon is criƟcal and must have two pumps always avail‐ able.  The LAG 2 pump would be set to STANDBY.  Then the third pump in the sequence will only run in the event  that one of the other two pumps has failed.  In another triplex pump applicaƟon there may be a need to have two pumps always running and having the third,  again, available as a standby pump.  The LAG 1 would be set to SLAVE and the LAG 2 would be set to STANDBY.  In all cases, the pump alternaƟon scheme is not affected by the Lag Staging Mode seƫngs.  Mode SelecƟon ‐ Touch these buƩons to scroll through the operaƟon mode for each lag pump.  The lag staging  mode opƟons available are:  NORMAL ‐ The pump will stage in the normal lead, lag sequence.  SLAVE ‐ The pump will run whenever the lead pump runs.  STANDBY ‐ The pump is not a part of the staging sequence, but it will be available to run if a  running pump has failed.  Lag Staging  Mode  SYSTEM CONFIGURATION  Lag Staging Mode  135 Level Control  70 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Starter Type ‐ Touch one of these switches to select the pump starter type.  The choices include:   FVNR ‐ Across‐The‐Line starters (and hardwired RVSS starters)   FVNR with MOTOR Vision starters   RVSS ‐  connected by Modbus   VFD ‐ hard wired to I/O   VFD ‐ connected by Modbus  RTU/IP Switch ‐ Touch this switch to toggle between Modbus RTU (RS485) and Modbus IP (Ethernet) communica‐ Ɵon with the VFD.  The switch will only appear for VFDs that support Ethernet communicaƟon.  VFD IP ‐ Some of the listed VFDs can communicated with the PV1200 by Modbus IP.  For those that can, a buƩon  appears here.  Touch the buƩon to bring up the VFD Modbus IP ConfiguraƟon screen.  Configure ‐ This buƩon appears if a Modbus connected starter is enabled, including RVSS, VFD, and MOTOR Vi‐ sion starters and provides access to the RVSS or VFD Motor ConfiguraƟon screen, or the MOTOR  Vision Starter  SelecƟon Screen.  FVNR Type  VFD  Type  RVSS Type  VFD IP Configure RTU/IP Switch  SYSTEM CONFIGURATION  VFD/RVSS/Starter Type   136 Level Control  71 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Motor Data  SYSTEM CONFIGURATION  VFD/RVSS Motor Setup   Overview  When the PV600 is connected by Modbus to an RVSS or VFD selected as the pump starter the PV600 provides  access to the basic motor setup parameters of the VFD or RVSS.  This feature reduces the need to access the in‐ ternally mounted VFD or RVSS keypad.  Motor Data  Motor HP ‐ Enter the motor nameplate HP (or kW on some VFDs or RVSSs)   Voltage ‐ Enter the supply voltage to the VFD or RVSS  VFD Maximum Frequency ‐ In some applicaƟons, it may be desirable to run the pump past the normal design  rpm.  This is possible by adjusƟng the maximum frequency of the VFD.  The allowable range is 50Hz— 99.9Hz.  Default seƫng is 60Hz.  Use extreme cauƟon when considering higher speeds as it may harm the  pump and/or motor.  Motor FLA ‐ Enter the motor nameplate full load amperes.  Motor RPM ‐ Enter the motor nameplate RPM (only on VFD configured systems)   AcceleraƟon ‐ Enter the desired acceleraƟon Ɵme for the RVSS or VFD.  On VFD PID systems, the acceleraƟon  Ɵme should be set for 5 seconds to allow the PV600 to provide smooth control of the PID loop.   DeceleraƟon ‐ Enter the desired deceleraƟon Ɵme for the RVSS or VFD.  On VFD PID systems, the decelera‐ Ɵon Ɵme should be set for 5 seconds to allow the PV600 to provide smooth control of the PID loop.   DirecƟon ‐ NORMAL is the default seƫng.  If for some reason it is suspected that the pump is running back‐ ward, the direcƟon of rotaƟon can be changed by touching the buƩon and seƫng the VFD or RVSS in re‐ verse run mode.  This can eliminate the need to physically reverse the motor leads to reverse pump rota‐ Ɵon.  .* These parameters are not shown on RVSS configured systems.  CAUTION:  This should only be done by trained personnel as damage to the pump can be severe if the pump is im‐ properly configured!  137 Level Control  72 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Meter Range SelecƟon ‐ Touch this knob to rotate the dial and select the ammeter and kW meter range to use for  the  Pump Dashboard screens and the MOTOR Vision Dashboard screens.  There are 14 meter ranges up to 600A  maximum.  Voltage ‐ Touch this switch to toggle between 240VAC and 480VAC range.  The funcƟon of this seƫng is to  properly scale the kW meter relaƟve to the ammeter on systems configured with kW monitoring equipment.  Pump SelecƟon‐ Touch this knob to rotate the dial and  access each pump’s VFD or RVSS seƫngs individually  Copy ‐ Touch this buƩon to copy the currently selected pump’s RVSS or VFD configuraƟon seƫngs, including motor  data and ammeter range,  to all of the other connected VFDs or RVSSs in the system.        Pump  Starter  Voltage  SYSTEM CONFIGURATION  VFD/RVSS Ammeter and kW Meter Range  Meter Range  SelecƟon  Copy  138 Level Control  73 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Modbus IP ConfiguraƟon  When using Modbus IP communicaƟon, The VFD Modbus IP ConfiguraƟon screen becomes selectable.  Here the  individual IP addresses and slave ID’s for each VFD can be set.  IP Address ‐ Enter the full IP address for the Pump 1 VFD.  This must match what is programmed into the VFD.  Fourth Octet ‐ For Pumps 2 through 4, only the fourth octet of the IP address needs to be entered since the other  porƟon of the IP address must be in the same subnet as Pump 1.  These must match what is programmed into  the VFD.  VFD ID ‐ Enter the Slave ID number for each VFD.  This must match what is programmed into the VFD.    NOTE: New seƫngs are in effect immediately.  Be sure that the pumps are either locked off or the system is pre‐ pared for the pumps to possibly start when communicaƟon with the VFD is established.  SYSTEM CONFIGURATION  VFD Modbus IP ConfiguraƟon  IP Address  Fourth Octet VFD ID  139 Level Control  74 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     The PV1200 can be set to operate in a pump down  mode for emptying sumps and wet wells, or pump  up mode to fill reservoirs and tanks.  In addiƟon,  when VFDs are installed, the system can be set to  operate in types of speed control modes.  DirecƟon ‐ Touch this switch to toggle between  TANK FILL and SUMP EMPTY.   VFD OperaƟon Mode ‐ Touch this knob to rotate the dial to the desired mode. The modes of VFD control available  are:   ProporƟonal ‐ the speed of the pumps is proporƟonal to the level of the liquid.   PID Level‐ the speed of the pumps is modulated to maintain a specific level in the sump or tank.   PID Flow‐ the speed of the pumps is modulated to maintain a specific flow from the sump or tank.  ProporƟon Mode ‐ The speed of the pumps is directly proporƟon to the posiƟon of the liquid within the level band.   The pumps run at the VFD maximum speed when the level reaches the last lag start set point, and ramp down to  the VFD minimum speed as the pumps reach the stop set point.  The speed of the VFDs is proporƟonal and linear  between those two points.  PID Modes ‐ The speed of the VFDs is changes to maintain either level or flow.  DirecƟon  SYSTEM CONFIGURATION  OperaƟon Mode  VFD OperaƟng  Mode  140 Level Control  75 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The PV1200 level controller can operate with almost any type of level sensor including 4‐20 mA transducers, 4‐20  mA ultrasonic sensors, float switches, and mulƟ‐segment rods.  The PV1200 also supports the use of two level sensors on the same system.  When two level sensors are connect‐ ed, one is designated to be the primary sensor and the other is the backup sensor.  The purpose of the backup  sensor is to take over control of the system in the event of a primary sensor failure.  When only one sensor is connected, this screen provides access to the configuraƟon opƟons.  Primary Level Sensor Selector ‐ Touch the knob to rotate the dial and select one of the level sensor options. The  options are:   4‐20 mA Transducer (submersible, bubbler, trapped air, any other 4‐20 mA level sensor)   4‐20 mA Ultrasonic Level Transducer   Float Switches (low level, stop, start for each pump, high level)   Multi‐segment Probe (for a 10 contact probe rod)  Unit of Measurement ‐ Inches or PSI:  When 4‐20 mA pressure is selected as the primary sensor, it is necessary to  select Inches or PSI as the transducer scale unit of measurement.  If the transducer to be connect is scaled in feet  or inches, select inches and enter the range directly in inch format.  When the transducer is scaled in psi, select psi here and enter the transducer psi range.  The PV1200 will convert  the psi range to feet using 2.31 feet/psi as the conversion.  Purge Solenoid ‐ Touch this switch to enable the purge solenoid timer.  The timer then becomes available for setup  in the Timers Menu.  This is only visible when one of the sensors is 4‐20 mA transducer.  Calibration ‐ Touch this button to access ANALOG INPUT CALIBRATION configuration screens.   Purge   Solenoid  SYSTEM CONFIGURATION  Level Sensors  Primary   Level Sensor  Selector  Unit of   Measurement  CalibraƟon  141 Level Control  76 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Offset Sensor Range  Secondary Level Sensor Selector—Touch the knob to rotate the dial and select one of the level sensor options.  The options are:   4‐20 mA Transducer (submersible, bubbler, trapped air, any other 4‐20 mA level sensor)   4‐20 mA Ultrasonic Level Transducer   Float Switches (low level, stop, start for each pump, high level)   Multi‐segment Probe (for a 10 contact probe rod)  NOTE: Some combinations of sensors are not possible.  If either the primary or the secondary sensor is float  switch or multi‐segment sensor, the other cannot also be float switches or multi‐segment sensor.  This is because  there is only one set of the digital inputs required to connect either of those two types of sensors.  Sensor Range ‐ Enter the calibrated range of the level sensor that is connected to the PV1200.  Offset ‐ With all sensor types except float switches, an offset can be entered.  The offset is used to correct the  level reading when the sensor is located above the zero elevation reference point.  The offset is added to the lev‐ el sensor input reading and then used for the level display and set point comparators.  Direction of Sensing ‐ Touch this switch to toggle between direct and reverse sensing for ultrasonic sensors.  Ultra‐ sonic sensors configured to read water height are considered “Direct”, and sensors configured to read distance  from sensor, or sensor offset, to liquid surface are considered “Reverse”.  This switch is only visible when Sonic  sensor is selected.  Trend Range ‐ With all sensor types a range can be entered that is used for the trend graph.  This is useful when a  tighter resolution is needed for viewing the trending graph history.  The  minimum and maximum set points en‐ tered here will be the minimum and maximum points possible on the trend graph.  Calibration ‐ Touch this button to access ANALOG INPUT CALIBRATION configuration screens.   SYSTEM CONFIGURATION  Level Sensors  DirecƟon  Of Sensing  Trend Range  Secondary  Level Sensor  Selector  CalibraƟon  142 Level Control  77 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Flow meter sensor type = PULSE  Touch the knob to selected this mode  K Factor: Appears when sensor type is set to  Pulse type.  Enter the K Factor from the flow me‐ ter data sheet.  Range for Flow Trend Display: This range may be  different than the transducer range to improve  resoluƟon of the graph.  Flow Meter Setup ‐  None, or Calculated Flow  Flow meter sensor type ‐ Can be set to NONE    The PV1200 can calculate the flow rates and to‐ tals if the measurements of the sump or tank are  entered into the Calculated Flow Setup screen.    Touch this buƩon to access the Calculated Flow  Setup screen.  SYSTEM CONFIGURATION  Flow Meter  Flow Meter Setup ‐  Pulse transmiƩer  Flow meter sensor type = 4‐20mA TRANSDUCER  Touch the knob to selected this mode  Range: Appears when transducer is set for sensor  type.  The top of range is input in a data entry  screen in Gallons Per Minute (GPM).  This should  be the range as calibrated on the flow meter.  Range for Flow Trend Display: This range may be  different than the transducer range to improve  resoluƟon of the graph.  Touch this buƩon to access the ANALOG INPUT  CALIBRATION screens.  Flow Meter Setup ‐  4‐20 transmiƩer  143 Level Control  78 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The PV1200 level controller can calculate both the inflow and ouƞlow in a sump or tank, even if no flow meter if  connected to the controller.  All that is required is that the sump or tank be a cylinder or a rectangular prism,  with regular and parallel sides, and the dimensions of the shape be entered into the calculated flow setup  screen.  Gallons per foot calculaƟon ‐ once the size of the sump or tank is entered, the PV1200 can calculate the gallons  per foot of elevaƟon.   Since the PV1200 has stop and start pump set points entered, it can calculate a fixed vol‐ ume of water.  Calculated Inflow ‐ When the pumps stop pumping water, it is at the stop pump’s set point. With the pumps off,  there is only liquid entering the tank.  When the level rises, it reaches the lead pump start set point and a pump  starts pumping.  The PV1200 measures the Ɵme that the pumps are off and can calculate the average inflow  gpm.    In an example; the tank holds 100 gallons per foot of elevaƟon.  The stop set point is 3.0 Ō. and the start lead  pump set point is 5.0 Ō.   In this system there is 200 gallons of fill while the pumps are off.  If it takes 10 minutes  to fill that amount, the inflow rate is 20 gpm average.    Calculated Ouƞlow ‐ When the pumps start pumping water, the PV1200 Ɵmes how long it takes to reach the stop  set point.  Again, it can calculate the gpm with the data.  Using the previous example, if the pump runs for 2  minutes to lower the level back to the stop set point, the ouƞlow rate is 100 gpm, plus the 20 gpm average in‐ flow rate, for a total ouƞlow rate of 120 gpm.  On systems with widely inconsistent inflow rates, the margin of error will be greater.  Tank Dimensions  Volume   per Foot  Select Shape  Rectangular Prism Tank Shape  SYSTEM CONFIGURATION  Flow Meter—Calculated Flow  144 Level Control  79 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Calculated totals ‐ The PV1200 uses the calculated flow rate data to calculate a totalized flow per day, week, and  month.  Select Shape ‐ Select the shape of the tank or sump (cylinder or rectangular prism).  Tank Dimensions ‐ Enter tank dimensions in inches (accurate to 1/10th inch).  Volume per Foot ‐ The PV1200 calculates the total gallons per foot of tank or sump elevaƟon.  Cylindrical Tank Shape  Tank Dimensions  Volume   per Foot  Select Shape  SYSTEM CONFIGURATION  Flow Meter—Calculated Flow  145 Level Control  80 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Engineering  Overview  The PV1200 level controller has three 4‐20 mA analog inputs and are scaled by factory default to 4‐20 mA.  Alt‐ hough it is usually not required when the factory calibraƟon of the sensor is accurate, it is possible if necessary to  make adjustments to both sides of the analog to digital conversion scales.  While the field sensor is normally  scaled to provide a 4‐20 mA analog input, there are Ɵmes when the sensor may not output exactly 4‐20 mA.  In  the above example, the actually readings are not to that exact scale on the Backup Transducer and an adjustment  on both the minimum mA input and maximum mA input is needed.    Actual mA Input  ‐ The actual input reading can obtained with either a voltmeter, or by looking at Actual mA Input  value on Analog Input CalibraƟon screen.  Once the full scale of the sensor is determined, the values can be input.  Minimum mA Input  ‐ Enter the value obtained with the sensor is at its minimum output.  Maximum mA Input  ‐ Enter the value obtained with the sensor is at its maximum output.  Minimum Digital Units Output ‐ Enter the minimum scale of the sensor output (usually 0) .  Maximum Digital Units Output ‐ Enter the maximum scale of the sensor output.    Actual mA Input  ‐ This is the actual mA input at the PV1200 analog input terminal.  This value can be verified by an  external digital mulƟ‐meter.   Engineering Units ‐ The units of measurement are shown here.  This can be change for the pressure sensors on the  sensor configuraƟon screen. (touch RETURN).  Minimum   mA Input  Maximum  mA Input  Minimum Digital   Units output  Maximum Digital   Units output  Level  Backup Level  Flow  Actual  146 Level Control  81 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     The Special OpƟons screen is a menu that gives access to enabling special funcƟons in the PV1200 controller.  The  table below shows the opƟons available in the three modes and the funcƟon performed.  SYSTEM CONFIGURATION  Special OpƟons Menu  Menu Item  Enable  MENU ITEM BOOST‐LEVEL WELL FUNCTION  PUMP STATUS INDICATOR COLOR X X X Select custom colors for the pump status indicators  ANALOG OUTPUT FUNCTION X X X Select which process signals to output to the 4‐20 mA  analog outputs.  TIME CLOCK CONTROL X X X Set specific Ɵme periods within a 7‐day schedule in which  the pumps can run  TARGET SET. P/W BYPASS X  X Enable ability to modify target pressure set point without a  password  GENERATOR LOAD SHED X X  Reduce number of pumps in operaƟon when running on  emergency power  ANALOG SET POINT ADJUST 1   Enable Remote Analog Set Point (RAS) or Remote Analog  Set Point Adjust (RASA)  HIGH SYSTEM PRESSURE SWITCH 1  1 Override high pressure set point with pressure switch  LOW FLOW BYPASS TIMER 1 1 1 Set alarm and lag pump start Ɵme delay in low pressure/ level events  NETWORK READBACK DISABLE 1 1 1 Set run priority to digital feedback inputs  DISABLE ALARMS 1 1 1 Enable/Disable external alarm bit  HIDE HOA OFF BUTTONS 1 1 1 Change visibility of OFF buƩon on HOA switches  REDUNDANT TRANSDUCER 1  1 AutomaƟcally use a backup transducer in the event of a  primary transducer failure  PID LEVEL W/MAX. FLOW  1  Maintain constant level.  If flow reaches set point, switch  to PID Flow. Auto Reset   I2 SYSTEM ENABLE  X  Reads input I2 to enable or disable pump operaƟon  (not for quadraplex w/seal failure sensor)  I32 SYSTEM ENABLE  X  Reads input I2 to enable or disable pump operaƟon  147 Level Control  82 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     SYSTEM CONFIGURATION  Special OpƟons ‐ Setup Pump Status Indicator Colors  Color  Selectors  Reset  Overview  Some facilities may have an indictor light color scheme that requires compliance from all HMIs and control panels  to a certain color scheme that does not match the PUMP Vision “standard”.  One of the more common alterna‐ tives to the PUMP Vision default is a red RUN indicator, green OFF indicator, amber FAULT indicator, etc.    This screen makes it possible to change the default color scheme to a custom color scheme.  Color Selectors ‐ Touch the color selectors to scroll through the available choices.  Reset ‐ Touch the LOAD FACTORY DEFAULT COLORS button to return to the standard scheme.  The table below shows the colors that are available for each status indication.  The X’s show the possibilities and  the D’s indicate the default colors.  The default colors are also shown in the picture above.  NOTE: The colors chosen for Out 0f Service and Remote Run will also be used for the “soft” HOA switch when it is  in OOS or Remote Run.  FUNCTION          RUNNING  D X    X     FAILURE   D  X X     OUT OF SERVICE    X    X X  CALLED   X  D    X  MAINTENANCE DUE   X D X    X  REMOTE RUN  X  X  D     STOPPED D X X      X         X  D        148 Level Control  83 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     SYSTEM CONFIGURATION  Special OpƟons ‐ Expansion Analog Output Setup  Base  Outputs  Overview  Base Outputs ‐ This option allows the “connection” of any system configured process variables (listed below) to  be sent through one of the PV1200’s four 4‐20 mA analog outputs.  None    No output  VFD Speed    (0‐100%)  System Pressure    (PSI scale of transducer input)  Suction Pressure/Level   (PSI scale of transducer input)  Temperature    (0‐200 F scale of PT100 sensor input)  Flow    (GPM scale of transmitter input)  Primary Level  (distance scale of transducer input)  Secondary Level    (distance scale of transducer input)    Output Selector ‐ Touch each of the output selectors to chose which process signal to “connect” to the analog  output for each of the four outputs.  When VFDs are installed that are not connected by Modbus and hardwired  analog signals are needed as a speed reference, it is not possible to change the selection from VFD SPEED.  Each output has the same selections, except that the VFD Speed signals are for specific pumps (Pump 1 outputs  to Output 0, Pump 2 outputs to Output 1,  and so on).  It is possible to “connect” the same process signal to multiple analog outputs.   NOTE: Only process signals configured in the system will be available for selection.  Current Value ‐ The value being outputted at the PV600 analog output terminal is shown.   Expansion Outputs ‐ In some configurations, there may not be sufficient analog outputs to meet the project’s  needs and an expansion analog I/O module must be added to the PUMP Vision system.  This option allows the  “connection” of any system configured process variables (listed below) to be sent through one of the PV1200’s  two optional expansion 4‐20 mA analog outputs.  Expansion  Outputs  Output   Selector  Current  Value  149 Level Control  84 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     MENU ITEM ACCESS LEVEL FUNCTION  SERIAL AND ETHERNET  COM PORTS  3  Setup RS232/RS485 port for Modbus communicaƟon  with SCADA or BAS  Setup RS485 communicaƟon with VFDs or MOTOR  Vision  Setup Ethernet for Modbus communicaƟon with  SCADA or BAS  EMAIL ADDRESSE LIST 3 Setup email addresses for alarm noƟficaƟon  Not available when no Ethernet card is installed  EMAIL SERVICE PROVIDER 3  Setup the email service provider IP address and login  informaƟon  Not available when no Ethernet card is installed  CANbus CASCADE STAGING 3 Setup link to second system for up to 8 pump opera‐ Ɵon.  Overview  The CommunicaƟon menu displays the following opƟons  (some only when the opƟonal Ethernet card is in‐ stalled.)  COMMUNICATIONS  Menu  150 Level Control  85 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The PV1200 has two serial ports used for Modbus communicaƟon.  Port 1 is available for a Modbus RTU connec‐ Ɵon.  Port wiring informaƟon is shown in the installaƟon secƟon of this manual.  A list of the Modbus registers is  available from CMC.   ConfiguraƟon BuƩon ‐ Touch the knob to rotate the dial through three opƟons:    RS232 Modbus Slave   RS485 Modbus Slave   None  Note that depending on the communicaƟon opƟon chosen, the dip switches on the back of the controller must  be set.  Baud‐ Touch the knob to rotate the dial through five opƟons.   9600   19200   38400   57600   115200  Data/Parity/Stop ‐ Touch this switch to toggle between 8‐N‐1 and 8‐E‐1.  Network ID ‐ Touching this buƩon brings up a numeric entry screen.  Valid entries range from 0 to 127.  Apply Changes ‐ Touch this buƩon to make Ethernet and Com Port changes acƟve.  This is also a method of re‐ iniƟalizing the Ethernet port in the event that communicaƟons to the port are lost.  Data/Parity/Stop  COM 1  Mode  Selector  COMMUNICATION  COM 1 Serial Port  Baud  Network ID  Apply  151 Level Control  86 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The COM 2 port is used exclusively for internal Modbus connecƟon to VFDs or MOTOR Vision.  Installed SwƟch ‐ Touching this switch toggles between YES for installed and NO for no VFD or MOTOR Vision  starter.  Each starter has its own buƩon, to allow individual removal.  This feature allows a system to have a VFD  on one pump and an RVSS or FVNR starter on another.  Enable Switch ‐ Touching this switch toggles between YES for enabled and NO for disable communicaƟon to the  VFD or MOTOR Vision starter.  Each starter has its own buƩon, to allow individual removal.  This feature allows  a system to have a Modbus VFD on one pump and non Modbus VFD on another.   Baud‐ Touch this switch to toggle between 9600 and 19200 baud rates  Data/Parity/Stop ‐ Touch this switch to toggle between 8‐N‐1 and 8‐E‐1.  Graphic Indicator ‐ Shows a picture of the type of unit that is connected.    Apply Changes ‐ Touch this buƩon to make Ethernet and Com Port changes acƟve.  This is also a method of re‐ iniƟalizing the Ethernet port in the event that communicaƟons to the port are lost.  Graphic  Indicator  COMMUNICATION  COM 2 Serial Port  Data/Stop/  Parity  Baud  Enable  Installed  Apply  152 Level Control  87 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Ethernet Setup  If the PV1200 has the opƟonal Ethernet board, the system will iniƟalize the port on power up and enable the  configuraƟon screen.  Once enabled and configured, the port supports four simultaneous connecƟons through  “sockets”.  Ethernet access from the Remote Access and programming soŌware, as well as a Modbus IP connec‐ Ɵon, are automaƟcally enabled.  IP Address ‐ Touch each buƩon to enter the numbers of the desired IP address.  Subnet Mask ‐ Touch each buƩon to enter the numbers of the desired Subnet Mask.  Default Gateway ‐ Touch each buƩon to enter the numbers of the desired Default Gateway.  Password ‐ Touch this buƩon to enter the password for the controller.  In order to connect to the controller  with Remote Access or Remote Operator, this password must be entered.  Apply Changes ‐ Touch this buƩon to make Ethernet and Com Port changes acƟve.  This is also a method of re‐ iniƟalizing the Ethernet port in the event that communicaƟons to the port are lost.  COMMUNICATION  Ethernet Port  IP Address  Subnet Mask  Default Gateway  Password Apply  153 Level Control  88 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Email Address  Text Message  COMMUNICATION  Email Addresses  Send Alarms  File Email Setup  Send Files  Overview  On this screen the user can enter a list addresses for up to six email recipients.  For each recipient on the list,  Send Alarms and Send Files can be individually set.    Email Address ‐ Touch these buƩons to enter the email address up to 36 characters.  Send Alarms‐ These buƩons toggle between YES and NO.  Message sending can be individually disabled per user  without removing their name from the SEND TO list.  When a alarm email event is triggered, the email handler  will send out a message to each enabled recipient on the list.  Send Files ‐ These buƩons toggle between YES and NO.  File sending can be individually disabled per user without  removing their name from the SEND TO list.  When a file email event is triggered, the email handler will send out  the file to each enabled recipient on the list.  NOTE:  When sending a file message to a text message address, the  message will arrive, stripped of the file.  The files can only be sent to email addresses.  File Email Setup ‐ Touch this buƩon to access the FILE EMAIL SETUP screen when each data file type can be setup  to send automaƟcally on a periodic basis.  Text Message ‐ To send a text message, send an e‐mail to the cell phone using the format of  5555551212@provider.com where the phone number of the cell phone and the cell phone service provider are  entered in the email recipient address.  Contact your service provider or check their website for their email address format.  Some common service providers:  AT&T ‐ cellnumber@txt.aƩ.net    US Cellular ‐ cellnumber@email.uscc.net  Verizon ‐ cellnumber@vtext.com    Nextel ‐ cellnumber@messaging.nextel.com  T‐Mobile ‐ cellnumber@tmomail.net    Boost ‐ cellnumber@myboostmobile.com  Sprint PCS ‐ cellnumber@messaging.sprintpcs.com  Alltel ‐ cellnumber@message.alltel.com  Virgin Mobile ‐ cellnumber@vmobl.com  154 Level Control  89 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The PV1200 can send out alarm e‐mail and text messages if configured with the opƟonal Ethernet board and if  connected to the Internet.  An SMTP server with a staƟc IP address is also required.  The ESP informaƟon above  is a working email box that is available for use in tesƟng a system.  For full Ɵme use, each user must establish  their own email service provider and mailbox.  First, an e‐mail account must be established with a user login name and password.  Next, the IP address of the SMTP server must be determined as the PV1200 cannot resolve a DNS name.  To find  out what the IP address is for your server:  • From your Windows Start buƩon click RUN.  • When the RUN box opens, enter CMD into the command line and click OK.  • At the DOS prompt that appears, type “ping mail.server.com” (subsƟtute the name of your SMTP serv‐ er for the mail.server.com) and press enter.  • The IP address of your server will be displayed in brackets.  • Use this address to enter your IP address into the controller.  SMTP IP Address ‐ Touching these buƩons will bring up a text entry screen.  Enter in the SMTP IP Address.  Port ‐ Enter the Port number here.  Name ‐ Enter the name of the email account.  Password ‐ Enter the password for the email account.  From Address ‐ Enter the address you want to appear in the From line in the emails.  StaƟon ID ‐ Enter the staƟon ID here.  SMTP IP Address  Name  Password  From Address  StaƟon ID  Port  COMMUNICATION  Email Service Provider  155 Level Control  90 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Delay Auth.  Delay Send  Delay Reconnect  Delay Retry  COMMUNICATION  Email Service Provider  Overview  These Ɵmers are necessary to control the process of connecƟng to the remote email service provider, providing  user name and password, then sending the message or file.  AddiƟonal Ɵmers are needed to control the recon‐ necƟon and retry aƩempts on the server.  Delay Auth.‐ It is recommended to set this Ɵmer to one second  to allow the PV600 Ɵme to establish its connecƟon  to the server.  Slightly longer Ɵmes may be needed in some case with slower Internet speeds or service providers.   A value too low will result in an ‘authenƟcaƟon failure’ message on the TEST EMAIL screen.  Delay Send ‐ This Ɵmer adds Ɵme aŌer authenƟcaƟon before sending the message or file.  A value of 0 will oŌen  work here, but with some cellular connecƟons a slight delay of perhaps 100 ms will prevent a message send fail‐ ure.  Delay Reconnect ‐ Depending on the type of email account that has been established with the email service provid‐ er, there may be a limitaƟon on the number of Ɵmes per minute that the PV600 can connect to send a message  due to the ESPs security against ’robot’ emailers.   Since the way that the PV600 manages the message queue,  each message is a separate connecƟon and the ESP is recognizing that there is a machine sending the message.  With free email accounts, the limitaƟon may be to as liƩle as once a minute.  In paid accounts, there may be very  liƩle limitaƟon to the frequency.  If the frequency is higher than the ESPs limit, the connecƟon will be rejected  and the PV600 connecƟon retry Ɵmer will start Ɵming down to a reconnect try.  Delay Retry ‐ If a connecƟon aƩempt is rejected by the ESP, the PV600 will retry the connecƟon for three Ɵmes be‐ fore failing the email address and moving to the next recipient on the list.  The seƫng on this Ɵmer should be  high enough that three Ɵmes the seƫng is longer that the ESPs connecƟon frequency limit.  NOTE: Experiment with the Delay Reconnect Ɵmer to get the least Ɵme possible without connecƟon failures.  The  shorter the Ɵme, the quicker the message gets to all the recipients on the email list.  Use the TEST EMAIL screen  in the DIAGNOSTICS MENU to test the connecƟon and monitor failure messages.  156 Level Control  91 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Two PV1200s can be connected together with a CANbus port to effecƟvely create an 8 pump controller.  This  requires special wiring for each system shown on the following pages.  Once connected, one unit must be set as the master and the other as the slave.  The master controls which sys‐ tem’s pumps will operate as the lead pumps and which are lag.  The lead duty is automaƟcally transferred on a  weekly basis.  For example, two Triplex systems are linked.  This week, this staƟon’s pumps will alternate as lead 1,2,3 ‐ 3,2,1  etc. and the other staƟon’s pumps alternate as lag 4,5,6 ‐ 5,6,4 etc. if needed.  Next week, it is reversed.  This  staƟon is 4,5,6 ‐ 5,6,4 and the other is 1,2,3 ‐ 2,3,1 ‐ 3,1,2.  Can be used with any combinaƟon of two panels.        MASTER wiring     Slave Wiring  COMMUNICATION  CANbus ‐ Cascade Pump Control  157 Level Control  92 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  Using the PV1200’s CANbus connecƟon, two panels can work in tandem as one system that operates up to eight  total pumps.  Shown above is a screen from a system that is connected and running in Cascade Mode.  Cascade Control Enable ‐ This must be enabled in order to use cascade sequencing through CANbus.  Touch the  switch to toggle between ENABLED or DISABLED.  Controller FuncƟon ‐ Touch this switch to select MASTER or SLAVE.  One staƟon must be the master and one must  be the slave.  AŌer making the choice and seƫngs on both staƟons, the PV1200s must be rebooted.  Apply ‐ Touch this buƩon to ’Apply’ the change aŌer changing the control master/slave funcƟon.  The buƩon is not  visible when a change has not been made by touching the ‘Controller FuncƟon’ buƩon. .  Connected Indicator ‐ Once the systems have been properly wired together and the master/slave funcƟon has been  set and systems rebooted, the ‘Connected’ indicator will read YES.  Lead System ‐ As described previously in this secƟon, the lead duty of each PV1200 automaƟcally changes on a  weekly basis.  One of the controllers will read “This Controller’ and the other will read ‘Remote Controller’. This  buƩon not only serves as an indicator of the duty status, pushing the buƩon manually changes which system is  lead.  Ready Indicators ‐ Local, Remote, System ‐ Shows the status of each system and total system status.  When the  ‘System Ready Indicator’ reads ‘YES’, the system will operate in cascade mode.  Call Remote Delay Timers On ‐ The amount of Ɵme the system waits to call the pumps of the other system.  Call Remote Delay Timers Off ‐ The amount of Ɵme the system waits to shutdown the lead pump of the standby  system.  Enable/Disable  ConnecƟon  Timers  Apply  Remote Ready  System Ready  Local Ready  Lead System  COMMUNICATION  CANbus ‐ Master  Controller  FuncƟon  158 Level Control  93 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     MENU ITEM ACCESS  LEVEL FUNCTION  SD MEMORY CARD  DATA LOGGING  2  Enable the various data logs and trends.  Access the various data log folders and the files within. De‐ lete unwanted files.  Only available if the opƟonal SD memory card is installed.  FLOW LOG SETUP 2 Enable and setup the Flash RAM flow data logging for Day,  Week, Month logs.  Overview  The Data Log Menu displays the following opƟons when the opƟonal SD memory card is installed.    DATA LOG CONFIGURATION  Menu  159 Level Control  94 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  This screen allows the user to access the logging and trend data folders which have been saved to the SD card.  Each log is type is stored in a separate file folder to help with file management, with the excepƟon that all three  flow logs are stored in one folder. This screen also allows the user to view the status of all the data log folder that  are enabled by system configuraƟon.  Each folder can hold 63 months of files.  As the folders start to become full,  warning messages will appear on the Main Dashboard, Alarm Log, Alarm Handler, and will be emailed if the sys‐ tem is configured for email.  A warning is generated when any log reaches three months of remaining file space,  again at two months, one month and at ‘full’.  A warning is also generated if the remaining space on the SD card  is less than 10MB.  To deal with an SD card that is full, either delete previous files or install a new SD card.  Old  files can be deleted with the SD card in the PUMP Vision controller, or by removing the card and using a PC to  manage the files.  On systems configured for email, the old files can be emailed for retenƟon prior to deleƟon.  Touch any buƩon to be taken to that trend or data log’s SD Card File Manager screen.  Trend File ‐ Touch this buƩon to open the folder where the trend history files are stored.  Data Table Folders ‐ Touch these buƩons to open the folders where the Data Table Format files are stored.  CSV Files ‐ Touch these buƩons to open the folders where the Excel .csv files are stored.  Comma separate value  files can be viewed in most data table processing programs.  Number of Files ‐ The number of files in each folder type is displayed.  For the Alarm Log, and the Weekly and  Monthly Flow Logs, there is only one possible file in the folder.  In folders where data logging has not been ena‐ bled and no file exists, a ‘No Log’ message is indicated instead of a number of files.    Remaining Time ‐ The remaining Ɵme each folder type is displayed.  For the Alarm Log, and the Weekly and Month‐ ly Flow Logs, there is only one possible file in the folder, so there is no chance of reaching the 63 file limit and the  only data logging limitaƟon is total card space.  In folders where data logging has not been enabled and no file  exists, a ‘No Log’ message is indicated instead of remaining Ɵme.  Space Remaining ‐ The total number of megabytes of memory remaining in the PUMP Vision SD card is displayed.  File Email Setup ‐ Touch this buƩon to access the FILE EMAIL SETUP screen when each data file type can be setup  to send automaƟcally on a periodic basis.      Trend File .udt Data  Table Files  Excel .csv   Files  DATA LOG CONFIGURATION  File Manager Folder SelecƟon  File Email Setup SD Logging Setup  Space  Remaining  Number of  Files  Space  Remaining  160 Level Control  95 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Save Enable  .udt Files  DATA LOG CONFIGURATION  SD Data Log Setup  Save Enable  .csv Files  Overview  This screen allows the user to enable saving the trend and log files to the SD card.  There are a total of thirteen  separate data log types being saved.  Some are a conƟnuous log and some are monthly logs.  The contents of the  logs are:  Alarm Log (full) An ‘eternal’ log.  This log will keep every alarm event into one log.  Alarm Log (monthly) A monthly log.  New log is created each month with only alarms from that  month being logged.  Run Log (monthly) A monthly log.  New log is created each month with only run events from that  month being logged.  Trend Chart (monthly) A monthly log.  New log is created each month with the trend chart from that  month being logged.  Daily Flow (monthly) A monthly log.  New log is created each month with the daily flow totals from  that month being logged.  Weekly  Flow (full) A ‘eternal’ log.  One log is created with the weekly flow totals being logged.  Monthly Flow (full) A ‘eternal’ log.  One log is created with the monthly flow totals being logged.  For each log that is enabled, a file is automaƟcally created and wriƩen to the SD Card for each month, except the  flow logs which are run conƟnuously.  Each file folder on the SD card can save up to 63 files, so 63 months of data are available for each log and the  trend.   Save File Type ‐ Touch each of the buƩons to enable/disable each file type for each log or trend.  Each log can be saved as both .UDT files which can be viewed and managed with the available PC based SD Card  Manager soŌware, or .CSV format which can be viewed and managed with Excel.  161 Level Control  96 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The SD Card File Manager screen allows the user to scroll through and view the files in the trend and log file folders.  Enable ‐ Touch this switch to toggle between save enabled and disabled.  This switch and the one on the SD Card  Data Logging Setup screen perform the same funcƟon.  AcƟve File ‐ This is the name of the file to which data is currently being saved.  If the log is not enabled in the Save to  SD Card screen, this will read ‘NOT SAVING’.  Current View ‐ This is the name of the file currently being displayed.  Number of files in folder and file number ‐ The total number of files in the folder is displayed.  When the folder is  first entered, the most recent file is displayed and it’s number is the last number in the folder.  As the file scroll  buƩons are touched, the file number increments or decrements.  The other data displayed in the Current View are the file’s creaƟon date and Ɵme, as well as the file size.  Back ‐ Touch this buƩon to view to the previous month’s file. If no file exists for the month being request, ‘FILES DOES  NOT EXIST IS DISPLAYED’.  Forward ‐ Touch this buƩon to view to the following month’s file. If no file exists for the month being request, ‘FILES  DOES NOT EXIST IS DISPLAYED’.  Most Recent ‐ Touch this buƩon to advance to the most recently month’s file.  Delete ‐ Touch this buƩon to delete the currently displayed file. Enter the clear log password, 1234, when prompted.   CauƟon:  this will permanently delete the file from the SD card.  Email The File ‐  Touch this buƩon when Email is display to send the currently displayed file the enabled recipients  on the email list.  Email Status ‐  This area shows the file email progress and will show the port countdown Ɵmer when acƟve.  Back Most  Recent  Forward Delete  AcƟve File  Current View  DATA LOG CONFIGURATION  SD Card File Manager  Enable  Email   The File  Email Status  162 Level Control  97 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Daily Log  Overview  The PV1200 can log the flow data to the internal Flash RAM memory.  Three separate logs are kept of the total  GPM and number of pumping cycles during the period.  The logs can be individually enabled or disabled, reset,  and configured for start point.  Each of the three logs stores the past 100 log periods in a FIFO data log.  Daily Log ‐ A separate total for each day, with the log beginning Ɵme being the Reset Time.  Weekly Log ‐ A separate total for each week, with the log beginning Ɵme being the Reset Time and Day of  Week.  Monthly Log ‐ A separate total for each month, with the log beginning Ɵme being the Reset Time and  Month.  Reset Time ‐ Set the Ɵme of the day that the log will write a new line.  Enable Log ‐  Set the day of the week that the log will write a new line.  Reset Total ‐ Set the day of the month that the log will write a new line.  Reset ‐ Reset the total gallons on the Main Dashboard and calculated Flow Summary page.  Unlock Screen ‐ This screen can be accessed from the Flow Log screen and in that case, the set points are read only  unƟl the unlock buƩon is touched and the Level 1 password is entered to the password keypad.  The screen  locked indicator will change to screen unlocked.  The screen is automaƟcally unlock when entered from the Con‐ figuraƟon Menu.  Enable Log  Reset Log  Reset Time  Reset Total  Weekly Log  Monthly Log  DATA LOG CONFIGURATION  Flow Data Log Reset Times  Unlock Screen  163 Level Control  98 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     MENU ITEM ACCESS LEV‐ EL FUNCTION  INPUT OUTPUT STATUS 1 Monitor digital and analog inputs and outputs, base and  expansion  ALARM TEST 1 Live test the alarm funcƟons  SD CARD FILES 1 Check status of configuraƟon SD card backup file  BACKUP/RESTORE CONFIG 2 Backup and restore the PV1200 configuraƟon  CONFIGURATION INFO 1 Overview of the PV1200 configuraƟon  VFD/MV COMMUNICATION 1 Monitor status of Modbus communicaƟon to VFD/MV  CHANGE PASSWORDS 3 Requires re‐entry of level 3 password.  Change all pass‐ word levels to user defined passwords.  OPERATING SYSTEM  Enter the PV1200 operaƟng system  DISPLAY LIGHT 1 Setup backlight brightness and screen saver Ɵme out  TEST EMAIL 2 Send test emails out   ETM RESET  Reset the start counters and pump run Ɵme meters  TEST MODE 2 Run complete system test  Overview  The DiagnosƟc Menu is accessed from the Main ConfiguraƟon Menu and displays the following opƟons depend‐ ing on system configuraƟon.  DIAGNOSTICS  Menu  164 Level Control  99 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Base Digital Inputs ‐ This area shows the status of the digital inputs.  If the input has power to it, the status indicator  will read ON.  Digital Base Outputs ‐ This area shows the status of the digital outputs.  If the output is showing on, the output con‐ tact should be closed.    Analog Input and Outputs ‐ The analog I/O monitor provides a view of the controller’s handling of the analog to  digital and digital to analog conversions.  Raw Value ‐ The raw value is the digital value that will be converted to mA.   Scaled Value ‐ The scaled value is the engineering units that have been set up in the transducer configuraƟon  screens.  Analog Inputs ‐ The inputs are 14 bit, so the raw range is 3273‐16383 = 4‐20 mA.  Analog Outputs ‐ The outputs are 12 bit so the raw range is 0‐4095 = 4‐20 mA.  Only I/O that are configured in the system will be displayed, and the labels will change as needed for the system  configuraƟon, or when displaying the expansion output module.  Expansion Digital Inputs  When the PV1200 is configured for float switch or mulƟ‐segment probe control, or when some opƟonal inputs  are needed for staƟon monitoring funcƟons, an expansion input module can be connected to the controller.  The  I/O monitor shows the status of the expansion I/O when added to the system.  DIAGNOSTICS  Input and Output Monitor  Base Digital  Outputs  Expansion  Inputs  Base Analog  Outputs  Base Digital  Inputs  Base Analog  Inputs  Raw  Value  Scaled  Value  165 Level Control  100 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The Alarm Test screen can be access either from the Main Dashboard, or from the DiagnosƟc Menu.  Alarm Output Test ‐ TesƟng the alarm outputs is possible without entering a password.      HORN    Energizes the Alarm Horn output relay   FAULT LIGHT Energizes the Alarm Light output relay   CONTACT  Energizes the Alarm Contact output relay  Touch and hold any of these buƩons to acƟvate the output contact for the funcƟon selected.  Release the buƩon  to end the test.   Alarm Test ‐ Once the screen is unlocked, each alarm funcƟon can be individually tested by touching the buƩon  for the funcƟon to be tested.  The alarm is logged into the alarm log, SD card, and alarm handler.  The test will  also cause the alarm to process as configured in the alarm setup screen, with pump shutdowns, emails, horns,  lights, etc.  Note that the horn will only sound for a moment because it is instantly silenced.  AcƟve Alarm Indicator ‐ If any acƟve alarm condiƟon exists, it will be annunciated with the “!” sign and a red alarm  label.  Unlock Screen ‐ This screen can be accessed from the Flow Log screen and in that case, the set points are read only  unƟl the unlock buƩon is touched and the Level 1 password is entered to the password keypad.  The screen  locked indicator will change to screen unlocked.  The screen is automaƟcally unlock when entered from the Con‐ figuraƟon Menu.  Alarm  Output Test  DIAGNOSTICS  Alarm Test   Unlock Screen  Alarm  Test  AcƟve  Alarm  Indicator  166 Level Control  101 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     ConfiguraƟon  Overview  This screen gives an overview of the configuraƟon  of the controller.  The informaƟon on this page  can be a tool used to understand the operaƟon of  the system and is necessary for technical support  from CMC.    This informaƟon screen can also be accessed by  touching the MAIN DASHBOARD label on the Main  Dashboard, then touching the program number  bar.  PUMP Vision InformaƟon Screen  This screen is displayed automaƟcally for 10 sec‐ onds when the PUMP Vision is booƟng up.  It can  be bypassed by touching the bypass buƩon.  This screen can be accessed by touching the MAIN  DASHBOARD label on the Main Dashboard, then  touching the program number bar.  Program No. Label  Touch the Program. No. Label to  access the ConfiguraƟon Info  screen.    Countdown Bypass  Touch the green countdown label to bypass the  10 second countdown Ɵmer and go to the Main  Dashboard screen.    DIAGNOSTICS  ConfiguraƟon Info  167 Level Control  102 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Touch to access the Modbus Sessions Coun‐ ters screen.   Modbus Sessions Counters  Overview  This screen shows the communicaƟon status be‐ tween the Modbus connected VFD, RVSS, or MV  starter and the controller.  The boƩom of the screen has a buƩon where the  user can reset the counters.  Overview  This screen shows the communicaƟon status of separate Modbus session types.  The VFDs connected will deter‐ mine the sessions types used in a given applicaƟon and not all session types will be used.  The data on this screen can be used  to help diagnose Modbus communica‐ Ɵon failure causes.  DIAGNOSTICS  VFD/RVSS/MV Modbus CommunicaƟon Monitor    168 Level Control  103 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  This screen allows the user to zero the pump elapsed Ɵme meters and start counters.  It is accessed from the  DiagnosƟc Menu and requires a Level 2 password to prevent unauthorized reset of the registers.  Total Run Hours ‐ The pump ETM hours.  ETM Reset ‐ Touch this buƩon to reset the pump’s elapsed Ɵme meter.  A separate reset buƩon is provided and  visible for each pump that is configured in the system.  Total Starts ‐ The total number of Ɵmes the pump starter has energized.  Reset Start Counter ‐ Touch this buƩon to reset the pump’s start counter.  A separate reset buƩon is provided and  visible for each pump that is configured in the system.  Total Run Hours  Reset Start  Counter  ETM Reset  Total Starts  DIAGNOSTICS  ETM and Start Counter Reset  169 Level Control  104 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The PV1200 can be set up to monitor the pump run Ɵme and announce when it is Ɵme to perform preventaƟve  maintenance on the pump.  When the Ɵmers count down to zero, the pump status indicators will begin flashing  red and the pump status nameplate will read “maint. due”.  When the maintenance due condiƟon acƟvates, an  email noƟficaƟon will also go out to the email recipient list, if the email funcƟon is enabled.  Enable Timer ‐ Enable the funcƟon by touching the buƩon for each pump.  The funcƟon is not enabled by factory  default.  Interval Time ‐ Enter the pump manufacturer’s service interval here.  The maximum number of hours that can be  entered is 99,999.99.  Time Remaining ‐ The Ɵme remaining is displayed here.  Reset ‐ To load the preset Interval Time into the Ɵme remaining, touch the reset buƩons.  This will also  acknowledge the alarm.  Unlock Screen ‐ This screen can be accessed from the Flow Log screen and in that case, the set points are read only  unƟl the unlock buƩon is touched and the Level 1 password is entered to the password keypad.  The screen  locked indicator will change to screen unlocked.  The screen is automaƟcally unlock when entered from the Con‐ figuraƟon Menu.  Enable Timer  Reset  Interval Time  Time  Remaining  DIAGNOSTICS  Maintenance Timers  Unlock Screen  170 Level Control  105 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  Back Light Intensity ‐ The intensity of the back light can be adjusted by entering the percentage of illuminaƟon here.  Screen Saver ‐ Touch this switch to enable/disable the screen saver funcƟon. The LCD screen of the PV1200 is back‐ lit with a light that can be turned off to increase screen life.  Delay Timer ‐ Enter the amount of Ɵme of inacƟvity unƟl screen saver acƟvates.  Screen Saver  Delay Timer  Back Light  Intensity  DIAGNOSTICS  Display Backlight and Screen Saver  171 Level Control  106 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Test Email  Send Status  Cancel  DIAGNOSTICS  Test Email  ConnecƟon  Status  Overview  The Monitor and Test Email screen gives a view of the PUMP Vision’s email processor and provides buƩons to  send test emails to the email recipients enabled in the EMAIL ADDRESS screen.  Test the Email FuncƟon ‐ Touch this buƩon to begin test.  The buƩons are disabled when the email funcƟon is  acƟve.  ConnecƟon Status ‐ This indicator provides the status of the connecƟon to the email service provider. The status  will show the following:   NOT CONNECTED = WaiƟng for email task   CONNECTING = AƩempƟng to connect to the server   CONNECTED = ConnecƟon and authenƟcaƟon successful  The status of the PV600 email reconnecƟon delay Ɵmer will be displayed here when the Ɵmer is acƟve.  Send Status ‐ Once the test buƩon has been touched, the PV600 will scan through the email address list and send  an email to all enabled addresses.  The Send Status area has three columns.   SEND ‐ Shows whether the email is an alarm or a file email.  RESULT—The send status indicators will show the following:   IDLE = Email process inacƟve   IN PROGRESS = AƩempƟng to send email   SUCCESS = Send email successful   CONNECT FAILURE = Undetermined connecƟon failure   FAIL: (failure condiƟon) = Specific failure condiƟon detected (eg “FAIL: Password no‐authen.”)  ATT ‐  Shows the number of connecƟon aƩempts in the process of sending the email  Once the PV600 has finished sending the first email, it conƟnues to the next email address on the list. If the  PV600 encounters a failure with sending an email, it will conƟnue to the next email on the list aŌer a failure  delay Ɵmer has lapsed.  Cancel ‐ The email test funcƟon can be cancelled at any Ɵme during the process by touching the cancel buƩon.  172 Level Control  107 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  Manual Test Mode ‐ The PV1200 level controller can provide a simulated liquid level to fully test all funcƟons of the  control system strategy.  When placed into the manual test mode, the simulated level will allow verificaƟon that  the pumps properly run when called and that all alarm funcƟons operate as intended.  The test mode screen is similar to the main dashboard and provides many of the same status displays including  level display, level status area, pump status, and alarms status.  CAUTION:  only acƟvate the manual test mode if all equipment is ready for operaƟon.  This includes making the  control system electrically safe for operaƟon and ensuring that the pumps are either ready for operaƟon, or are  locked out by disconnecƟon from power (this will cause pump failure alarms).  Note:  the test mode will automaƟcally terminate aŌer 2 minutes if the screen is not touched.  This prevents an  operator from leaving a system in test mode instead of returning it to normal operaƟon.  DIAGNOSTICS  Level Control Test Mode  173 Level Control  108 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     AcƟvity Indicator ‐ Indicates when the test mode is on.  Up and Down BuƩons ‐ Touch these buƩons to manually adjust the level up or down by 0.1 Ō. per touch.  Hold the  buƩons for a 0.1 Ō./sec automaƟc pulse.  Start/Stop ‐ To acƟvate the test mode, touch the start and stop pushbuƩons.  Manual Level SimulaƟon ‐ When the system is set to manual by touching this buƩon, the simulated level is manual‐ ly entered by the user either by touching the up and down buƩons or by direct entry.  Whichever method is used,  the level is held unƟl a new level is entered.  Manual Level Input ‐ Touching here will access the direct entry keypad.  Auto Level SimulaƟon ‐ When the system is set to auto by touching this buƩon, the level automaƟcally rises and  falls between the full scale of the sensor at a rate of 0.1 Ō./0.5 sec.  AddiƟonally, the user can influence direcƟon  of simulaƟon by touching the up and down buƩons.  Up and Down BuƩons ‐ Touch these to manually set the direcƟon of the auto level simulaƟon.  SimulaƟon mode is designed to simulate a properly running system by starƟng and stopping one pump.  It is not  designed for any normal test funcƟon.  When the system is set to simulate by touching this buƩon, the level automaƟcally rises and falls between the  lead pump start set point and the pump start set points.  Note: when in the simulate mode, the test mode screen can be exited to the main dashboard without turning the  simulate funcƟon off.  The system will stay in the simulate mode for two hours before automaƟcally returning to  normal operaƟon.  A warning screen provides an exit alert.  Start/Stop  Exit Test Mode  Manual Input  Manual Mode  Up and Down  AcƟvity  Indictor  DIAGNOSTICS  Level Control Test Mode  174 Level Control  109 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     SimulaƟon Mode  Auto Level SimulaƟon ‐ When the system is set to  auto by touching this buƩon, the level automaƟ‐ cally rises and falls between the full scale of the  sensor at a rate of 0.1 Ō./0.5 sec.  AddiƟonally,  the user can influence direcƟon of simulaƟon by  touching the up and down buƩons.  Up and Down BuƩons ‐ Touch these to manually  set the direcƟon of the auto level simulaƟon.  SimulaƟon Mode is designed to simulate a  properly running system by starƟng and stopping  one pump.  It is not designed for any normal test  funcƟon.  When the system is set to simulate by touching  this buƩon, the level automaƟcally rises and falls  between the lead pump start set point and the  pump stop set point.  Note: when in the simulate mode, the test mode  screen can be exited to the main dashboard with‐ out turning the simulate funcƟon off.  The system  will stay in the simulate mode for two hours be‐ fore automaƟcally returning to normal operaƟon.   A warning screen provides an exit alert.  Auto Level SimulaƟon  DIAGNOSTICS  Level Control Test Mode  175 Level Control  110 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Backup & Restore ConfiguraƟon and Set Points  The PV1200 can save the enƟre system configuraƟon and all of the user set points to internal flash memory,  called the data table, and also to a removable SD memory card. When the system configuraƟon is backed up to  an SD memory card, the configuraƟon can be restored into a new or duplicate controller.  This makes replace‐ ment of a controller very simple and eliminates the possibility of user error in seƫng it up. Saving the configura‐ Ɵon to the flash memory is important too, as is provides protecƟon against a failed controller baƩery, though not  a failed controller.  Save to SD ‐ Touch here to save the system configuraƟon and set points to the SD memory card.   This buƩon is  disabled if an SD card is not present in the PV1200.  Saved Indicator ‐ When the configuraƟon has been completely saved, saved will be indicated here.  Auto Save Enable‐ Toggle the automaƟc flash RAM backup funcƟon by touching here. The PV1200 will automaƟcal‐ ly back up the configuraƟon to the internal flash RAM when exiƟng the configuraƟon screens if the controller is  set for automaƟc backup.  Save to Table ‐ Touch here to manually save the set points to the Flash RAM memory.    Email File ‐ Touch here to manually send the configuraƟon file to the recipients enabled on the EMAIL ADDRESS  screen.  The file can then be saved on a computer for use if necessary to restore a damaged controller.  This op‐ Ɵon is only available on systems configured for email file sending.  Restore ‐ Touch here to restore a controller from either the flash RAM memory or from an SD card.  The PV1200  will reboot and the IniƟalize Controller screen will be displayed.  Warning:  proceeding with the restore funcƟon  will erase the exisƟng configuraƟon.  SD Card Status ‐ Touch here to access the SD Card Status screen.   A properly formaƩed SD memory card is available from www.cmcontrols.com. When a properly formaƩed card is  inserted into the back of the controller, this opƟon becomes available.  Save to SD  SD Card Status  Save to Table  Restore  Saved Indicator  Auto‐Save  Enable  DIAGNOSTICS  Backup and Restore  Email  File  176 Level Control  111 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The PV1200 must be ‘iniƟalized’ whenever it has been factory reset, or when the RESTORE buƩon has been  touched on the Backup and Restore screen.  The controller will also need to be re‐iniƟalized if ever the backup  baƩery has failed and the controller subsequently loses power.  When iniƟalizaƟon is required, this screen will  appear when the controller boots up.  A choice must be made between the three opƟons described below.   To boot with a factory default:  System Type ‐ Touch this know  to rotate dial through the three system types:    Booster Pump    Level Control    Well Pump  Custom Type ‐ Touch this buƩon to enter your customer code.  Load Base ‐ Touch this buƩon to load the factory default configuraƟon for the system selected.  To boot from the Flash RAM  Restore  Table ‐ Load all configuraƟon and set point data from the internal Flash RAM memory.   To restore from the SD Card  Restore  SD ‐ Load all configuraƟon and set point data from the SD memory card.  Once a choice has been made by touching one of the three load buƩons, the controller will countdown three  seconds, then reboot with the new configuraƟon to the PUMP Vision InformaƟon Screen.  Restore SD  Load Base  Restore Table  Custom Type  System Type  Selector  DIAGNOSTICS  Backup and Restore ‐ IniƟalizaƟon Screen  Load Custom  177 Level Control  112 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The InformaƟon Mode accesses some of the PV1200’s operaƟon system.  Most funcƟons in this menu are not  intended for the user and are reserved for cerƟfied technicians.   Within this menu it is possible to make changes  that will require re‐iniƟalizaƟon of the controller.  MENU ITEM ACCESS  LEVEL FUNCTION  OPERANDS 1111 Access to view and edit all system registers and Ɵmers  VERSION 1111 O/S version informaƟon  UNIT ID 1111 This unit’s ID on a CANBus system  FLASH MEMORY 1111 Load and monitor RAM applicaƟon memory to FLASH  RAM.     SD 1111 Unavailable for Copyright reasons  CANBus  Monitor CANBus network traffic  TIME & DATE 1111 Set the system Ɵme and date  SERIAL 1111 Monitor serial network traffic  ETHERNET 1111 Monitor Ethernet network traffic and set IP address  WORKING MODE 1111 Stop, Run, Reboot, IniƟalize the controller  DIAGNOSTICS  InformaƟon Mode  178 Level Control  113 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     The MOTOR Vision System  The PUMP Vision PV1200 can communicate with smart motor starters via a Modbus connecƟon that enables  the PUMP Vision to display a variety of important pump and motor informaƟon.    Depending on the type of MOTOR Vision starter that is connected, the PUMP Vision can display:  • Current per phase, average and imbalance  • Voltage per phase, average and imbalance  • Ground fault, power factor and frequency  • Trip and fault informaƟon    Various motor controllers are able to connect to the PUMP  Vision as MOTOR Vision devices, including:  • Variable frequency drives  • RVSS starters  • Insight overload and power monitor  • U‐Line integrated motor starter    MOTOR Vision  179 Level Control  114 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  When MOTOR Vision is enabled in the PV1200, the Pump Dashboards will show the MOTOR Vision Panel.  Com Status ‐ ‘MOTOR Vision—NORMAL’ when the Modbus communicaƟon from the PV1200 to the MOTOR Vi‐ sion motor starter is good.  ‘MOTOR Vision ‐ COM FAIL’ is displayed when the communicaƟons has failed.  MOTOR Vision Dashboard ‐ Touch this buƩon to access the MOTOR Vision Dashboard.  MOTOR Vision Starter SelecƟon OpƟons  When FVNR starters (constant speed pumps) are needed in the system, two opƟons are available to enable MO‐ TOR Vision in the PV1200.  The Schneider U‐Line complete motor starter, which is good for pumps up to 20HP @  480 volts, and the Eaton Insight overload relay, which can be used on any motor up to 400HP at 480 volts.  Below is a list of the data that is available, through Modbus, to the PV1200 with each of the two opƟons.  Com Status  MOTOR Vision  Dashboard  Schneider U‐Line Motor Starter  Monitored by the Insight  Thermal overload  Short‐circuit   Ground fault  Low or high voltage  Low current (pump running dry)  Mechanical jam   Long start  Phase failure and reversal  Contactor failure  Amps per phase, average amps, and cur‐ rent imbalance  Volts per phase, average volts, and voltage  imbalance  Eaton Insight Overload Relay  MOTOR Vision   Panel  Monitored by the U‐Line  Thermal overload  Short‐circuit   Ground fault  Low current (pump running dry)  Mechanical jam   Long start  Phase failure and reversal  Contactor failure  Amps per phase, average amps, and cur‐ rent imbalance      MOTOR Vision  Pump Dashboard  180 Level Control  115 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     MOTOR Vision is enabled in the PV1200 by selecƟng ‘FVNR Constant speed w/MOTOR Vision’ on the  VFD/Starter Type and OperaƟon screen.  Once that selecƟon has been made, the MOTOR Vision setup  buƩon appears on the ConfiguraƟon Menu.  On this screen, the type of MOTOR Vision starter that is  connected must be selected.    MOTOR Vision Type Select ‐ Touch this switch to toggle between the Schneider U‐Line and Eaton Insight  starters.  The switch has a safeguard built in to prevent accidental erasure of all MOTOR Vision set points  as the two MOTOR Vision start types have incompaƟble configuraƟons and must be erased when a  change is made.  A message is displayed that reads ‘Change this will erase exisƟng MV configuraƟon’,  followed by ‘Touch again within 10 seconds to confirm”. To make the confirmaƟon that the type is to be  changed, the switch must be touched again within the 10 seconds.  If no changed is needed, do not  touch the switch again and the opƟon will reset automaƟcally.   Comm Status ‐ This field will indicate the communicaƟon status of the starters.  When the MOTOR Vision  starters are properly configured for Modbus, COM port 1 is properly configured and matched to the MO‐ TOR Vision starter, and the wiring is correct, the status will read ‘GOOD’.  Pump 1 MOTOR Vision Starter ‐  Modbus address 11  Pump 2 MOTOR Vision Starter ‐  Modbus address 12  Pump 3 MOTOR Vision Starter ‐  Modbus address 13  Pump 4 MOTOR Vision Starter ‐  Modbus address 14  When all devices are reporƟng good communicaƟon, The   Configure ‐ Touch this buƩon to go to the MOTOR VISION ‐ U‐LINE OVERLOAD CONFIGURATION screen.  If commu‐ nicaƟon is failed to any MOTOR Vision starter configured in the system, this buƩon is disabled.  Configure  Comm Status  MOTOR Vision  Starter SelecƟon  MOTOR Vision  Type Select  181 Level Control  116 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Analog and Digital Meters ‐  A secƟon of the dashboard includes meters for voltage, current, frequency, power fac‐ tor, kilowaƩs, and ground fault.    Fault Status Overview ‐ 13 separate fault condiƟons can be monitored and displayed in a clear table format.  CommunicaƟon Status ‐ This field shows the communicaƟon status between the PV1200 and the starter.  Fault Status Message ‐ This field shows the fault status of the MOTOR Vision starter as:  NORMAL ‐ Green  WARNING ‐ Amber  FAULT ‐ Red  The PUMP Vision PV1200 can be set to communicate with the  Eaton Insight power monitor/overload relay via a Modbus con‐ necƟon that enables the PUMP Vision to display volts current,  ground fault, power factor, and a variety of trip informaƟon.    A MOTOR Vision Dashboard is provided for each pump  config‐ ured with an Eaton Insight.  The Dashboard gives a clear over‐ view of the motor operaƟng condiƟons, with numerous param‐ eters being constantly monitored and reported to the PUMP  Vision.  Fault Status  Overview  Fault Status  Message  CommunicaƟon  Status  MOTOR Vision  Insight Dashboard  MOTOR Vision Insight Dashboard  Analog and   Digital Meters  182 Level Control  117 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Enabled ‐ Displays the state of the alarm configuraƟon as set in the MOTOR Vision ConfiguraƟon screen.  Tripped ‐ Indicates TRIP when the funcƟon has caused a trip on the overload relay.  Warning ‐ Indicates WARN when a condiƟon is causing an impending trip.  Fault Reset ‐ Touch this buƩon to send a fault reset command to the Insight overload.  The buƩon is disa‐ bled if there are no condiƟons to reset.  Meters ‐ Analog and digital meters are provided for a number of motor operaƟng condiƟons, inlcuding:   Supply Voltage—with individual digital displays for each phase, average, and imbalance   Current—with individual digital displays for each phase, average, and imbalance   Supply Frequency   Ground Fault Amperes   Power factor Percent   KilowaƩs  Note:  The range for the current meter must be setup in the VFD/Starter Type and Amp Range screen.  Fault Monitors ‐ give an overview of the pump motor’s running condiƟons.  Each of the monitored funcƟons have a  warning and trip status indicator  Individual trip funcƟons are presented in a table format for easy overview of  alarm condiƟons.    The indicators have four possible states:  WARN  TRIP  OK  OK STATUS NORMAL  FUNCTION IS OVER WARNING THRESHOLD  FUNCTION IS OVER TRIPPED THRESHOLD  FUNCTION IS NOT ENABLED  Enabled  MOTOR Vision  Insight Dashboard  Fault Reset  BuƩon  Meters  Fault  Monitors  Warning  Tripped  183 Level Control  118 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Voltage  Number of Turns  CommunicaƟon  Trip Range  Overview  The MOTOR Vision Overload ConfiguraƟon screen provides access to the thermal overload seƫng of the Insight  overload.  The changes made on this screen are wriƩen though the Modbus connecƟon into the smart motor  overload, making the overload configuraƟon simple, without the need for opening the control cabinet door.  Voltage ‐ Displays the voltage raƟng of the connect Insight unit connected.  The PV1200 reads the range automaƟ‐ cally from the Insight overload.  Trip Range ‐ Displays the current trip range for each pump.  The possible trip ranges available will depend on the  Insight unit connected.  Touch the buƩon to scroll through the possible choices.    Number of Turns ‐ AŌer the Trip Range is set, the number of passes needed through the current transducer is dis‐ played here.  If the motor load will be more than 90 amps, the motor load wire will have to pass through a sepa‐ rate current transformer that will reduce the higher current to a 0‐5A range that the Insight can read.  In that  case, the size of the required current transformer with one wire pass is shown.  Overload Trip Class ‐ Touch this buƩon to modify the thermal trip class.  The seƫng must be entered as 5, 10, 15,  20, 25 , 30.  Overload Trip Seƫng ‐ Touch this buƩon to modify the full load amperage overload seƫng for each pump.  The  seƫng must be within the Trip Range.  CommunicaƟon ‐ Displays ‘COMM FAIL’ , or if communicaƟon to the Insight is good, either ‘1‐9 A BASE’ or ‘10‐90 A  BASE’, depending on what Insight unit is connected.    MOTOR Vision  Insight ConfiguraƟon  Overload  Overload  Trip Seƫng  184 Level Control  119 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Delay Timer  Enable/Disable  Fault Set Point  Alarm and Trip ConfiguraƟon  Enable/Disable ‐ Touch this switch to toggle between enable or disable the trip fault condiƟon.  Fault Set Point ‐ Touch this buƩon to set the fault condiƟon value.  Delay Timer ‐ Touch this buƩon to set the delay Ɵmer for each fault condiƟon.  Restart AŌer Trip ConfiguraƟon   Delay Timer ‐  There are three separate alarm delay Ɵmer seƫngs.  Enter the restart Ɵme delay seƫngs  for each fault group:   Line Fault Timer—Delays under‐voltage, over‐voltage, and voltage imbalance restart aƩempt   Load Fault Timer—Delays under‐current, low kW, and high kW restart aƩempt    Motor Fault—Delays thermal overload, mechanical jam and current imbalance restart aƩempts  Trip Mode ‐ Select ALARM (only) or TRIP.  A trip mode buƩon is available for the Line Fault group, and  another for ground fault.  Restart Tries ‐ Enter the number of Ɵmes that the Insight is to try reseƫng the fault condiƟon before re‐ quiring external fault reset.  Restart try seƫngs are available for the Load Fault and Motor Fault groups.  Other Setup Scre MOTOR Vision  Insight ConfiguraƟon   Delay Timer  Trip Mode  Restart Tries  185 Level Control  120 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Starter Status ‐ The MOTOR Vision U‐Line Dashboard has an animated photo of  the U‐Line motor starter.  The  disconnect handle rotates to show the actual posiƟon of the starter’s handle, the ‘LCD display” shows starter   status and fault condiƟons, and the communicaƟon indicators flash to show communicaƟon status.  Meters ‐  A secƟon of the dashboard includes meters for thermal load, current, power factor, and ground fault.    Fault Status Overview ‐ 8separate fault condiƟons can be monitored and displayed in a clear table format.    The PUMP Vision PV1200 can be set to communicate with the Schneider  (Square D) U‐Line products via a Modbus connecƟon that enables the PUMP  Vision to display current, ground fault, and a variety of trip informaƟon.    A MOTOR Vision Dashboard is provided for each pump  configured with an  Eaton Insight.  The Dashboard gives a clear overview of the motor operaƟng  condiƟons, with numerous parameters being constantly monitored and report‐ ed to the PUMP Vision.  MOTOR Vision  U‐Line Dashboard  MOTOR Vision U‐Line Dashboard  MOTOR Vision  Fault Status  Meters  Starter Status  186 Level Control  121 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Reset  Reset ‐ Touch this buƩon to send a fault reset command to the Insight overload.  The buƩon is disabled if  there are no condiƟons to reset.  Some faults trip the breaker handle on the U‐Line starter.  The me‐ chanical handle on the U‐Line starter must be manually reset.  Com Status ‐ This field shows the communicaƟon status between the PV1200 and the starter.      MOTOR Vision Fault Status ‐ The MOTOR Vision U‐Line Dashboard gives an overview of the pump motor’s running  condiƟons.  Each of the eight monitored funcƟons have a warning and trip status indicator (except short‐circuit  and mag‐trip which have no warning). The status indicator can display:  WARN  TRIP  OK  OK STATUS NORMAL  FUNCTION IS OVER WARNING THRESHOLD  FUNCTION IS OVER TRIPPED THRESHOLD  FUNCTION IS NOT ENABLED  MOTOR Vision  Fault Status  MOTOR Vision  U‐Line Dashboard  Com  Status  187 Level Control  122 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Meters    Starter Status ‐ The MOTOR Vision U‐Line Dashboard has an animated photo of  the U‐Line motor starter.  The  disconnect handle rotates to show the actual posiƟon of the starter’s handle, the ‘LCD display” shows starter   status and fault condiƟons, and the communicaƟon indicators flash to show communicaƟon status.  Starter Status Nameplate ‐ Changes text to show the pump status.  Disconnect Handle ‐ Rotates to mimic the actual motor starter’s three possible posiƟons of OFF, ON and  TRIPPED.  ‘LCD Display’ ‐ Shows with color and text the status of the starter’s contact and operaƟng state.  Com Status ‐ Three ‘LED indicators’ mimic the LED indicators on the actual starters to show the status of  the Modbus communicaƟon connecƟon to the PUMP Vision.  Meters ‐ Analog and digital meters are provided for a number of motor operaƟng condiƟons, inlcuding:   Current—with individual digital displays for each phase, average, and imbalance   Ground Fault % of Load Amperes   Thermal Load % of FLA   Power Factor Percent  Note:  The range for the current meter must be setup in the VFD/Starter Type and Amp Range screen.  MOTOR Vision  U‐Line Dashboard  Com  Status  ‘LCD Display’  Disconnect  Handle  Starter   Status  188 Level Control  123 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Trip Range  Overload Seƫng  Overview  The MOTOR Vision Overload ConfiguraƟon screen provides access to the thermal overload and short‐circuit  trip  seƫngs of the U‐Line motor starter.  The changes made on this screen are wriƩen though the Modbus connec‐ Ɵon into the smart motor starter, making the starter configuraƟon simple, without the need for opening the  control cabinet door.  Trip Range ‐ Displays the current trip range for each pump.  The PV1200 reads the range automaƟcally from the U‐ Line starter  Overload Seƫngs ‐ Touch this buƩon to modify the full load amperage overload seƫng for each pump.  The seƫng  must be within the Trip Range.  Thermal Trip Class ‐ Touch this buƩon to modify the thermal trip class.  The seƫng must be entered as 5, 10, 15,  20, 25 , 30.  Short‐circuit Trip ‐ Touch this buƩon to modify the short‐circuit trip percentage. The range is 300‐1700%.  Warning ‐ Touch these switches to toggle between enable/disable of  warning parameters for each fault condiƟon  for the pump.   Trip ‐ Touch these switches to toggle between enable/disable of  trip parameters for each fault condiƟon for the  pump.   Trip Delay Timer ‐ Set the delay Ɵmer before each warning/trip fault condiƟon is reached.  Reset @ ‐ Allow the starter to reset when it has reached this percent of each fault condiƟon.  Reset AƩempts ‐ Number of conƟguous reset aƩempts before fault condiƟon will not aƩempt another reset.  MOTOR Vision  U‐Line Overload ConfiguraƟon  Thermal  Trip Class  Short‐circuit  Trip  Reset AƩempts  Reset @  Warning  Trip  Trip Delay Time  189 Level Control  124 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com     Overview  The system clock setup is accessed by touching the date or Ɵme on any screen where they are displayed in the  Status Bar.   The system Ɵme and date provides the date and Ɵme stamp to the data and alarm logs, and is used  for Ɵme clock related control funcƟons.  The clock is baƩery backed by the PV1200 user accessible backup baƩery so that the correct Ɵme is maintained  through power failures or other system shutdowns.  When the PV1200 is connected to the internet, the date and Ɵme can be automaƟcally undated by connecƟng  periodically to a NIST Ɵme server.  Date and Time ‐ Manually enter the correct date and Ɵme by touching these buƩons.  Enable/Disable ‐ Touch here to enable or disable the NIST Ɵme update funcƟon.  Setup NIST ‐ Touch here to access the NIST TIME SETUP screen. If the PV1200 has the opƟonal Ethernet card in‐ stalled and is connected to the internet, the opƟon to automaƟcally update the Ɵme from an NIST Ɵme server is  available.  NIST Time Server Setup ‐ it is necessary to enter the IP address of a NIST Ɵme server.  The PV1200 factory defaults  to the server at the University of Colorado at Boulder.  For a list of available servers in the U.S., see hƩp:// ƞ.nist.gov/ƞ‐cgi/servers.cgi.   IP Address ‐ Enter the NIST server IP address here.  Offset Hours ‐ Enter the correct hours offset for the local Ɵme zone from Greenwich Mean Time.  Daylight Saving Time ‐ Touch the switch to toggle Enable/Disable daylight saving Ɵme.  This opƟon will not auto‐ maƟcally switch to Standard Time.  Update ‐ Touch this bar to update the system clock through the Internet NIST connecƟon.  Unlock Screen ‐ The date and Ɵme can only be modified when the screen is unlocked by entering the level 1 pass‐ word.      Enable/Disable  SYSTEM CLOCK  Time  Date IP Address  Daylight Saving Time  Update  190 Level Control  125 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com    Text Entry Screen  Overview  When a data entry field is touched that requires an ASCII text entry, such as a email address, user login name,  password, etc., the ASCII text entry screen will appear.  By default the screen with all upper case leƩers is dis‐ played.  Screen Scroll ‐ Scrolls through the five keyboard screens which offer keyboards for upper case, lowercase, sym‐ bols and special characters.  Clear ‐ Clears the data entry window.  Text Entry ‐ Moves the cursor leŌ or right in the data entry window.  Cursor Scroll  ‐ Moves the cursor leŌ or right.  Return ‐ Exits the screen without saving changes .  Delete and Backspace ‐ Delete erased the character that the cursor is currently on.  Backspace deletes the char‐ acter to the leŌ of the cursor.  Enter and Return  ‐ Accept the data entry and return to the previous screen.  Return  Delete and   Backspace  Screen Scroll  Cursor Scroll Cursor Scroll  Enter and  Return  Text Entry  Clear  191 Level Control  126 California Motor Controls, Inc.         Benicia, CA  V2.2 Copyright 2005‐2016  12/30/2016   www.cmcontrols.com       192 www.jensenwaterresources.com LEVEL SENSORS 193 www.jensenwaterresources.com PRESSURE TRANSMITTER 194 195 196 197 198 199 www.jensenwaterresources.com FLOAT SWITCH 200 Cox Research and Technology, Inc. (“Cox”) warrants to the original purchaser (the “Customer”) that the Optical Float® systems and products will be free of defects in materials or workmanship, for a period of 3 years from the date of purchase. This warranty is void on products that have been, in our judgment, tampered with, abused, improperly stored, improperly wired, improperly installed, misused or subjected to high voltages either through negligence, power surges, lightning or other sources; modified, altered or adapted without Cox’s written consent; or used with equipment not covered by this warranty, to the extent that problems are attributable to such use. The Customer is required to obtain a return authorization number from Cox before returning any products. The customer is responsible for all expenses including removal, re-installation and shipping necessary to deliver the returned products to the factory for evaluation, repair, or replacement. Cox’s sole liability under this Limited Warranty is, at its option, to repair or replace any products that are found defective in materials or workmanship, or to refund the purchase price paid for the defective product. Disclaimer of Further Warranties. THE LIMITED WARRANTY SET FORTH ABOVE IS THE EXCLUSIVE WARRANTY APPLICABLE TO THIS CONTRACT, AND COX EXPRESSLY DISCLAIMS ALL OTHER WARRANTIES OR REMEDIES, INCLUDING WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, WHETHER THE SAME ARE WRITTEN, VERBAL, IMPLIED, OR STATUTORY. THE CUSTOMER IS SOLELY RESPONSIBLE FOR DETERMINING THE SUITABILITY OF COX OPTICAL FLOAT SYSTEM PRODUCTS FOR THE CUSTOMER’S INTENDED PURPOSES, AND COX SHALL NOT BE LIABLE FOR THE SUITABILITY OF ITS OPTICAL FLOAT SYSTEM PRODUCTS FOR ANY PARTICULAR PURPOSE. Limitation of Liability. Customer’s rights and remedy are governed exclusively by the terms and conditions of this Limited Warranty and Customer expressly waives any claim based upon contract, tort, strict liability, or otherwise. Under no circumstances shall Cox be liable for any incidental, consequential, or special damages, losses, or expenses incurred by Customer or any third party arising from this offer of sale or the performance of Optical Floats systems hereunder. Under no circumstances shall the amount of any claim for damages or liability exceed the amount paid by Customer for products provided by Cox hereunder. This Limited Warranty may only be modified in writing by an officer of Cox, and is the entire agreement between the parties hereto. If any provision of this Limited Warranty is determined to be void, the remaining provisions are deemed valid and enforceable. LIMITED WARRANTY Cox Research and Technology, Inc. 225.756.3271 > 800.910.9109 > f: 225.755.103014697 South Harrell's Ferry RoadBaton Rouge, LA. 70816optifloat.com041309 The next generation of fl at. INSTALLATION INSTRUCTIONS PROCESS > POWER > LIGHT ® The next generation of fl at. INSTALLATION INSTRUCTIONS PROCESS > POWER > LIGHT ® Cox Research and Technology, Inc. (“Cox”) warrants to the original purchaser (the “Customer”) that the Optical Float® systems and products will be free of defects in materials or workmanship, for a period of 3 years from the date of purchase. This warranty is void on products that have been, in our judgment, tampered with, abused, improperly stored, improperly wired, improperly installed, misused or subjected to high voltages either through negligence, power surges, lightning or other sources; modified, altered or adapted without Cox’s written consent; or used with equipment not covered by this warranty, to the extent that problems are attributable to such use. The Customer is required to obtain a return authorization number from Cox before returning any products. The customer is responsible for all expenses including removal, re-installation and shipping necessary to deliver the returned products to the factory for evaluation, repair, or replacement. Cox’s sole liability under this Limited Warranty is, at its option, to repair or replace any products that are found defective in materials or workmanship, or to refund the purchase price paid for the defective product. Disclaimer of Further Warranties. THE LIMITED WARRANTY SET FORTH ABOVE IS THE EXCLUSIVE WARRANTY APPLICABLE TO THIS CONTRACT, AND COX EXPRESSLY DISCLAIMS ALL OTHER WARRANTIES OR REMEDIES, INCLUDING WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, WHETHER THE SAME ARE WRITTEN, VERBAL, IMPLIED, OR STATUTORY. THE CUSTOMER IS SOLELY RESPONSIBLE FOR DETERMINING THE SUITABILITY OF COX OPTICAL FLOAT SYSTEM PRODUCTS FOR THE CUSTOMER’S INTENDED PURPOSES, AND COX SHALL NOT BE LIABLE FOR THE SUITABILITY OF ITS OPTICAL FLOAT SYSTEM PRODUCTS FOR ANY PARTICULAR PURPOSE. Limitation of Liability. Customer’s rights and remedy are governed exclusively by the terms and conditions of this Limited Warranty and Customer expressly waives any claim based upon contract, tort, strict liability, or otherwise. Under no circumstances shall Cox be liable for any incidental, consequential, or special damages, losses, or expenses incurred by Customer or any third party arising from this offer of sale or the performance of Optical Floats systems hereunder. Under no circumstances shall the amount of any claim for damages or liability exceed the amount paid by Customer for products provided by Cox hereunder. This Limited Warranty may only be modified in writing by an officer of Cox, and is the entire agreement between the parties hereto. If any provision of this Limited Warranty is determined to be void, the remaining provisions are deemed valid and enforceable. LIMITED WARRANTY Cox Research and Technology, Inc. 225.756.3271 > 800.910.9109 > f: 225.755.103014697 South Harrell's Ferry RoadBaton Rouge, LA. 70816optifloat.com041309 The next generation of fl at. INSTALLATION INSTRUCTIONS PROCESS > POWER > LIGHT ® The next generation of fl at. INSTALLATION INSTRUCTIONS PROCESS > POWER > LIGHT ® Cox Research and Technology, Inc. (“Cox”) warrants to the original purchaser (the “Customer”) that the Optical Float® systems and products will be free of defects in materials or workmanship, for a period of 3 years from the date of purchase. This warranty is void on products that have been, in our judgment, tampered with, abused, improperly stored, improperly wired, improperly installed, misused or subjected to high voltages either through negligence, power surges, lightning or other sources; modified, altered or adapted without Cox’s written consent; or used with equipment not covered by this warranty, to the extent that problems are attributable to such use. The Customer is required to obtain a return authorization number from Cox before returning any products. The customer is responsible for all expenses including removal, re-installation and shipping necessary to deliver the returned products to the factory for evaluation, repair, or replacement. Cox’s sole liability under this Limited Warranty is, at its option, to repair or replace any products that are found defective in materials or workmanship, or to refund the purchase price paid for the defective product. Disclaimer of Further Warranties. THE LIMITED WARRANTY SET FORTH ABOVE IS THE EXCLUSIVE WARRANTY APPLICABLE TO THIS CONTRACT, AND COX EXPRESSLY DISCLAIMS ALL OTHER WARRANTIES OR REMEDIES, INCLUDING WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, WHETHER THE SAME ARE WRITTEN, VERBAL, IMPLIED, OR STATUTORY. THE CUSTOMER IS SOLELY RESPONSIBLE FOR DETERMINING THE SUITABILITY OF COX OPTICAL FLOAT SYSTEM PRODUCTS FOR THE CUSTOMER’S INTENDED PURPOSES, AND COX SHALL NOT BE LIABLE FOR THE SUITABILITY OF ITS OPTICAL FLOAT SYSTEM PRODUCTS FOR ANY PARTICULAR PURPOSE. Limitation of Liability. Customer’s rights and remedy are governed exclusively by the terms and conditions of this Limited Warranty and Customer expressly waives any claim based upon contract, tort, strict liability, or otherwise. Under no circumstances shall Cox be liable for any incidental, consequential, or special damages, losses, or expenses incurred by Customer or any third party arising from this offer of sale or the performance of Optical Floats systems hereunder. Under no circumstances shall the amount of any claim for damages or liability exceed the amount paid by Customer for products provided by Cox hereunder. This Limited Warranty may only be modified in writing by an officer of Cox, and is the entire agreement between the parties hereto. If any provision of this Limited Warranty is determined to be void, the remaining provisions are deemed valid and enforceable. LIMITED WARRANTYCox Research and Technology, Inc.225.756.3271 > 800.910.9109 > f: 225.755.103014697 South Harrell's Ferry RoadBaton Rouge, LA. 70816optifloat.com041309 The next generation of fl at.INSTALLATION INSTRUCTIONS PROCESS > POWER > LIGHT ®The next generation of fl at.INSTALLATION INSTRUCTIONS PROCESS > POWER > LIGHT ® TR2A 201 1 14  4+RZPXFKGRWKH\FRVW" $2SWL)ORDW®V\VWHPVFRVWDERXWWKHVDPHDQGLQPDQ\FDVHVOHVVWKDQVWDQGDUGLQWULQVLFDOO\VDIHV\VWHPVZLWKHOHFWULFIORDWVDQGLQWHUIDFHUHOD\V1HDUO\DOOZDVWHZDWHUSXPSVWDWLRQVUHTXLUHFRPSOLDQFHZLWK1)3$6WDQGDUGZKLFKFODVVLILHVPRVWZHWZHOOVDVD&ODVV'LYLVLRQKD]DUGRXVDUHD&RPELQLQJWKLVZLWKWKHH[WUHPHO\ORQJOLIHRIRUPRUHWLPHVWKDWRIFRQYHQWLRQDOHOHFWULFDOIORDWVDQGHYHQXVLQJWKHPLQOHVVVWULQJHQW&ODVV'LYLVLRQRU8QFODVVLILHGDUHDVWKHFRVWRIFKDQJLQJRXWFRQYHQWLRQDOHOHFWULFDOIORDWVPDNHVWKH2SWL)ORDW®OHYHOGHWHFWRUVE\IDUWKHEHVWYDOXH  4:KHUHGRZHSXUFKDVHWKHIORDWVDQGDFFHVVRULHV" $7KH\FDQEHSXUFKDVHGIURPRXUQDWLRQDOGLVWULEXWRUV&RQWDFWXVZLWK\RXU UHTXLUHPHQWVDQGZHZLOOGLUHFW\RXWR\RXUGLVWULEXWRU  4:KDWLVWKHZDUUDQW\RQWKHIORDWV" $6WDQGDUGZDUUDQW\LVIRU\HDUV/RQJHUZDUUDQWLHVDUHDYDLODEOH  4&DQZHJHWTXDQWLW\GLVFRXQWV $<HV&RQWDFWXVZLWK\RXUUHTXLUHPHQWV 4+RZFDQWKH2SWL)ORDW®OHYHOGHWHFWRUVORZHURXUPDLQWHQDQFH FRVW"$ 7KH2SWL)ORDW®OHYHOGHWHFWRUVDQGDFFHVVRULHVKDYHEHHQWHVWHG ZLWKRXWIDLOXUHWRZHOORYHURSHUDWLRQV0RVWHOHFWULFDOIORDWVZLOOIDLOZLWKOHVVWKDQRSHUDWLRQV7KLVPHDQVWKDW\RXZLOOSUREDEO\FKDQJHRXWRUPRUHHOHFWULFDOIORDWVEHIRUH\RXFKDQJHRXWRSWLFDOIORDW7KLVLVGXHSULPDULO\WRWKHXVHRIWKHSODVWLFILEHUFDEOHLQVWHDGRIPHWDOOLFZLUHV7KHSODVWLFILEHUFDEOHFDQEHEHQWWKURXJKIXOOGHJUHHF\FOHVPDQ\WLPHVPRUHWKDQFRSSHUZLUHV   4,VWKHIORDW5R+6FRPSOLDQW"  $<HV,WLVFRQVLGHUHG³*UHHQ´WHFKQRORJ\,WLVDOOUHF\FODEOHDQG5R+6 FRPSOLDQW5R+6LVWKH(XURSHDQ8QLRQ³5HVWULFWLRQRI+D]DUGRXV 6XEVWDQFHV'LUHFWLYH´ZKLFKWRRNHIIHFW-XO\   4:KDWLVWKHDQJOHRIRSHUDWLRQRIWKHIORDW" $ 7KH2SWL)LVDQDUURZDQJOHIORDW,WZLOORSHUDWHZLWKDVOLWWOHDVGHJUHHRIWLOWIURPKRUL]RQWDO+RZHYHUGXHWRWKHDQWLFKDWWHULQJOLTXLGLQWKHDFWLYDWLRQGHYLFHWKHUHPD\EHDVOLJKWWLPHGHOD\6SHFLDOIORDWVDUHDYDLODEOHWKDWGRQRWKDYHWKHWLPHGHOD\&RQWDFW&R[5HVHDUFKZLWK\RXUUHTXLUHPHQWV   4$UHWKHIORDWVVHQVLWLYHWRURWDWLRQ"  $1R7KHDFWLYDWLQJGHYLFHLVRQWKHFHQWHUD[LVWRWKHIORDWDQGLVWKXVLQGHSHQGHQWRIWKHURWDWLRQRIWKHIORDW Opti-Float®and Optical Float®are registered trademarks of Cox Research and Technology, Inc. Baton Rouge, La.- coxresearch.com . The Opti-Float®level detector has both US and foreign patent protection.1 Combining new technology with a familiar device, the Opti-Float® level detector is a revolutionary innovation in discrete level detectors. The new float is made of safe, recyclable materials, is mercury and lead free, and is engineered for many years of service. The design of the Opti-Float® level detector is amazingly simple. Using plastic fiber optic cable, a beam of light is transmitted from an LED in a remote transceiver down to the float, where the beam makes and breaks depending on the tilt of the float. When the transceiver detects the presence of absence of light, a relay is activated in the transceiver, which can then operate other devices. The transceivers are all dual, din rail mounted units, that can connect to two floats. Additional transceivers can be used for additional floats. 202 2 203 3 1. Proper installation of Opti-Float® level detectors will insure long trouble free operation.2. The transceivers are dual units capable of operating 2 floats. The transceivers have relay outputs both normally open and normally closed. The most common mode is normally open, floating tilted down, beam blocked, relay de-energized, relay contact open. Relay contacts close when the float is tilted up. 3. Install transceivers on a din rail mounting. Connect a 12 VDC, 10 watt power supply to the+ and - terminals. Connect the relay contacts, R1 and R2 to the control circuit.4. The relays can be connected directly in the motor starter contactor coil circuit. For maximum relay life, it is recommended that interface relays be used on starters larger than NEMA size 2. 5. Strip off the outer sheath of the pair of fiber optic cables as far as necessary. Use care so as not to cut the fiber cables.6. The fiber cables consist of a plastic light fiber with a thin polyethylene covering. Do not strip off this covering. Square cut the ends of the fiber cable using a sharp razor blade, box cutter, cigar cutter or a simple device available from Cox Research. Look at the cut end and verify that it is a clean cut with no polyethylene covering the light fiber. Re-cut if necessary. Polishing of the end is not required.7. Completely loosen the cinch nuts on the transceiver but do not remove them. Insert the fiber cables into the ends until they bottom out. The fiber cables will insert approximately 16mm (5/8”) from the end of the fully loosened cinch nut. 8. Hand tighten the cinch nuts. Do not use any tool for this operation. Verify that the fiber cables are securely in place. Also make sure that the cables enter the connector straight. Undue lateral tension will keep the fibers from mating with the transmitter and receiver devices inside the housing. The minimum recommended bending radius of the fiber cables is 25mm (1 “). 9. The blue connector is the light source and the black connector is the light receiver. It does not matter which fiber cable is inserted into which connector. Just make sure that they are matching pairs of the same float.10.When in operation, a float that is tilted above horizontal will illuminate its respective red LED, R1 or R2, on the front of the transceiver. It does not matter whether the relay is connected normally open or normally closed. The green PWR light will illuminate when the transceiver has power. 11.Spare transmitter and receiver connectors should be covered with plastic dust covers shipped with each unit. This will not only prevent contaminates from getting into the device, it will also prevent ambient light from entering a spare receiver which may cause it to switch on and off.12.It is recommended that float cables be ordered with the correct length of cable. However, in the event that a splice is necessary, the cable can be spliced with one pair of splices. Splices are tubular with cinch nuts on each end. Contact Cox Research for splice kits. 13.Standard cable lengths are 30, 60 and 100 feet. Maximum recommended splice lengths are 150’ total.14.When installing the cables make sure that they are not unduly kinked, stressed, rubbing against sharp objects or installed such that the bending radius of the cable is less than 25mm (1”) in any location. Larger loops are recommended. 204 4 15. For optimum operation when attached to supports, tether the float with about 100mm (4”) of cable slack.16. Attach the floats to support cable, chain, rod or other devices using standard wire ties. Attach the float cable perpendicular to the support and make an additional parallel attachment about 100mm (4”) above the first one. See instructions supplied with Cox Research cable attachment devices for proper installation.17. Where float wires enter a junction or terminal box adjacent to a control panel, it is recommended that the float cable not be cut and spliced, but brought directly through the box to the control panel. Make a loop in the cable such that a splice could be installed at a later date if necessary. If desired, the sheath of the optical cable can be removed where individual fibers are needed to be installed through seal off fittings.18.Although designed to take a large amount of abuse, for maximum life, it is recommended that the Opti-Float® level detectors not be abused by striking them against the walls of wet wells.19.A complete fully assembled, UL listed, externally mounted Retro-Kit consisting of floats, transceivers, power supply and enclosure is available from Cox Research. An internally mounted kit without enclosure is also available. Contact us with your requirements. 205 5 206 6 207 7 208 8 209 9 210 10 211 11 212 4+RZORQJZLOOWKHIORDWODVW" $ :HKDYHUXQH[WHQVLYHWHVWVRQWKHPDQGIRXQGWKDWWKHIORDWVDVZHOODVWKHFRQWUROOHUVFRQVLVWHQWO\ODVWZHOORYHURSHUDWLRQVZLWKRXWIDLOXUH(OHFWULFDOIORDWVFRQVLVWHQWO\IDLODWWKHSRLQWRIPD[LPXPUHSHDWHGEHQGLQJVWUHVVRIWKHFRSSHUZLUHVZKLFKLVQHDUWKHIORDWKRXVLQJ&RSSHUZLUHKDVDPXFKKLJKHUPRGXOXVRIHODVWLFLW\DQGIDWLJXHVYHU\TXLFNO\7KH2SWL)ORDW®OHYHOGHWHFWRUXVHVSODVWLFILEHUFDEOHDQGLVQHDUO\LQGHVWUXFWLEOHLQIORDWVZLWFKDSSOLFDWLRQV,WKDVDOLIHRIRUPRUHWLPHVWKDWRIFRQYHQWLRQDOHOHFWULFDOIORDWV  4+DYLQJDILEHURSWLFFDEOHDUHWKHUHDQ\VSHFLDOSUHFDXWLRQVWKDWZHKDYHWRWDNHWRDYRLGSUREOHPV"$ 1R7KHILEHURSWLFFDEOHXVHGZLWKWKH2SWL)ORDW®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requently Asked Questions 3 12 A. We have run extensive tests on them and found that the floats consistently last well over 15,000,000 operations without failure. Electrical floats consistently fail at the point of maximum repeated bending stress of the copper wires, which is near the float housing. Copper wire has a much higher modulus of elasticity and fatigues very quickly. The Opti-Float® level detector uses plastic fiber cable and is nearly indestructible in float switch applications. It was a life of 10 or more times that of conventional electrical floats. 213 13 /03/11  4+RZGR\RXNHHSWKHIORDWIURPFKDWWHULQJLQWXUEXOHQWZDWHU" $ :HKDYHGHVLJQHGLWWKDWZD\7KHOLJKWHFOLSVHULQVLGHRIWKHIORDWRSHUDWHVLQDGDPSHQLQJIOXLGZLWKDYHU\ZLGHRSHUDWLQJWHPSHUDWXUHUDQJH7KLVGDPSHQLQJIOXLGVORZVWKHHFOLSVHUGRZQXVLQJWKHVDPHSULQFLSOHDVVKRFNDEVRUEHUVRQDQDXWRPRELOH$OVRWKHFRQWUROOHULVGHVLJQHGZLWKDVPDOOLQKHUHQWWLPHGHOD\EHIRUHRSHUDWLQJWKHUHOD\V7KHVHWZRIHDWXUHVHOLPLQDWHWKHSUREOHPVDVVRFLDWHGZLWKIORDWFKDWWHU  4:K\LVWKH2SWL)ORDW®OHYHOGHWHFWRUWZRWRQHLQFRORU"$7KHWRQHSDWHQWHGIHDWXUHKDVDSXUSRVH,WLVOLJKWLQFRORURQWKHGRPHVRWKDW\RXFDQHDVLO\VHHE\ORRNLQJGRZQLQWRWKHZDWHULIWKHIORDWLVWLOWHGXSRUGRZQ  4+RZUXJJHGLVWKHIORDWIURPDEXVH $)RUWHVWLQJSXUSRVHVRQO\WKH2SWL)ORDW®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®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hat types of accessories do you have? A. We have many accessories including external weights, cable strippers,cutters, splice kits and unique hanging devices. You can find our catalogand other information on these devices on our web site.12. Q. Can the optical cable be spliced?A.Yes. Although it is best to order the floats with the correct length of cable, the cable can be easily spliced if necessary. See our web site for more information or give us a call. 13. Q. How much do they cost? A. Opti-Float®systems cost about the same and in many cases less than standard intrinsically safe systems with electric floats and interface relays. Nearly all waste water pump stations require compliance with NFPA Standard 820 which classifies most wet-wells as a Class 1, Division 1 hazardous area. Combining this with the extremely long life of 10 or more times that of conventional electrical floats, and even using them in less stringent Class 1, Division 2 or Unclassified areas, the cost of changing out conventional electrical floats makes the Opti-Float®level detectors by far the best value. 14. Q. Where do we purchase the floats and accessories? A. They can be purchased from our national distributors. Contact us with your requirements and we will direct you to your distributor. 15. Q. What is the warranty on the floats? A. Standard warranty is for 3 years. Longer warranties are available. 16. Q. Can we get quantity discounts. A. Yes. Contact us with your requirements. 17. Q. How can the Opti-Float®level detectors lower our maintenance cost? A.The Opti-Float®level detectors and accessories have been tested without failure to well over 12,000,000 operations. Most electrical floats will fail with less than 100,000 operations. This means that you will probably change out 10 or more electrical floats before you change out 1 optical float. This is due primarily to the use of the plastic fiber cable instead of metallic wires. The plastic fiber cable can be bent through full 180 degree cycles many times more than copper wires. 03/03/11 18.Q. Is the float RoHS compliant? A. Yes. It is considered “Green” technology. It is all recyclable and RoHS compliant. RoHS is the European Union “Restriction of Hazardous Substances Directive” which took effect July1, 2006. 19.Q. What is the angle of operation of the float? A.The Opti-F1 is a narrow angle float. It will operate with as little as 1 degree of tilt from horizontal. However, due to the anti-chattering liquid in the activation device, there may be a slight time delay. Special floats are available that do not have the time delay. Contact Cox Research with your requirements. 20.Q. Are the floats sensitive to rotation? A. No. The activating device is on the center axis to the float and is thus independent of the rotation of the float. Opti-Float®and Optical Float®are registered trademarks of Cox Research and Technology, Inc. Baton Rouge, La.-coxresearch.com . The Opti-Float®level detector has both US and foreign patent protection. 03/03/11 18.Q. Is the float RoHS compliant? A. Yes. It is considered “Green” technology. It is all recyclable and RoHS compliant. RoHS is the European Union “Restriction of Hazardous Substances Directive” which took effect July1, 2006. 19.Q. What is the angle of operation of the float? A.The Opti-F1 is a narrow angle float. It will operate with as little as 1 degree of tilt from horizontal. However, due to the anti-chattering liquid in the activation device, there may be a slight time delay. Special floats are available that do not have the time delay. Contact Cox Research with your requirements. 20.Q. Are the floats sensitive to rotation? A. No. The activating device is on the center axis to the float and is thus independent of the rotation of the float. Opti-Float®and Optical Float®are registered trademarks of Cox Research and Technology, Inc. Baton Rouge, La.-coxresearch.com . The Opti-Float®level detector has both US and foreign patent protection.14 A. The Opti-Float® level detectors and accessories have been tested without fail-ure to well over 15,000,000 operations. Most electrical floats will fail with less than 100,000 operations. This means that you will probably change out 10 or more electrical floats before you change out 1 optical float. This is due primar- ily to the use of the plastic fiber cable instead of metallic wires. The plastic fiber cable can be bent through full 180 degree cycles many times more than copper wires. 215 Cox Research and Technology, Inc. ("Cox") warrants to the original purchaser (the "Customer") that the Optical Float systems and products will be free of defects in materials or workmanship, for a period of 3 years from the date of purchase. This warranty is void on products that have been, in our judgment, tampered with, abused, improperly stored, improperly wired, improperly installed, misused or subjected to high voltages either through negligence, power surges, lighting or other sources; modified, altered or adapted without Cox's written consent; or used with equipment not covered by this warranty, to the extent that problems are attributable to such use. WARRANTY The Customer is required to obtain a return authorization number from Cox before returning any products. The Customer is responsible for all expenses including removal, re-installation and shipping necessary to deliver the returned products to the factory for evaluation, repair, or replacement. Cox's sole liability under this Limited Warranty is, at its option, to repair or replace any products that are found defective in materials or workmanship, or to refund the purchase price paid for the defective product. Cox Research and Technology, Inc. 225.756.3271 > 800.910.9109 > f: 225.755.103014697 South Harrell's Ferry RoadBaton Rouge, LA. 70816 optifloat.com 0314138 R Disclaimer of Further Warranties. THE LIMITED WARRANTY SET FORTH ABOVE IS THE EXCLUSIVE WARRANTY APPLICABLE TO THIS CONTRACT, AND COX EXPRESSLY DISCLAIMS ALL OTHER WARRANTIES OR REMEDIES, INCLUDING WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, WHETHER THE SAME ARE WRITTEN, VERBAL, IMPLIED, OR STATUTORY. THE CUSTOMER IS SOLELY RESPONSIBLE FOR DETERMINING THE SUITABILITY OF COX OPTICAL FLOAT SYSTEM PRODUCTS FOR THE CUSTOMER'S INTENDED PURPOSES, AND COX SHALL NOT BE LIABLE FOR THE SUITABILITY OF ITS OPTICAL FLOAT SYSTEM PRODUCTS FOR ANY PARTICULAR PURPOSE. Limitation of Liability. Customer's rights and remedy are governed exclusively by the terms and conditions of this Limited Warranty and Customer expressly waives any claim based upon contract, tort, strict liability, or otherwise. Under no circumstances shall Cox be liable for any incidental, consequential, or special damages, losses, or expenses incurred by Customer or any third party arising from this offer of sale or performance of Optical Float systems hereunder. Under no circumstances shall the amount of any claim for damages or liability exceed the amount paid by Customer for products provided by Cox hereunder. This Limited Warranty may only be modified in writing by an officer of Cox, and is the entire agreement between the parties hereto. If any provision of this Limited Warranty is determined to be void, the remaining provisions are deemed valid and enforceable. Cox Research and Technology, Inc. ("Cox") warrants to the original purchaser(the "Customer") that the Optical Float systems and products will be free of defects in materials or workmanship, for a period of 3 years from the date of purchase. This warranty isvoid on products that have been, in our judgment, tampered with, abused, improperly stored, improperly wired, improperly installed, misused or subjected to high voltages either through negligence, power surges, lighting or other sources; modified, altered or adapted without Cox's written consent; or used with equipment not covered by this warranty, to the extent that problems are attributable to such use. WARRANTY The Customer is required to obtain a return authorization number from Cox before returningany products. The Customer is responsible for all expenses including removal, re-installation and shipping necessary to deliver the returned products to the factory for evaluation, repair,or replacement. Cox's sole liability under this Limited Warranty is, at its option, to repair or replace any products that are found defective in materials or workmanship, or to refund the purchase price paid for the defective product. Cox Research and Technology, Inc. 225.756.3271 > 800.910.9109 > f: 225.755.103014697 South Harrell's Ferry RoadBaton Rouge, LA. 70816optifloat.com 0314138 R Disclaimer of Further Warranties. THE LIMITED WARRANTY SET FORTH ABOVE ISTHE EXCLUSIVE WARRANTY APPLICABLE TO THIS CONTRACT, AND COX EXPRESSLY DISCLAIMS ALL OTHER WARRANTIES OR REMEDIES, INCLUDINGWARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, WHETHER THE SAME ARE WRITTEN, VERBAL, IMPLIED, OR STATUTORY. THE CUSTOMER IS SOLELY RESPONSIBLE FOR DETERMINING THE SUITABILITY OF COX OPTICAL FLOAT SYSTEM PRODUCTS FOR THE CUSTOMER'S INTENDED PURPOSES, AND COX SHALL NOT BE LIABLE FOR THE SUITABILITY OF ITS OPTICAL FLOAT SYSTEM PRODUCTS FOR ANY PARTICULAR PURPOSE. Limitation of Liability. Customer's rights and remedy are governed exclusively by the terms and conditions of this Limited Warranty and Customer expressly waives any claim based upon contract, tort, strict liability, or otherwise. Under no circumstances shall Cox be liable for any incidental, consequential, or special damages, losses, or expenses incurred byCustomer or any third party arising from this offer of sale or performance of Optical Float systems hereunder. Under no circumstances shall the amount of any claim for damages or liability exceed the amount paid by Customer for products provided by Cox hereunder. This Limited Warranty may only be modified in writing by an officer of Cox, and is the entire agreement between the parties hereto. If any provision of this Limited Warranty is determinedto be void, the remaining provisions are deemed valid and enforceable. 041613 The next generation of fl at. generation of fl The next generation of fl atgeneration of fl ® PROCESS > POWER > LIGHT 030719216 Original Date:5/6/2020 Updated:8/5/2020 TOPGOLF - RENTON, WA - PUMP STATION (FFE 30.5) ASSUMPTIONS DRAINAGE AREA:2.08 ACRES CURVE NUMBER:98 TIME OF CONCENTRATION:5 MINUTES 100-YEAR RAINFALL EVENT STORM TOTAL PEAK PUMP FLOOD DURATION RAINFALL RUNOFF DISCHARGE ELEVATION STORAGE (HRS)(INCHES)(CFS)(CFS)(FEET)(CF) 1 2 3 6 24 (TYPE IA)3.90 1.82 0.4456 23.45 3,957 MAXIMUM ALLOWABLE FLOOD ELEVATION:23.58 FT. (12" of ponding above Green Target vault rim) PUMP STATION DESIGN FLOW RATE:0.4456 CFS 200 GPM Notes: 1) The design flow rate may be met using a configuration of multiple pumps in stages/elevations to be finalized by the local pump designer/engineer. The enclosed calculations are intended as a starting point for final design. 2) The pump system is assumed to drain into a free outfall. ASSUMPTIONS (pump specifier will need to confirm these parameters work with pumps): Wetwell Rim =30.49 feet High Water Alarm =23.58 feet Lag Pump On =14.65 feet Lead Pump On (Invert In) =13.65 feet Pump(s) Off =10.65 feet Wetwell Diameter =8.00 feet STAGE-STORAGE CALCULATIONS Red Surface grade at lowest side of target 29.5 Red Top of Floor of Target 23.58 targetRed Bottom of Floor of Target / Top of Vault 23.08 targetvaultsRed Bottom of Vault / Top of Basin / RIM vaultsbasinsRed 1 Upstream Invert 21.4 basinsRed 1 Downstream Invert Red 2 Upstream Invert 20.61 Red 2 Downstream Invert Red 3 Upstream Invert 19.81 Red 3 Downstream Invert Red 4 Upstream Invert 21.4 pipesRed 4 Downstream Invert pipesYellow 1 Surface grade at lowest side of target 29.5 Yellow 1 Top of Floor of Target 23.58 targetYellow 1 Bottom of Floor of Target / Top of Vault 22.58 targetvaultsYellow 1 Bottom of Vault / Top of Basin / RIM 20.58 vaultsbasinsYellow 1 Upstream Invert 17.96 Yellow 1 Downstream Invert 16.59 basinspipesGreen Surface grade at lowest side of target 29.5 Green Top of Floor of Target 23.58 targetGreen Bottom of Floor of Target / Top of Vault 22.58 targetvaultsGreen Bottom of Vault / Top of Basin / RIM 20.58 vaultsbasinsGreen Upstream Invert 16.59 Green Downstream Invert 15.48 Brown Surface grade at lowest side of target 29.5 basinspipesBrown Top of Floor of Target 23.58 targetBrown Bottom of Floor of Target / Top of Vault 22.58 targetvaultsBrown Bottom of Vault / Top of Basin / RIM 20.58 vaultsbasinsBrown Upstream Invert 15.48 Brown Downstream Invert 13.65 basinspipesBlue Surface grade at lowest side of target 30 Blue Top of Floor of Target 24.08 targetBlue Bottom of Floor of Target / Top of Vault 23.08 targetvaultsBlue Bottom of Vault / Top of Basin / RIM 21.08 vaultsbasinsBlue Upstream Invert 19.12 Blue Downstream Invert 15.48 basinspipesWhite Surface grade at lowest side of target 31 White Top of Floor of Target 25.08 targetWhite Bottom of Floor of Target / Top of Vault 24.08 targetvaultsWhite Bottom of Vault / Top of Basin / RIM 22.08 vaultsbasinsWhite Upstream Invert 20.41 White Downstream Invert 19.12 PUMP Rim 30.49 PUMP Upstream Invert 15.48 PUMP Downstream Invert 13.65 Lower Invert -.01 13.64 Lower Invert -3.0 (Pump Off Elev.)10.65 Lower Invert -3.01 (Pump Off Elev. - 0.01)10.64 Lower Invert + 1.0 (second pump on)14.65 Lower Invert + 0.99 14.64 AD 8 Rim 27.2 Upstream Invert 25.53 Downstream Invert 25.06 AD 9 Rim 27.2 Upstream Invert 25.06 Downstream Invert 24.75 AD 10 Rim 27.01 Upstream Invert 24.75 Downstream Invert 24.50 AD 11 Rim 28.00 Upstream Invert 26.25 Downstream Invert 25.16 basinspipes TOPGOLF - RENTON Outfield Drainage System Volume Summary 10.64 - - - - - - - - - 10.65 0.01 0.01 - - - - - - - 13.64 3.00 1.00 150.29 - - - - 150.29 0.00 13.65 3.01 0.01 150.80 - - - - 150.80 0.00 14.64 4.00 2.00 200.56 - - - 35.00 235.56 0.01 14.65 4.01 0.01 201.06 - - - 35.10 236.16 0.01 15.48 4.84 3.00 242.78 - - - 94.80 337.58 0.01 16.59 5.95 1.11 298.58 - - 3.49 185.98 488.04 0.01 17.96 7.32 4.00 367.44 - - 12.13 312.10 691.67 0.02 19.12 8.48 1.16 425.75 - - 26.70 361.60 814.05 0.02 19.81 9.17 5.00 460.43 - - 37.54 389.80 887.77 0.02 20.41 9.77 0.60 490.59 - - 47.44 430.99 969.02 0.02 20.58 9.94 6.00 499.14 - - 50.78 445.44 995.35 0.02 20.61 9.97 0.03 500.64 - 2.16 51.00 447.76 1,001.56 0.02 21.08 10.44 7.00 524.27 - 36.00 54.69 477.99 1,092.95 0.03 21.4 10.76 0.32 540.35 - 64.80 56.20 494.80 1,156.15 0.03 22.08 11.44 8.00 574.53 - 126.00 60.47 512.40 1,273.40 0.03 22.58 11.94 0.50 599.67 - 171.00 62.04 512.40 1,345.11 0.03 23.08 12.44 9.00 624.80 477.90 180.00 63.61 512.40 1,858.71 0.04 23.58 12.94 0.50 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 24.08 13.44 10.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 24.5 13.86 0.42 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 24.75 14.11 11.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 25.06 14.42 0.31 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 25.08 14.44 12.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 25.16 14.52 0.08 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 25.53 14.89 13.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 26.25 15.61 0.72 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 27 16.36 14.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 27.01 16.37 0.01 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 27.2 16.56 15.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 28 17.36 0.80 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 29.5 18.86 16.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 30 19.36 0.50 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 30.49 19.85 17.00 649.93 3,252.14 180.00 63.61 512.40 4,658.08 0.11 31 20.36 0.51 997.27 3,252.14 180.00 63.61 512.40 5,005.42 0.11 ∑storagei Pipes (cu-ft) ∑storagei TOTAL (cu-ft) ∑storagei TOTAL (ac-ft) Elev.Stepped ∆elev. ∑storagei Wetwell (cu-ft) ∑storagei Target (cu-ft) ∑storagei Vaults (cu-ft) ∑storagei Basins (cu-ft) Total Head Rim 30.49 Pump Off 10.65 Diameter (in)96 Shape Factor 1.00 HWL 23.58 # Basins 1 Elevation Depth Volume Volume for All Wells (ft) (ft) (CF) (CF) 10.64 0 0.00 0.00 Pump Off 10.65 0 0.00 0.00 13.64 2.99 150.29 150.29 Pump #1 On 13.65 3 150.80 150.80 14.64 3.99 200.56 200.56 Pump #2 On 14.65 4 201.06 201.06 15.48 4.83 242.78 242.78 16.59 5.94 298.58 298.58 17.96 7.31 367.44 367.44 19.12 8.47 425.75 425.75 19.81 9.16 460.43 460.43 20.41 9.76 490.59 490.59 20.58 9.93 499.14 499.14 20.61 9.96 500.64 500.64 21.08 10.43 524.27 524.27 21.40 10.75 540.35 540.35 22.08 11.43 574.53 574.53 22.58 11.93 599.67 599.67 23.08 12.43 624.80 624.80 23.58 12.93 649.93 649.93 24.08 12.93 649.93 649.93 24.50 12.93 649.93 649.93 24.75 12.93 649.93 649.93 25.06 12.93 649.93 649.93 25.08 12.93 649.93 649.93 25.16 12.93 649.93 649.93 25.53 12.93 649.93 649.93 26.25 12.93 649.93 649.93 27.00 12.93 649.93 649.93 27.01 12.93 649.93 649.93 27.20 12.93 649.93 649.93 28.00 12.93 649.93 649.93 29.50 12.93 649.93 649.93 30.00 12.93 649.93 649.93 30.49 12.93 649.93 649.93 31.00 19.84 997.27 997.27 Wet Well Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.58 Lower Limit 23.08 Diameter (in)180 Shape Factor 0.33 HWL 23.58 # Targets 4 Elevation Depth Volume For All of Color (ft) (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0 0.00 0.00 21.08 0 0.00 0.00 21.40 0 0.00 0.00 22.08 0 0.00 0.00 22.58 0 0.00 0.00 23.08 0 0.00 0.00 23.58 0.5 29.16 116.63 24.08 0.5 29.16 116.63 24.50 0.5 29.16 116.63 24.75 0.5 29.16 116.63 25.06 0.5 29.16 116.63 25.08 0.5 29.16 116.63 25.16 0.5 29.16 116.63 25.53 0.5 29.16 116.63 26.25 0.5 29.16 116.63 27.00 0.5 29.16 116.63 27.01 0.5 29.16 116.63 27.20 0.5 29.16 116.63 28.00 0.5 29.16 116.63 29.50 0.5 29.16 116.63 30.00 0.5 29.16 116.63 30.49 0.5 29.16 116.63 31.00 0.5 29.16 116.63 Red Target Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.58 Lower Limit 22.58 Diameter (in)552 Shape Factor 1 HWL 23.58 # Targets 2 Elevation Depth Volume For All of Color (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0 0.00 0.00 21.08 0 0.00 0.00 21.40 0 0.00 0.00 22.08 0 0.00 0.00 22.58 0 0.00 0.00 23.08 0.5 92.88 185.76 23.58 1 559.44 1118.88 24.08 1 559.44 1118.88 24.50 1 559.44 1118.88 24.75 1 559.44 1118.88 25.06 1 559.44 1118.88 25.08 1 559.44 1118.88 25.16 1 559.44 1118.88 25.53 1 559.44 1118.88 26.25 1 559.44 1118.88 27.00 1 559.44 1118.88 27.01 1 559.44 1118.88 27.20 1 559.44 1118.88 28.00 1 559.44 1118.88 29.50 1 559.44 1118.88 30.00 1 559.44 1118.88 30.49 1 559.44 1118.88 31.00 1 559.44 1118.88 Yellow Target Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.58 Lower Limit 22.58 Diameter (in)912 HWL 23.58 # Targets 1 Elevation Depth Volume For All of Color (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0 0.00 0.00 21.08 0 0.00 0.00 21.40 0 0.00 0.00 22.08 0 0.00 0.00 22.58 0 0.00 0.00 23.08 0.5 170.64 170.64 23.58 1 1,125.63 1125.63 24.08 1 1,125.63 1125.63 24.50 1 1,125.63 1125.63 24.75 1 1,125.63 1125.63 25.06 1 1,125.63 1125.63 25.08 1 1,125.63 1125.63 25.16 1 1,125.63 1125.63 25.53 1 1,125.63 1125.63 26.25 1 1,125.63 1125.63 27.00 1 1,125.63 1125.63 27.01 1 1,125.63 1125.63 27.20 1 1,125.63 1125.63 28.00 1 1,125.63 1125.63 29.50 1 1,125.63 1125.63 30.00 1 1,125.63 1125.63 30.49 1 1,125.63 1125.63 31.00 1 1,125.63 1125.63 Green Target Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.58 Lower Limit 22.58 Diameter (in) 912 HWL 23.58 # Targets 1 Elevation Depth Volume For All of Color (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0 0.00 0.00 21.08 0 0.00 0.00 21.40 0 0.00 0.00 22.08 0 0.00 0.00 22.58 0 0.00 0.00 23.08 0.5 121.50 121.50 23.58 1 769.50 769.50 24.08 1 769.50 769.50 24.50 1 769.50 769.50 24.75 1 769.50 769.50 25.06 1 769.50 769.50 25.08 1 769.50 769.50 25.16 1 769.50 769.50 25.53 1 769.50 769.50 26.25 1 769.50 769.50 27.00 1 769.50 769.50 27.01 1 769.50 769.50 27.20 1 769.50 769.50 28.00 1 769.50 769.50 29.50 1 769.50 769.50 30.00 1 769.50 769.50 30.49 1 769.50 769.50 31.00 1 769.50 769.50 Brown Target Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.58 Lower Limit 23.08 Diameter (in) 912 HWL 23.58 # Targets 1 Elevation Depth Volume For All of Color (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0 0.00 0.00 21.08 0 0.00 0.00 21.40 0 0.00 0.00 22.08 0 0.00 0.00 22.58 0 0.00 0.00 23.08 0 0.00 0.00 23.58 0.5 121.50 121.50 24.08 0.5 121.50 121.50 24.50 0.5 121.50 121.50 24.75 0.5 121.50 121.50 25.06 0.5 121.50 121.50 25.08 0.5 121.50 121.50 25.16 0.5 121.50 121.50 25.53 0.5 121.50 121.50 26.25 0.5 121.50 121.50 27.00 0.5 121.50 121.50 27.01 0.5 121.50 121.50 27.20 0.5 121.50 121.50 28.00 0.5 121.50 121.50 29.50 0.5 121.50 121.50 30.00 0.5 121.50 121.50 30.49 0.5 121.50 121.50 31.00 0.5 121.50 121.50 Blue Target Stage-Storage-Discharge Summary Tables Proposed Conditions 10.64 0.00 0 0.000 10.65 1.00 0 0.000 13.64 2.00 0 0.000 13.65 3.00 0 0.000 14.64 4.00 0 0.000 14.65 5.00 0 0.000 15.48 6.00 0 0.000 16.59 7.00 0 0.000 17.96 8.00 0 0.000 19.12 9.00 0 0.000 19.81 10.00 0 0.000 20.41 11.00 0 0.000 20.58 12.00 0 0.000 20.61 13.00 2 0.000 21.08 14.00 36 0.001 21.4 15.00 65 0.001 22.08 16.00 126 0.003 22.58 17.00 171 0.004 23.08 18.00 180 0.004 23.58 19.00 180 0.004 24.08 20.00 180 0.004 24.5 21.00 180 0.004 24.75 22.00 180 0.004 25.06 23.00 180 0.004 25.08 24.00 180 0.004 25.16 25.00 180 0.004 25.53 26.00 180 0.004 26.25 27.00 180 0.004 27 28.00 180 0.004 27.01 29.00 180 0.004 27.2 30.00 180 0.004 28 31.00 180 0.004 29.5 32.00 180 0.004 30 33.00 180 0.004 30.49 34.00 180 0.004 31 35.00 180 0.004 storage (cu-ft) ∑storagei (ac-ft) Target Vault Summary Stage-Storage-Discharge Summary Tables Proposed Conditions stage ∆elev. Upper Limit 22.58 Lower Limit 20.58 Area (sq ft) 18.0 HWL 23.58 # Targets 2 Elevation Depth Volume For All of Color (ft) (ft) (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0.03 0.54 1.08 21.08 0.5 9.00 18.00 21.40 0.82 14.76 29.52 22.08 1.5 27.00 54.00 22.58 2 36.00 72.00 23.08 2 36.00 72.00 23.58 2 36.00 72.00 24.08 2 36.00 72.00 24.50 2 36.00 72.00 24.75 2 36.00 72.00 25.06 2 36.00 72.00 25.08 2 36.00 72.00 25.16 2 36.00 72.00 25.53 2 36.00 72.00 26.25 2 36.00 72.00 27.00 2 36.00 72.00 27.01 2 36.00 72.00 27.20 2 36.00 72.00 28.00 2 36.00 72.00 29.50 2 36.00 72.00 30.00 2 36.00 72.00 30.49 2 36.00 72.00 31.00 2 36.00 72.00 Yellow Vaults Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 22.58 Lower Limit 20.58 Area (sq ft) 18.0 HWL 23.58 # Targets 1 Elevation Depth Volume For All of Color (ft) (ft) (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0.03 0.54 0.54 21.08 0.5 9.00 9.00 21.40 0.82 14.76 14.76 22.08 1.5 27.00 27.00 22.58 2 36.00 36.00 23.08 2 36.00 36.00 23.58 2 36.00 36.00 24.08 2 36.00 36.00 24.50 2 36.00 36.00 24.75 2 36.00 36.00 25.06 2 36.00 36.00 25.08 2 36.00 36.00 25.16 2 36.00 36.00 25.53 2 36.00 36.00 26.25 2 36.00 36.00 27.00 2 36.00 36.00 27.01 2 36.00 36.00 27.20 2 36.00 36.00 28.00 2 36.00 36.00 29.50 2 36.00 36.00 30.00 2 36.00 36.00 30.49 2 36.00 36.00 31.00 2 36.00 36.00 Green Vault Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 22.58 Lower Limit 20.58 Area (sq ft) 18 HWL 23.58 # Targets 1 Elevation Depth Volume For All of Color (ft) (ft) (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0.03 0.54 0.54 21.08 0.5 9.00 9.00 21.4 0.82 14.76 14.76 22.08 1.5 27.00 27.00 22.58 2 36.00 36.00 23.08 2 36.00 36.00 23.58 2 36.00 36.00 24.08 2 36.00 36.00 24.5 2 36.00 36.00 24.75 2 36.00 36.00 25.06 2 36.00 36.00 25.08 2 36.00 36.00 25.16 2 36.00 36.00 25.53 2 36.00 36.00 26.25 2 36.00 36.00 27 2 36.00 36.00 27.01 2 36.00 36.00 27.2 2 36.00 36.00 28 2 36.00 36.00 29.5 2 36.00 36.00 30 2 36.00 36.00 30.49 2 36.00 36.00 31 2 36.00 36.00 Brown Vault Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.08 Lower Limit 21.08 Area (sq ft) 18.00 HWL 23.58 # Targets 1.00 Elevation Depth Volume For All of Color (ft) (ft) (CF) (CF) 10.64 0 0.00 0.00 10.65 0 0.00 0.00 13.64 0 0.00 0.00 13.65 0 0.00 0.00 14.64 0 0.00 0.00 14.65 0 0.00 0.00 15.48 0 0.00 0.00 16.59 0 0.00 0.00 17.96 0 0.00 0.00 19.12 0 0.00 0.00 19.81 0 0.00 0.00 20.41 0 0.00 0.00 20.58 0 0.00 0.00 20.61 0 0.00 0.00 21.08 0 0.00 0.00 21.4 0.32 5.76 5.76 22.08 1 18.00 18.00 22.58 1.5 27.00 27.00 23.08 2 36.00 36.00 23.58 2 36.00 36.00 24.08 2 36.00 36.00 24.5 2 36.00 36.00 24.75 2 36.00 36.00 25.06 2 36.00 36.00 25.08 2 36.00 36.00 25.16 2 36.00 36.00 25.53 2 36.00 36.00 26.25 2 36.00 36.00 27 2 36.00 36.00 27.01 2 36.00 36.00 27.2 2 36.00 36.00 28 2 36.00 36.00 29.5 2 36.00 36.00 30 2 36.00 36.00 30.49 2 36.00 36.00 31 2 36.00 36.00 Blue Vault Stage-Storage-Discharge Summary Tables Proposed Conditions 10.64 10.64 0.00 0 0.000 10.65 10.65 0.01 0 0.000 13.64 13.64 2.99 0 0.000 13.65 13.65 0.01 0 0.000 14.64 14.64 0.99 0 0.000 14.65 14.65 0.01 0 0.000 15.48 15.48 0.83 0 0.000 16.59 16.59 1.11 3 0.000 17.96 17.96 1.37 12 0.000 19.12 19.12 1.16 27 0.001 19.81 19.81 0.69 38 0.001 20.41 20.41 0.60 47 0.001 20.58 20.58 0.17 51 0.001 20.61 20.61 0.03 51 0.001 21.08 21.08 0.47 55 0.001 21.4 21.4 0.32 56 0.001 22.08 22.08 0.68 60 0.001 22.58 22.58 0.50 62 0.001 23.08 23.08 0.50 64 0.001 23.58 23.58 0.50 64 0.001 24.08 24.08 0.50 64 0.001 24.5 24.5 0.42 64 0.001 24.75 24.75 0.25 64 0.001 25.06 25.06 0.31 64 0.001 25.08 25.08 0.02 64 0.001 25.16 25.16 0.08 64 0.001 25.53 25.53 0.37 64 0.001 26.25 26.25 0.72 64 0.001 27 27 0.75 64 0.001 27.01 27.01 0.01 64 0.001 27.2 27.2 0.19 64 0.001 28 28 0.80 64 0.001 29.5 29.5 1.50 64 0.001 30 30 0.50 64 0.001 30.49 30.49 0.49 64 0.001 31 31 0.51 64 0.001 Drain Basin Summary Stage-Storage-Discharge Summary Tables Proposed Conditions Elev. ∆Elev.storage (cu-ft) ∑storagei (ac-ft)Stage Upper Limit 23.08 Lower Limit 21.40 Diameter (in) 12.00 HWL 23.58 # Targets 1 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0 0.00 20.58 0 0.00 20.61 0 0.00 21.08 0 0.00 21.4 0 0.00 22.08 0.68 0.53 22.58 1.18 0.93 23.08 1.68 1.32 23.58 1.68 1.32 24.08 1.68 1.32 24.5 1.68 1.32 24.75 1.68 1.32 25.06 1.68 1.32 25.08 1.68 1.32 25.16 1.68 1.32 25.53 1.68 1.32 26.25 1.68 1.32 27 1.68 1.32 27.01 1.68 1.32 27.2 1.68 1.32 28 1.68 1.32 29.5 1.68 1.32 30 1.68 1.32 30.49 1.68 1.32 31 1.68 1.32 Red Basin #1 Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.08 Lower Limit 20.6 Diameter (in) 12 HWL 23.58 # Targets 1 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0 0.00 20.58 0 0.00 20.61 0.01 0.01 21.08 0.48 0.38 21.4 0.8 0.63 22.08 1.48 1.16 22.58 1.98 1.56 23.08 2.48 1.95 23.58 2.48 1.95 24.08 2.48 1.95 24.5 2.48 1.95 24.75 2.48 1.95 25.06 2.48 1.95 25.08 2.48 1.95 25.16 2.48 1.95 25.53 2.48 1.95 26.25 2.48 1.95 27 2.48 1.95 27.01 2.48 1.95 27.2 2.48 1.95 28 2.48 1.95 29.5 2.48 1.95 30 2.48 1.95 30.49 2.48 1.95 31 2.48 1.95 Red Basin #2 Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.08 Lower Limit 19.81 Diameter (in) 12.00 HWL 23.58 # Targets 1.00 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0.6 0.47 20.58 0.77 0.60 20.61 0.8 0.63 21.08 1.27 1.00 21.4 1.59 1.25 22.08 2.27 1.78 22.58 2.77 2.18 23.08 3.27 2.57 23.58 3.27 2.57 24.08 3.27 2.57 24.5 3.27 2.57 24.75 3.27 2.57 25.06 3.27 2.57 25.08 3.27 2.57 25.16 3.27 2.57 25.53 3.27 2.57 26.25 3.27 2.57 27 3.27 2.57 27.01 3.27 2.57 27.2 3.27 2.57 28 3.27 2.57 29.5 3.27 2.57 30 3.27 2.57 30.49 3.27 2.57 31 3.27 2.57 Red Basin #3 Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 23.08 Lower Limit 21.40 Diameter (in) 12.00 HWL 23.58 # Targets 1.00 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0 0.00 20.58 0 0.00 20.61 0 0.00 21.08 0 0.00 21.4 0 0.00 22.08 0.68 0.53 22.58 1.18 0.93 23.08 1.68 1.32 23.58 1.68 1.32 24.08 1.68 1.32 24.5 1.68 1.32 24.75 1.68 1.32 25.06 1.68 1.32 25.08 1.68 1.32 25.16 1.68 1.32 25.53 1.68 1.32 26.25 1.68 1.32 27 1.68 1.32 27.01 1.68 1.32 27.2 1.68 1.32 28 1.68 1.32 29.5 1.68 1.32 30 1.68 1.32 30.49 1.68 1.32 31 1.68 1.32 Red Basin #4 Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 20.58 Lower Limit 17.95 Diameter (in)24.00 HWL 23.58 # Targets 1.00 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0.01 0.03 19.12 1.17 3.68 19.81 1.86 5.84 20.41 2.46 7.73 20.58 2.63 8.26 20.61 2.63 8.26 21.08 2.63 8.26 21.4 2.63 8.26 22.08 2.63 8.26 22.58 2.63 8.26 23.08 2.63 8.26 23.58 2.63 8.26 24.08 2.63 8.26 24.5 2.63 8.26 24.75 2.63 8.26 25.06 2.63 8.26 25.08 2.63 8.26 25.16 2.63 8.26 25.53 2.63 8.26 26.25 2.63 8.26 27 2.63 8.26 27.01 2.63 8.26 27.2 2.63 8.26 28 2.63 8.26 29.5 2.63 8.26 30 2.63 8.26 30.49 2.63 8.26 31 2.63 8.26 Yellow Basin #1 Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 20.58 Lower Limit 17.96 Diameter (in) 24 HWL 23.58 # Targets 1 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 1.16 3.64 19.81 1.85 5.81 20.41 2.45 7.70 20.58 2.62 8.23 20.61 2.62 8.23 21.08 2.62 8.23 21.4 2.62 8.23 22.08 2.62 8.23 22.58 2.62 8.23 23.08 2.62 8.23 23.58 2.62 8.23 24.08 2.62 8.23 24.5 2.62 8.23 24.75 2.62 8.23 25.06 2.62 8.23 25.08 2.62 8.23 25.16 2.62 8.23 25.53 2.62 8.23 26.25 2.62 8.23 27 2.62 8.23 27.01 2.62 8.23 27.2 2.62 8.23 28 2.62 8.23 29.5 2.62 8.23 30 2.62 8.23 30.49 2.62 8.23 31 2.62 8.23 Yellow Basin #2 Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 20.58 Lower Limit 16.59 Diameter (in) 24 HWL 23.58 # Targets 1 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 1.37 4.30 19.12 2.53 7.95 19.81 3.22 10.12 20.41 3.82 12.00 20.58 3.99 12.53 20.61 3.99 12.53 21.08 3.99 12.53 21.4 3.99 12.53 22.08 3.99 12.53 22.58 3.99 12.53 23.08 3.99 12.53 23.58 3.99 12.53 24.08 3.99 12.53 24.5 3.99 12.53 24.75 3.99 12.53 25.06 3.99 12.53 25.08 3.99 12.53 25.16 3.99 12.53 25.53 3.99 12.53 26.25 3.99 12.53 27 3.99 12.53 27.01 3.99 12.53 27.2 3.99 12.53 28 3.99 12.53 29.5 3.99 12.53 30 3.99 12.53 30.49 3.99 12.53 31 3.99 12.53 Green Basin Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 20.58 Lower Limit 15.48 Diameter (in) 24 HWL 23.58 # Targets 1 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 1.11 3.49 17.96 2.48 7.79 19.12 3.64 11.44 19.81 4.33 13.60 20.41 4.93 15.49 20.58 5.1 16.02 20.61 5.1 16.02 21.08 5.1 16.02 21.4 5.1 16.02 22.08 5.1 16.02 22.58 5.1 16.02 23.08 5.1 16.02 23.58 5.1 16.02 24.08 5.1 16.02 24.5 5.1 16.02 24.75 5.1 16.02 25.06 5.1 16.02 25.08 5.1 16.02 25.16 5.1 16.02 25.53 5.1 16.02 26.25 5.1 16.02 27 5.1 16.02 27.01 5.1 16.02 27.2 5.1 16.02 28 5.1 16.02 29.5 5.1 16.02 30 5.1 16.02 30.49 5.1 16.02 31 5.1 16.02 Brown Basin Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 21.08 Lower Limit 19.12 Diameter (in) 24 HWL 23.58 # Targets 1 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0.69 2.17 20.41 1.29 4.05 20.58 1.46 4.59 20.61 1.49 4.68 21.08 1.96 6.16 21.4 1.96 6.16 22.08 1.96 6.16 22.58 1.96 6.16 23.08 1.96 6.16 23.58 1.96 6.16 24.08 1.96 6.16 24.5 1.96 6.16 24.75 1.96 6.16 25.06 1.96 6.16 25.08 1.96 6.16 25.16 1.96 6.16 25.53 1.96 6.16 26.25 1.96 6.16 27 1.96 6.16 27.01 1.96 6.16 27.2 1.96 6.16 28 1.96 6.16 29.5 1.96 6.16 30 1.96 6.16 30.49 1.96 6.16 31 1.96 6.16 Blue Basin Stage-Storage-Discharge Summary Tables Proposed Conditions Upper Limit 22.08 Lower Limit 20.41 Diameter (in) 24.00 HWL 23.58 # Targets 1.00 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0 0.00 20.58 0.17 0.53 20.61 0.2 0.63 21.08 0.67 2.10 21.4 0.99 3.11 22.08 1.67 5.25 22.58 1.67 5.25 23.08 1.67 5.25 23.58 1.67 5.25 24.08 1.67 5.25 24.5 1.67 5.25 24.75 1.67 5.25 25.06 1.67 5.25 25.08 1.67 5.25 25.16 1.67 5.25 25.53 1.67 5.25 26.25 1.67 5.25 27 1.67 5.25 27.01 1.67 5.25 27.2 1.67 5.25 28 1.67 5.25 29.5 1.67 5.25 30 1.67 5.25 30.49 1.67 5.25 31 1.67 5.25 Blue Basin Stage-Storage-Discharge Summary Tables Proposed Conditions 0 10.64 4.00 0 0.000 1 10.65 4.00 0 0.000 2 13.64 4.00 0 0.000 3 13.65 4.00 0 0.000 4 14.64 4.00 35 0.001 5 14.65 4.00 35 0.001 6 15.48 4.00 95 0.002 7 16.59 4.00 186 0.004 8 17.96 4.00 312 0.007 9 19.12 4.00 362 0.008 10 19.81 4.00 390 0.009 11 20.41 4.00 431 0.010 12 20.58 4.00 445 0.010 13 20.61 4.00 448 0.010 14 21.08 4.00 478 0.011 15 21.4 4.00 495 0.011 16 22.08 4.00 512 0.012 17 22.58 4.00 512 0.012 18 23.08 4.00 512 0.012 19 23.58 4.00 512 0.012 20 24.08 4.00 512 0.012 21 24.5 4.00 512 0.012 22 24.75 4.00 512 0.012 23 25.06 4.00 512 0.012 24 25.08 4.00 512 0.012 25 25.16 4.00 512 0.012 26 25.53 4.00 512 0.012 27 26.25 4.00 512 0.012 28 27 4.00 512 0.012 29 27.01 4.00 512 0.012 30 27.2 4.00 512 0.012 31 28 4.00 512 0.012 32 29.5 4.00 512 0.012 33 30 4.00 512 0.012 34 30.49 4.00 512 0.012 35 31 4.00 512 0.012 Pipe Summary Stage-Storage-Discharge Summary Tables Proposed Conditions Elev.∆Elev.storage (cu-ft) ∑storagei (ac-ft)Stage Upstream Invert 21.40 Downstream Invert 20.60 Slope 1.01% Slope Degrees 0.580191 Pipe Diameter (ft)0.67 Length (ft)79 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0 0.00 20.58 0 0.00 20.61 0.01 0.00 21.08 0.48 5.69 21.4 0.8 16.20 22.08 1.476666667 27.90 22.58 1.476666667 27.90 23.08 1.476666667 27.90 23.58 1.476666667 27.90 24.08 1.476666667 27.90 24.5 1.476666667 27.90 24.75 1.476666667 27.90 25.06 1.476666667 27.90 25.08 1.476666667 27.90 25.16 1.476666667 27.90 25.53 1.476666667 27.90 26.25 1.476666667 27.90 27 1.476666667 27.90 27.01 1.476666667 27.90 27.2 1.476666667 27.90 28 1.476666667 27.90 29.5 1.476666667 27.90 30 1.476666667 27.90 30.49 1.476666667 27.90 31 1.476666667 27.90 Red 1 to Red 2 Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 20.60 Downstream Invert 19.81 Slope 1.00% Slope Degrees 0.572939 Pipe Diameter (ft)0.67 Length (ft)79 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0.6 9.41 20.58 0.77 15.40 20.61 0.8 16.40 21.08 1.27 27.20 21.4 1.466666667 27.90 22.08 1.466666667 27.90 22.58 1.466666667 27.90 23.08 1.466666667 27.90 23.58 1.466666667 27.90 24.08 1.466666667 27.90 24.5 1.466666667 27.90 24.75 1.466666667 27.90 25.06 1.466666667 27.90 25.08 1.466666667 27.90 25.16 1.466666667 27.90 25.53 1.466666667 27.90 26.25 1.466666667 27.90 27 1.466666667 27.90 27.01 1.466666667 27.90 27.2 1.466666667 27.90 28 1.466666667 27.90 29.5 1.466666667 27.90 30 1.466666667 27.90 30.49 1.466666667 27.90 31 1.466666667 27.90 AD-12 to Green Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 21.40 Downstream Invert 19.81 Slope 2.01% Slope Degrees 1.153013 Pipe Diameter (ft)0.67 Length (ft)79 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0 0.00 20.41 0.6 4.68 20.58 0.77 7.64 20.61 0.8 8.16 21.08 1.27 16.40 21.4 1.59 22.00 22.08 2.266666667 27.90 22.58 2.266666667 27.90 23.08 2.266666667 27.90 23.58 2.266666667 27.90 24.08 2.266666667 27.90 24.5 2.266666667 27.90 24.75 2.266666667 27.90 25.06 2.266666667 27.90 25.08 2.266666667 27.90 25.16 2.266666667 27.90 25.53 2.266666667 27.90 26.25 2.266666667 27.90 27 2.266666667 27.90 27.01 2.266666667 27.90 27.2 2.266666667 27.90 28 2.266666667 27.90 29.5 2.266666667 27.90 30 2.266666667 27.90 30.49 2.266666667 27.90 31 2.266666667 27.90 AD-8 to AD-9 Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 19.81 Downstream Invert 17.96 Slope 1.99% Slope Degrees 1.139604 Pipe Diameter (ft)0.67 Length (ft)93 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 1.16 14.60 19.81 1.85 26.90 20.41 2.45 32.80 20.58 2.526666667 32.80 20.61 2.526666667 32.80 21.08 2.526666667 32.80 21.4 2.526666667 32.80 22.08 2.526666667 32.80 22.58 2.526666667 32.80 23.08 2.526666667 32.80 23.58 2.526666667 32.80 24.08 2.526666667 32.80 24.5 2.526666667 32.80 24.75 2.526666667 32.80 25.06 2.526666667 32.80 25.08 2.526666667 32.80 25.16 2.526666667 32.80 25.53 2.526666667 32.80 26.25 2.526666667 32.80 27 2.526666667 32.80 27.01 2.526666667 32.80 27.2 2.526666667 32.80 28 2.526666667 32.80 29.5 2.526666667 32.80 30 2.526666667 32.80 30.49 2.526666667 32.80 31 2.526666667 32.80 Red 3 to Yellow 2 Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 17.96 Downstream Invert 16.59 Slope 1.01% Slope Degrees 0.577151 Pipe Diameter (ft)0.67 Length (ft)136 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 1.37 36.30 19.12 2.046666667 47.90 19.81 2.046666667 47.90 20.41 2.046666667 47.90 20.58 2.046666667 47.90 20.61 2.046666667 47.90 21.08 2.046666667 47.90 21.4 2.046666667 47.90 22.08 2.046666667 47.90 22.58 2.046666667 47.90 23.08 2.046666667 47.90 23.58 2.046666667 47.90 24.08 2.046666667 47.90 24.5 2.046666667 47.90 24.75 2.046666667 47.90 25.06 2.046666667 47.90 25.08 2.046666667 47.90 25.16 2.046666667 47.90 25.53 2.046666667 47.90 26.25 2.046666667 47.90 27 2.046666667 47.90 27.01 2.046666667 47.90 27.2 2.046666667 47.90 28 2.046666667 47.90 29.5 2.046666667 47.90 30 2.046666667 47.90 30.49 2.046666667 47.90 31 2.046666667 47.90 Yellow 2 to Green Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 16.59 Downstream Invert 15.48 Slope 1.00% Slope Degrees 0.572939 Pipe Diameter (ft)1.00 Length (ft)111 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 1.11 48.00 17.96 2.12 87.20 19.12 2.12 87.20 19.81 2.12 87.20 20.41 2.12 87.20 20.58 2.12 87.20 20.61 2.12 87.20 21.08 2.12 87.20 21.4 2.12 87.20 22.08 2.12 87.20 22.58 2.12 87.20 23.08 2.12 87.20 23.58 2.12 87.20 24.08 2.12 87.20 24.5 2.12 87.20 24.75 2.12 87.20 25.06 2.12 87.20 25.08 2.12 87.20 25.16 2.12 87.20 25.53 2.12 87.20 26.25 2.12 87.20 27 2.12 87.20 27.01 2.12 87.20 27.2 2.12 87.20 28 2.12 87.20 29.5 2.12 87.20 30 2.12 87.20 30.49 2.12 87.20 31 2.12 87.20 Green to Brown Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 15.48 Downstream Invert 13.65 Slope 1.10% Slope Degrees 0.631609 Pipe Diameter (ft)1.00 Length (ft)166 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0.99 35.00 14.65 1 35.10 15.48 1.83 94.80 16.59 2.84 130.00 17.96 2.84 130.00 19.12 2.84 130.00 19.81 2.84 130.00 20.41 2.84 130.00 20.58 2.84 130.00 20.61 2.84 130.00 21.08 2.84 130.00 21.4 2.84 130.00 22.08 2.84 130.00 22.58 2.84 130.00 23.08 2.84 130.00 23.58 2.84 130.00 24.08 2.84 130.00 24.5 2.84 130.00 24.75 2.84 130.00 25.06 2.84 130.00 25.08 2.84 130.00 25.16 2.84 130.00 25.53 2.84 130.00 26.25 2.84 130.00 27 2.84 130.00 27.01 2.84 130.00 27.2 2.84 130.00 28 2.84 130.00 29.5 2.84 130.00 30 2.84 130.00 30.49 2.84 130.00 31 2.84 130.00 TD-6 to TD-7 Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 17.95 Downstream Invert 16.59 Slope 1.00% Slope Degrees 0.572939 Pipe Diameter (ft)0.67 Length (ft)136 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 1.37 36.50 19.12 2.036666667 47.90 19.81 2.036666667 47.90 20.41 2.036666667 47.90 20.58 2.036666667 47.90 20.61 2.036666667 47.90 21.08 2.036666667 47.90 21.4 2.036666667 47.90 22.08 2.036666667 47.90 22.58 2.036666667 47.90 23.08 2.036666667 47.90 23.58 2.036666667 47.90 24.08 2.036666667 47.90 24.5 2.036666667 47.90 24.75 2.036666667 47.90 25.06 2.036666667 47.90 25.08 2.036666667 47.90 25.16 2.036666667 47.90 25.53 2.036666667 47.90 26.25 2.036666667 47.90 27 2.036666667 47.90 27.01 2.036666667 47.90 27.2 2.036666667 47.90 28 2.036666667 47.90 29.5 2.036666667 47.90 30 2.036666667 47.90 30.49 2.036666667 47.90 31 2.036666667 47.90 Yellow 1 to Green Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 20.41 Downstream Invert 19.12 Slope 1.00% Slope Degrees 0.572939 Pipe Diameter (ft)0.67 Length (ft)129 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 0 0.00 17.96 0 0.00 19.12 0 0.00 19.81 0.69 12.50 20.41 1.29 33.70 20.58 1.46 39.20 20.61 1.49 40.00 21.08 1.96 45.50 21.4 1.966666667 45.50 22.08 1.966666667 45.50 22.58 1.966666667 45.50 23.08 1.966666667 45.50 23.58 1.966666667 45.50 24.08 1.966666667 45.50 24.5 1.966666667 45.50 24.75 1.966666667 45.50 25.06 1.966666667 45.50 25.08 1.966666667 45.50 25.16 1.966666667 45.50 25.53 1.966666667 45.50 26.25 1.966666667 45.50 27 1.966666667 45.50 27.01 1.966666667 45.50 27.2 1.966666667 45.50 28 1.966666667 45.50 29.5 1.966666667 45.50 30 1.966666667 45.50 30.49 1.966666667 45.50 31 1.966666667 45.50 White to Blue Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 19.12 Downstream Invert 15.48 Slope 3.43% Slope Degrees 1.966743 Pipe Diameter (ft)0.67 Length (ft)106 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 0.00 10.65 0 0.00 13.64 0 0.00 13.65 0 0.00 14.64 0 0.00 14.65 0 0.00 15.48 0 0.00 16.59 1.11 7.98 17.96 2.48 22.10 19.12 3.64 34.00 19.81 4.316666667 37.40 20.41 4.316666667 37.40 20.58 4.316666667 37.40 20.61 4.316666667 37.40 21.08 4.316666667 37.40 21.4 4.316666667 37.40 22.08 4.316666667 37.40 22.58 4.316666667 37.40 23.08 4.316666667 37.40 23.58 4.316666667 37.40 24.08 4.316666667 37.40 24.5 4.316666667 37.40 24.75 4.316666667 37.40 25.06 4.316666667 37.40 25.08 4.316666667 37.40 25.16 4.316666667 37.40 25.53 4.316666667 37.40 26.25 4.316666667 37.40 27 4.316666667 37.40 27.01 4.316666667 37.40 27.2 4.316666667 37.40 28 4.316666667 37.40 29.5 4.316666667 37.40 30 4.316666667 37.40 30.49 4.316666667 37.40 31 4.316666667 37.40 Blue to Brown Stage-Storage-Discharge Summary Tables Proposed Conditions Upstream Invert 1,255.85 Downstream Invert 1,254.92 Slope 0.30%Slope Degrees 0.171887 Diameter (in)24.00 Length (ft)185 HWL 23.58 Elevation Depth Volume (ft) (CF) 10.64 0 10.65 0 13.64 0 13.65 0 14.64 0 55.40 14.65 0 392.00 15.48 0 581.00 19.12 0 581.00 19.81 0 581.00 20.41 0 581.00 20.58 0 581.00 20.61 0 581.00 21.08 0 581.00 21.4 0 581.00 22.08 0 581.00 22.58 0 581.00 23.08 0 581.00 23.58 0 581.00 24.08 0 581.00 24.5 0 581.00 13-2 to 13-1 Stage-Storage-Discharge Summary Tables Proposed Conditions OFFICE FAX WWW.ARCOMURRAY.COM Topgolf Renton Emergency Response Plan – Storm Pump Project Closeout/Facilities Training Requirements 1. Storm Pump Training a. ARCO PM/Superintendent/Warranty Department, Electrician, Site Utility Contractor, Storm Pump Commissioning Party conduct standard training for operations and maintenance for Topgolf Facilities Manager, Director of Operations, and Operations team at project closeout b. Onsite Facilities to follow maintenance program as outlined by Storm Pump Commissioning Party 2. Power Failure a. Generator Rental i. Pump station control panel equipped with Manual Transfer Switch for generator connection ii. Instruction Manual for Manual Transfer Switch available in O&M manual b. Generator Requirements i. Generator with minimum power requirements to power two (2) storm pumps (redundant system) with following power supply requirements ii. Fuel tank sized to supply generator for min. one week 3. Pump Failure a. Manufacturer Outreach for Service/Replacement i. Manufacturer product support information available in O&M manual and on control panel b. Temporary Pump Rental Requirements i. 4" min. Trash Pump ii. 400 GPM min. @ 20.1' TDH iii. Two (2) 4" hoses iv. Diesel Tank sized to supply pump for min. one week 4. Local Rental Companies a. R&R Rentals 4101 NE Sunset Blvd Renton, WA 98059 (425) 227-8155 b. United Rentals 17700 W Valley Hwy Tukwila, WA 98188 (425) 251-8150 c. Sunbelt Rentals 20215 S 84th Ave S Kent, WA 98032 (253) 872-0700 NAVIX TopGolf Renton – Renton, WA APPENDIX J CONVEYANCE CALCULATIONS NAVIX TopGolf Renton – Renton, WA The conveyance system was analyzed utilizing Autodesk Storm and Sanitary Analysis 2019 (SSA), which uses the Rational Method to calculate backwater conditions. The conveyance system was sized to accommodate the 25-year, 24-hour rainfall event. As indicated in the SSA outputs below, no overflow occurs at any of the proposed onsite conveyance system structures during the 25-year event as required by the 2017 City of Renton SWDM. The SSA inputs for Rational Method analysis include precipitation value, tributary areas to each stormwater structure, and weighted runoff coefficient as described below. The conveyance system was sized to accommodate the 25-year, 24-hour rainfall event of 3.30 inches per hour per the NOAA Atlas 2 “Precipitation-Frequency Atlas of the Western United States” as noted in Appendix III-A of the 2014 Stormwater Management Manual for Western Washington as referenced by the 2017 City of Renton SWDM. Runoff from the tributary area for each catch basin was modeled in SSA as an individual subbasin. Subbasins for each structure were included in the analysis. Private offsite systems, such as Boeing to the south and Landing retail areas off Park Ave to the north, were conservatively modeled as tributary areas connecting to directly to the public system. No storage was assumed for any offsite system. See Figure 1 below for a schematic representation of the input subbasins. Figure 1. SSA Model Schematic Area Inputs 1.34 AC Boeing Subbasin 5.46 AC Landing Retail Subbasin 4.27 AC Landing Retail Subbasin NAVIX TopGolf Renton – Renton, WA The model assumes overflow conditions for water quality facilities and conservatively does not account for storage in the onsite biofiltration units or offsite public detention facilities. The outfield basin pump was modeled using pump curves and data from Appendix I. The weighted runoff coefficient, C, used for each subbasin was conservatively modelled as 0.98, and the time of concentration was 7 minutes, 10 seconds. The tailwater depth was assumed to be at the crown of the outfall pipe. The SSA conveyance analysis outputs include the table and 3 profile plots below. The table and plots demonstrate that the demonstrate the hydraulic grade line during the 25-year, 24-hour rainfall event does not overtop any structures as required in the 2017 SWDM. The profile plots show the maximum hydraulic grade line during the 25-year storm approaching the outfalls on Logan Ave N, N 8th St, and Park Ave N. SSA Conveyance Analysis Output Table FACILITY ID RIM ELEV (FT) PEAK INFLOW (CFS) HGL ELEV (FT) FREEBOARD (FT) TIME FLOODED (MIN) TARGET INLET #2 (Target Drainage) 25.25 0.63 24.66 1.34 0.00 AD #1 (N 8th Street) 28.20 0.77 26.05 2.15 0.00 AD #10 (Outfield Surface Drainage) 29.20 0.35 26.26 2.94 0.00 AD #11 (Target Drainage) 27.20 0.16 25.25 1.95 0.00 AD #12 (Outfield Surface Drainage) 29.20 0.04 27.61 1.59 0.00 AD #13(0) (Target Drainage) 27.00 0.63 25.52 1.48 0.00 AD #14 (Outfield Surface Drainage) 28.40 0.09 26.87 1.53 0.00 AD #15 (Outfield Surface Drainage) 29.00 0.38 26.47 2.53 0.00 AD #16 (Outfield Surface Drainage) 31.00 0.52 26.09 4.91 0.00 AD #2 (N 8th Street) 28.00 0.59 26.43 1.57 0.00 AD #3 (N 8th Street) 28.20 0.24 26.77 1.43 0.00 AD #4 (N 8th Street) 27.30 0.23 26.44 0.86 0.00 AD #5 (Target Drainage) 28.00 0.17 26.41 1.59 0.00 AD #6 (N 8th Street) 28.00 0.17 26.41 1.59 0.00 AD #7 (Target Drainage) 27.01 0.36 25.09 1.92 0.00 AD#7 (N 8th Street) 30.21 0.98 25.71 4.49 0.00 AD #8 (Target Drainage) 27.20 0.09 25.65 1.55 0.00 AD #9 (Outfield Surface Drainage) 28.00 0.16 26.59 1.41 0.00 AD #A (N 8th Street) 29.57 0.05 28.17 1.40 0.00 AD #B (N 8th Street) 29.60 0.15 27.66 1.94 0.00 AD #C (N 8th Street) 29.02 0.15 27.33 1.69 0.00 AD #D (N 8th Street) 29.35 0.33 27.20 2.15 0.00 NAVIX TopGolf Renton – Renton, WA AD #E (N 8th Street) 29.12 0.35 26.81 2.31 0.00 AD #F (N 8th Street) 29.62 0.15 27.66 1.96 0.00 Facility_ID_No.111411 (Park Ave N) 26.31 0.62 25.55 0.76 0.00 Facility_ID_No.111414 (Park Ave N) 27.47 0.67 24.03 3.44 0.00 Facility_ID_No.112959 (Park Ave N) 27.50 0.20 25.91 1.59 0.00 Facility_ID_No.114424 (Park Ave N) 26.59 6.20 23.50 3.09 0.00 Facility_ID_No.114426 (Park Ave N) 26.67 0.08 25.28 1.39 0.00 Facility_ID_No.114427 (Park Ave N) 26.65 0.16 25.22 1.43 0.00 Facility_ID_No.114428 (Park Ave N) 27.75 0.58 25.05 2.70 0.00 Facility_ID_No.114429 (Park Ave N) 27.24 0.09 25.84 1.40 0.00 Facility_ID_No.114431 (Park Ave N) 27.85 0.31 26.76 1.09 0.00 Facility_ID_No.114432 (Park Ave N) 28.28 0.15 26.78 1.49 0.00 Facility_ID_No.114503 (Park Ave N) 27.65 0.09 26.82 0.83 0.00 Facility_ID_No.114504 (Park Ave N) 27.60 0.07 27.04 0.56 0.00 Facility_ID_No.114505 (Park Ave N) 27.07 0.63 25.67 1.40 0.00 Facility_ID_No.114506 (Park Ave N) 29.85 13.09 22.53 7.32 0.00 Facility_ID_No.114507 (Park Ave N) 25.71 12.48 23.16 2.55 0.00 Facility_ID_No.114508 (Park Ave N) 28.61 0.09 27.61 1.00 0.00 Facility_ID_No.114509 (Park Ave N) 28.46 0.24 26.80 1.66 0.00 Facility_ID_No.114510 (Park Ave N) 27.95 0.44 26.64 1.31 0.00 Facility_ID_No.114511 (Park Ave N) 28.33 6.69 23.26 5.07 0.00 Facility_ID_No.114512 (Park Ave N) 28.62 0.08 27.49 1.13 0.00 Facility_ID_No.114513 (Park Ave N) 28.69 0.12 27.61 1.08 0.00 Facility_ID_No.114514 (Park Ave N) 28.57 0.31 26.98 1.59 0.00 BIOFILTRATION UNIT INLET #1 (West Basin) 25.20 2.40 24.09 1.10 0.00 BIOFILTRATION UNIT INLET #2 (East Basin) 26.05 1.01 25.26 0.79 0.00 BIOFILTRATION UNIT OUTLET #1 (West Basin) 24.68 2.40 23.74 0.94 0.00 BIOFILTRATION UNIT OUTLET #2 (Outfield Surface Drainage) 25.55 1.01 25.17 0.38 0.00 Pump (Target Drainage) 30.49 1.42 11.65 18.84 0.00 ROOF DRAIN SDCO #1 (N 8th Street) 30.21 0.45 25.76 4.45 0.00 ROOF DRAIN SDCO #2 (N 8th Street) 30.32 0.30 26.24 4.08 0.00 ROOF DRAIN SDCO #3 (N 8th Street) 30.34 0.30 26.72 3.62 0.00 ROOF DRAIN SDCO #4 (N 8th Street) 30.19 0.17 27.13 3.07 0.00 ROOF DRAIN SDCO #5 (N 8th Street) 30.16 0.04 27.59 2.56 0.00 SDCB #1 (West Basin) 29.30 0.37 26.54 2.76 0.00 SDCB #10 (West Basin) 28.74 0.34 25.25 3.49 0.00 SDCB #11 (West Basin) 28.50 0.48 24.84 3.66 0.00 SDCB #12 (East Basin) 29.40 0.10 27.53 1.87 0.00 NAVIX TopGolf Renton – Renton, WA SDCB #12 (West Basin) 29.88 2.40 24.34 5.54 0.00 SDCB #13 (East Basin) 29.95 0.53 27.31 2.63 0.00 SDCB #13 (West Basin) 29.51 1.00 25.26 4.25 0.00 SDCB #14 (East Basin) 29.70 0.27 27.93 1.77 0.00 SDCB #15 (East Basin) 29.00 0.18 26.17 2.83 0.00 SDCB #16 (East Basin) 29.60 0.43 25.92 3.68 0.00 SDCB #17 (East Basin) 29.20 0.24 26.41 2.79 0.00 SDCB #18 (East Basin) 31.16 1.01 25.59 5.57 0.00 SDCB #19 (East Basin) 29.65 0.13 27.80 1.85 0.00 SDCB #2 (West Basin) 29.70 0.92 25.80 3.90 0.00 SDCB #3 (West Basin) 29.19 1.29 25.04 4.15 0.00 SDCB #4 (West Basin) 28.72 1.52 24.62 4.09 0.00 SDCB #5 (West Basin) 28.50 2.41 24.51 3.99 0.00 SDCB #6 (West Basin) 29.25 0.26 26.42 2.83 0.00 SDCB #7 (West Basin) 28.50 0.26 25.72 2.78 0.00 SDCB #8 (West Basin) 28.50 0.21 25.66 2.84 0.00 SDCB #9 (West Basin) 28.50 0.18 25.67 2.83 0.00 SDCO #A (N 8th Street) 28.61 0.13 26.10 2.51 0.00 SDMH #1 (Outfield Surface Drainage) 30.27 2.47 25.82 4.46 0.00 SDMH #2 (Outfield Surface Drainage) 30.43 2.50 25.67 4.76 0.00 SDMH #3 (Outfield Surface Drainage) 30.04 2.55 25.47 4.58 0.00 SDMH #4 (Outfield Surface Drainage) 29.88 3.65 25.11 4.77 0.00 SDMH #5 (Outfield Surface Drainage) 28.46 4.98 24.36 4.10 0.00 SDMH #6 (Outfield Surface Drainage) 30.17 5.22 23.75 6.42 0.00 SDMH #A (Outfield Surface Drainage) 28.67 4.98 24.68 3.99 0.00 SDMH #B (Outfield Surface Drainage) 31.49 0.92 25.88 5.61 0.00 SDMH #C (N 8th Street) 29.03 1.66 25.37 3.65 0.00 SDMH #D (N 8th Street) 30.17 1.43 25.57 4.60 0.00 SOLID LID MANHOLE (N 8th Street) 29.10 2.00 25.03 4.07 0.00 STUB FOR FUTURE CONNECTION (N 8t h Street) 28.29 0.08 27.88 0.41 0.00 Target Drain #1 (Target Drainage) 23.08 0.00 19.40 3.68 0.00 Target Drain #10 (Target Drainage) 21.08 0.21 19.26 1.82 0.00 Target Drain #2 (Target Drainage) 23.08 0.00 20.62 2.46 0.00 Target Drain #3 (Target Drainage) 23.08 0.00 19.83 3.25 0.00 Target Drain #4 (Target Drainage) 23.08 0.00 21.41 1.67 0.00 Target Drain #5 (Target Drainage) 20.58 0.03 18.03 2.56 0.00 Target Drain #6 (Target Drainage) 20.58 1.13 17.00 5.00 0.00 Target Drain #7 (Target Drainage) 20.58 1.42 15.93 4.66 0.00 Target Drain #8 (Target Drainage) 20.58 0.03 18.03 2.56 0.00 Target Drain #9 (Target Drainage) 22.08 0.13 20.56 1.52 0.00 Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisLogan Ave NN 8th St Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisLogan Ave N Autodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisAutodesk Storm and Sanitary AnalysisN 10th StN 8th St StPark Ave N NAVIX TopGolf Renton – Renton, WA APPENDIX K LEACHABLE METALS ROOF COVENANT Form Revised 12/12/06 1 RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: DECLARATION OF COVENANT PROHIBITING USE OF LEACHABLE METALS Grantor: _ Grantee: City of Renton Legal Description: _________________________________________________________________________________ _________________________________________________________________________________ Additional Legal(s) on: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton ________________________ permit for application file No. relating to real property legally described above, the undersigned as Grantor(s), declares(declare) that the above described property is hereby established as having a prohibition on the use of leachable metals on those portions of the property exposed to the weather for the purpose of limiting metals in stormwater flows and is subject to the following restrictions. The Grantor(s) hereby covenants(covenant) and agrees(agree) as follows: no leachable metal surfaces exposed to the weather will be allowed on the property. Leachable metal surfaces means a surface area that consists of or is coated with a non-ferrous metal that is soluble in water. Common leachable metal surfaces include, but are not limited to, galvanized steel roofing, gutters, flashing, Form Revised 12/12/06 2 downspouts, guardrails, light posts, and copper roofing. City of Renton or its municipal successors shall have a nonexclusive perpetual access easement on the Property in order to ingress and egress over the Property for the sole purposes of inspecting and monitoring that no leachable metal is present on the Property. This easement/restriction is binding upon the Grantor(s), its heirs, successors, and assigns unless or until a new drainage or site plan is reviewed and approved by the City of Renton or its successor. Form Revised 12/12/06 3 IN WITNESS WHEREOF, this Declaration of Covenant is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: _____________________________________________, to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this _____ day of ____________________, 20_____. Printed name Notary Public in and for the State of Washington, residing at My appointment expires