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FINAL-Lift Station-6&7-PDR 111714 (1)
Lift Station Nos. 6 & 7 Improvements Preliminary Design Report 200-52528-14001 November 2014 PRESENTED TO PRESENTED BY City of Cape Canaveral 601 Thurm Boulevard Cape Canaveral, Florida 32920 Tetra Tech 201 E. Pine Street, Suite 1000 Orlando, Florida 32810 P 407.839.3955 F 407.839.3790 tetratech.com Michael Saxton, P.E. Project Engineer Date Rasesh Shah, P.E. Project Manager Date City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements i November 2014 Tt# 200-52528-14001 TABLE OF CONTENTS 1.0 INTRODUCTION..................................................................................................................................................1 1.1 Scope and Purpose........................................................................................................................................1 1.1.1 Lift Station No. 6...................................................................................................................................1 1.1.2 Lift Station No. 7...................................................................................................................................3 2.0 LIFT STATION SITE EVALUATION....................................................................................................................4 2.1 Data Collection...............................................................................................................................................4 2.2 Existing Equipment and Facilities..................................................................................................................4 2.2.1 Lift Station No. 6...................................................................................................................................4 2.2.2 Lift Station No. 7...................................................................................................................................6 2.3 Site Survey.....................................................................................................................................................6 2.4 Geotechnical Investigation.............................................................................................................................7 3.0 HYDRAULIC ANALYSIS .....................................................................................................................................8 3.1 Existing Wastewater Flow........................................................................................................................... 11 3.2 Future Wastewater Flow............................................................................................................................. 15 3.3 Peak Hour Flow........................................................................................................................................... 19 3.4 Proposed Gravity Sewer Extension – LS No. 6.......................................................................................... 19 3.5 Existing Gravity Sewer Capacity Analysis – LS No. 7 ................................................................................ 20 4.0 PROPOSED IMPROVEMENTS........................................................................................................................ 24 4.1 Lift Station No. 6.......................................................................................................................................... 24 4.2 Lift Station No. 7.......................................................................................................................................... 29 5.0 BASIS OF DESIGN........................................................................................................................................... 33 5.1 Mechanical Basis of Design........................................................................................................................ 33 5.1.1 Submersible Pumps .......................................................................................................................... 33 5.1.2 Force Main......................................................................................................................................... 34 5.1.3 Wet Wells........................................................................................................................................... 34 5.1.4 Discharge Piping ............................................................................................................................... 35 5.2 Electrical and Instrumentation..................................................................................................................... 36 5.2.1 Lift Station No. 6................................................................................................................................ 36 5.2.2 Lift Station No. 7................................................................................................................................ 36 5.3 Regulatory Design Requirements............................................................................................................... 36 5.3.1 Florida Department of Environmental Protection – Waste Water ..................................................... 36 5.3.2 Florida Department of Environmental Protection – Water................................................................. 37 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements ii November 2014 Tt# 200-52528-14001 5.3.3 St. Johns River Water Management District ..................................................................................... 37 5.3.4 City Permits ....................................................................................................................................... 38 5.3.5 Regulatory Summary......................................................................................................................... 38 6.0 ADDITIONAL CONSTRUCTION CONSIDERATIONS..................................................................................... 39 6.1 Sequence of Construction and Phasing...................................................................................................... 39 6.1.1 Lift Station No. 6................................................................................................................................ 39 6.1.2 Lift Station No. 7................................................................................................................................ 39 6.2 Construction Safety and Maintenance of Traffic Plan................................................................................. 39 6.3 Coordination................................................................................................................................................ 40 6.4 Summary of Improvements and Opinion of Cost........................................................................................ 40 6.4.1 Lift Station No. 6................................................................................................................................ 41 6.4.2 Lift Station No. 7................................................................................................................................ 42 6.4.3 Overall Construction Cost.................................................................................................................. 43 LIST OF TABLES Table 2-1.Existing Lift Station Components..............................................................................................................6 Table 3-1.Flow Factors per Type of Establishment ............................................................................................... 12 Table 3-2.LS No. 6 Existing Flow (September 2014)............................................................................................. 13 Table 3-3.LS No. 7 Existing Flow (September 2014)............................................................................................. 14 Table 3-4.LS No. 6 Future Flow............................................................................................................................. 16 Table 3-5.LS No. 7 Future Flow............................................................................................................................. 17 Table 3-6.Peak Unit Factors .................................................................................................................................. 19 Table 5-1.Proposed Pump Data............................................................................................................................. 34 Table 5-2.Proposed Force Main Velocity............................................................................................................... 34 Table 5-3.Proposed Wet Well Data........................................................................................................................ 35 Table 6-1.Engineer's Preliminary Opinion of Probable Construction Cost ............................................................ 41 Table 6-2.Engineer's Preliminary Opinion of Probable Construction Cost ............................................................ 42 Table 6-3.Overall Construction Costs.................................................................................................................... 43 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements iii November 2014 Tt# 200-52528-14001 LIST OF FIGURES Figure 1-1.Lift Station Nos. 6 & 7 Location Map.......................................................................................................2 Figure 2-1.FEMA Flood Zone Map...........................................................................................................................5 Figure 3-1.Lift Station No. 6 Sewershed...................................................................................................................9 Figure 3-2.Lift Station No. 7 Sewershed................................................................................................................ 10 Figure 3-3.Existing Gravity Sewer Analysis LS No. 7............................................................................................ 22 Figure 3-4.Future Gravity Sewer Analysis LS No. 7.............................................................................................. 23 Figure 4-1.LS No. 6 Demolition Plan..................................................................................................................... 25 Figure 4-2.LS No. 6 Site Plan................................................................................................................................ 26 Figure 4-3.LS No. 6 Mechanical Plan.................................................................................................................... 27 Figure 4-4.LS No. 6 Proposed Gravity Sewer and Water Main Improvements..................................................... 28 Figure 4-5.LS No. 7 Demolition Plan..................................................................................................................... 30 Figure 4-6.LS No. 7 Site Plan and Gravity Sewer Improvements ......................................................................... 31 Figure 4-7.LS No. 7 Mechanical Plan.................................................................................................................... 32 APPENDICES APPENDIX A – SITE PHOTOGRAPHY ................................................................................................................A-1 APPENDIX B – DEVELOPMENT PLANS AND SURVEY (FROM SJRWMD).....................................................B-1 APPENDIX C – EXISTING ZONING......................................................................................................................C-1 APPENDIX D – EXISTING PUMP MANUFACTURER DATA...............................................................................D-1 APPENDIX E – RECORD DRAWINGS LS NO. 6 & 7 ..........................................................................................E-1 APPENDIX F – TOPOGRAPHIC SURVEY LS NO. 6 & 7.....................................................................................F-1 APPENDIX G – PROPOSED DEVELOPMENT PLANS – SUNBELT HOTEL.................................................... G-1 APPENDIX H – GRAVITY SEWER CAPACITY ANALYSIS.................................................................................H-1 APPENDIX I – SYSTEM CURVE CALCULATIONS AND PUMP DATA............................................................... I-1 APPENDIX J – WET WELL VOLUME CALCULATIONS..................................................................................... J-1 APPENDIX K – GEOTECHNICAL REPORT (ARDAMAN AND ASSOCIATES).................................................K-1 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 1 November 2014 Tt# 200-52528-14001 1.0 INTRODUCTION 1.1 SCOPE AND PURPOSE The City of Cape Canaveral (City) intends to construct replacement facilities for Lift Stations (LS) 6 and 7. The existing locations of these stations and aerial site plans of each facility are presented in Figure 1-1. The improvements will improve flexibility, reliability and expand the capacity to include build out flows from the respective sewer service areas. This document presents the findings, conclusions, and recommendations based upon data collection, site survey, geotechnical investigation, flow estimation, limited collection system capacity analysis, and lift station hydraulic analysis completed within Task Group 1 – Preliminary Design for City of Cape Canaveral Lift Station Nos. 6 & 7 P.O. No. 0000010031. 1.1.1 Lift Station No. 6 LS No. 6 is located in the median near the southwest corner of 200 Imperial Boulevard. Major improvements at this station will include construction of a new submersible pump station in accordance with City standards. The existing wet well will be converted into the terminal manhole for installation of a new wet well, valve vault, pumps, valves, piping and related mechanical modifications, control panel, RTU, and related electrical modifications. Connection for a portable generator will be provided. The telemetry radio and antenna will be replaced with a system matching the current City standards. The proposed discharge piping will connect to the existing 6-inch force main within the existing lift station easement. The velocity within the existing force main will increase as a result of the increased pumping rate but is within design limits, 2.5 to 7 feet per second; therefore, the existing force main will remain. Tetra Tech will design replacement of 1,000 linear feet (LF) of gravity sewer tributary to LS No. 6. The proposed design provides a connection for properties within the northeast portion of the existing service. A desktop evaluation for the service area to determine the capacity of the proposed sewer is completed and included in Section 3. The design includes a proposed 8 inch water main loop from the intersection of Imperial Boulevard and Brown Circle approximately 1,000 LF north then west along the northern boundary of the Sunbelt Hotel to connect to the existing water main on S.R. A1A. The proposed water main will be constructed within a City of Cocoa water line easement, a recently acquired City of Cape Canaveral utility easement and FDOT and City of Cape Canaveral right-of-ways. ") ") UV528 UVA1A Challenger Rd Central BlvdEScallop D r Ce ntral Blv dW George King B l v d CapeCape CanaveralCanaveral PortPortCanaveralCanaveral Canaveral Barge Canal Banana River Atlantic Ocean Merritt Island Cape Canaveral Air Force Station JettyJetty Maritime ParkMaritime Park Lift Station NO. 7 Lift Station NO. 6 LEGENDSource: ESRI World Imagery 20110312; Canaveral Utilities Data CITY OF CAPE CANAVERAL LIFT STATION NO. 6 AND 7 IMPROVEMENTS PDR LIFT STATION NO. 6 AND 7 LOCATION MAP 0 3,000 Feet FIGURE 1 - 1 ´ P:\IER\52528\200-52528-14001\GIS\maps\API_F1-1.mxd [alex.montalvo 9/2/2014] ")Lift Station Cape Canaveral City Limits ")Thurm BlvdCentral Blvd W Central Blvd W Laguna Ln Central Blvd WPuertoDel RioDrPuerto Del Rio DrLift Station NO. 7 ")Imperial St Imperial Blvd Imperial B l v d B r o w n C i r Lift Station NO. 6 1 inch = 200 feet 1 inch = 200 feet City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 3 November 2014 Tt# 200-52528-14001 1.1.2 Lift Station No. 7 LS No. 7 is located at the northwest corner of the intersection of Thurm Boulevard and West Central Boulevard. This station will be relocated approximately 300 linear feet south to the northeast corner of the Manatee Sanctuary Park. Major upgrades at this station will include construction of a new submersible pump station in accordance with City standards. The existing gravity sewer will be designed to convey wastewater along Thurm Boulevard to the location of the proposed lift station. The improvements include installation of a new wet well, valve vault, pumps, valves, piping and associated mechanical improvements to connect to the existing force main on Thurm Boulevard, control panel, RTU, new service, and related electrical modifications. Connection for a portable generator will be provided. The telemetry radio and antenna will be replaced with a system matching the current City standards. The City mentioned concerns that the existing sanitary sewer along West Central Boulevard, and the tributary sewer from the north, may not have sufficient conveyance capacity for future build out flows. Tetra Tech completed a desktop evaluation for the service area to determine the capacity of the existing gravity sewer. The findings of the capacity analysis are included in Section 3. The proposed discharge piping will connect to the existing 10-inch force main in the Thurm Boulevard right-of-way perpendicular to the proposed lift station at the north end of the Manatee Sanctuary Park property. The velocity within the existing force main will increase as a result of the increased pumping rate but is within design limits, 2.5 to 7 feet per second; therefore, the existing force main will remain. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 4 November 2014 Tt# 200-52528-14001 2.0 LIFT STATION SITE EVALUATION This section provides a summary of evaluation of the existing information available for design considerations. The evaluation within this Section serves to add to the evaluations included in the WRT Engineering report for LS No. 6 and SSA report for LS No. 7. 2.1 DATA COLLECTION Tetra Tech collected, reviewed, and evaluated existing relevant data made available for the sanitary sewer area associated with LS Nos. 6 & 7. The data collected for this project are listed below: a. Site visit photography, included in Appendix A. b. As-built survey information obtained from SJRWMD e-permitting website depicting the locations, sizes/diameters, materials and depths/elevations of the utility improvements for development within the sewer service areas, included in Appendix B. c. Proposed developments plan from SJRWMD e-permitting, included in Appendix B. d. Existing and future land use coverage from the City’s zoning maps, included in Appendix C. e. Existing and proposed pump manufacturer data for both lift stations, included in Appendix D. f. Record drawings provided by the City that include the most recent rehabilitations completed, included in Appendix E. g. Topographic survey of the existing sites, included in Appendix F. h. Proposed development plan from the Sunbelt Hotel, included in Appendix G. i. Subsurface Soil Investigation and Geotechnical Report included in Appendix K. j. WRT Engineering Services, Inc. LS No. 6 Assessment Report. k. SSA LS No. 7 Improvements Cost Estimate, January 2011. l. FEMA Flood Zone Map, see Figure 2-1. In addition to data collection efforts, the Tetra Tech team conducted interviews with City staff members who were familiar with the study area to document and identify other anecdotal and non-recorded knowledge. Additional discussions were held with the developer of the proposed Sunbelt Hotel as a coordination effort to appropriately plan the proposed gravity sewer improvements for LS No. 6. 2.2 EXISTING EQUIPMENT AND FACILITIES The following subsections briefly summarize the existing conditions of both facilities. A summary of the existing components is presented in Table 2-1. 2.2.1 Lift Station No. 6 LS No. 6 is a duplex station located in the median near the southwest corner of 200 Imperial Boulevard and was originally constructed prior to 1985. The existing wet well is 6 feet in diameter and 12.4 feet deep, with a single 8- inch influent pipe with a south invert -1.53 feet, NAVD 88. The optimum design point for the existing pumps is 288-gpm at 21.6 feet head with an efficiency of 45.9%. Wastewater from the station discharges via a 6-inch force main northeast to a manhole on Brown Circle and is conveyed to Cape Canaveral LS No. 3. The capacity analysis of LS No. 3 is not included in this preliminary design report; Tetra Tech recommends completing an analysis of LS No. 3 to confirm that the additional flow from LS No. 6 will not adversely impact LS No. 3. Zone AE BFE 1.7 NAVD88 Zone AE BFE 1.7 NAVD88 Zone AE BFE 3.7 NAVD88 Zone AE BFE 2.7 NAVD88 Zone AE BFE 2.7 NAVD88 Zone AE BFE 1.7 NAVD88 Zone X Zone X Zone X Zone X Zone X Zone X Long Point Rd Central Blvd W Imp erialBlvd B r ow n CirCasa B e l la D r Thurm Blvd Columbia Dr Laguna Ln Im perial B lvd Puerto Del Rio DrL a g o D r Villa N o va D r Central Bl v d W Baysi d e D r Bayside Dr Manatee Bay Dr Commerce StPuertoDel Rio DrLagunaWayLaguna WayLift Station NO. 7 Lift Station NO. 6 LEGENDSource: ESRI World Imagery 20110312; Canaveral Utilities Data; FEMA DFIRM Panel 12009C0363G Eff. 03/17/2014 CITY OF CAPE CANAVERALLIFT STATION NO. 6 AND 7 IMPROVEMENTS PDR FEMA FLOOD ZONES 0 500 Feet FIGURE 2 - 1 ´ P:\IER\52528\200-52528-14001\GIS\maps\APQ.mxd [alex.montalvo 10/8/2014] ")Lift Station Parcel Boundary FEMA Flood Zone Zone AE - Special Flood Hazard Areas Subject to Inundation by the 1% Annual Chance Flood, Base Flood Elevations Determined Zone X - 0.2% Annual Chance Floodplain Zone X - Area of Minimal Flood Hazard City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 6 November 2014 Tt# 200-52528-14001 2.2.2 Lift Station No. 7 LS No. 7 is a duplex station located at the northwest corner of the intersection of Thurm Boulevard and West Central Boulevard and was rehabilitated in 1991. The optimum design point for the existing pumps is 426-gpm at 26.1 feet head with an efficiency of 43.7%. The existing wet well is 8 feet in diameter with a single 12-inch influent pipe with a southeast invert -8.18 feet, NAVD 88. Wastewater from the station manifolds via a 10-inch force main to the WWTP’s raw influent force main. Table 2-1.Existing Lift Station Components Parameter Lift Station No. 6 Lift Station No. 7 Station Type Duplex Duplex Wet Well Diameter, feet 6 8 Number of Pumps Installed 2 2 Manufacturer Flygt Flygt Model C3085MT3 CP3127MT Discharge Size, Inches 3 4 Impeller 434 (160mm) 484 (197mm) Existing Flow Condition (@peak Eff.%), GPM 288 426 Existing TDH (@peak Eff.%), feet 21.6 26.1 Peak Efficiency (Eff.), %45.9 43.7 Horsepower 3 7.5 Power 230V, 3-phase, 60 Hz 230V, 3-phase, 60 Hz Top Elevation (feet, NAVD88)8.37 3.57 Wet Well Invert Elevation (feet, NAVD88)-3.63 Unknown Influent Pipe Invert Elevation (feet, NAVD88)-1.53 -8.18 2.3 SITE SURVEY A survey was conducted in September 2014. LS No. 6 will be replaced within the existing LS easement; therefore, the scope of the survey for LS No. 6 included the existing lift station site. An additional survey included the newly acquired rear lot 15 feet easement that extends approximately 1,100 feet north for design of the collection system expansion. LS No. 7 will be relocated approximately 300 feet south; therefore, the scope of the survey for LS No. 7 included the existing lift station site, a portion of the adjacent Manatee Sanctuary Park, and the gravity sewer along Thurm Boulevard. A capacity analysis required a survey of the gravity sewer along West Central Boulevard and the tributary sewer that branches north, from West Central Boulevard to the Racetrack gas station. The survey established current topography and elevations and provided the location of existing structures, utilities, trees, property boundaries, easements, and rights-of-way. The survey is presented in Appendix G. Existing utilities within the project area include: Underground electric (Florida Power & Light) City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 7 November 2014 Tt# 200-52528-14001 Gas (Florida City) Communications (AT&T Distribution, Bright House Networks, TW Telecom and Level 3 Communications) Stormwater culverts (City of Cape Canaveral) Water (City of Cocoa) Reuse (City of Cape Canaveral) Irrigation (at Manatee Sanctuary Park, City of Cape Canaveral) Sanitary Sewer (City of Cape Canaveral) 2.4 GEOTECHNICAL INVESTIGATION A geotechnical investigation was performed in September 2014 to evaluate the subsurface conditions at the locations being considered for the new lift station wet wells and along the route considered for the proposed sanitary sewer. Standard Penetration Test (SPT) borings to depths of 35 feet below existing grade were performed at the proposed wet well locations. 15 feet borings were performed along the route of the proposed sanitary sewers. The results of the SPT borings are presented in the geotechnical report included in Appendix K. A summary of the geotechnical recommendations includes: Recommendation to remove unsuitables evident in borings TH1, TH2, TH3, and TH4 located at LS No. 6; and borings TH5, TH6 and TH8 located at LS No 7. Temporary shoring and bracing required for any excavations. Encountered groundwater level ranges between 0.75 feet to 5.5 feet below grade. Temporary dewatering shall be done to levels 2 feet to 3 feet below the bottom of excavation. Buoyancy calculations should be performed for any structures installed. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 8 November 2014 Tt# 200-52528-14001 3.0 HYDRAULIC ANALYSIS This section provides a summary of the existing and future wastewater collection system flows for LS No. 6 and LS No. 7. The sewershed delineation of the service area for LS No. 6 and LS No. 7 is presented in Figure 3-1 and Figure 3-2, respectively. A mixture of residential, commercial, and industrial zoned properties is present within the service areas. The average daily wastewater flows are estimated based upon the published estimated daily sewage flows in Florida Administrative Code (FAC) section 64E-6.008 System Size Determinations. Peak unit factors are applied to determine the peak hour flows. The peak unit factors are estimated based upon the published Unit Flow per Person (or 100-gpd/person) and the overall ADF of the sewershed per Recommended Standards for Wastewater Facilities, 2004 Edition (10 State Standards). A desktop analysis was completed to estimate the capacities of identified gravity sewer pipes within the collection system, namely the eastern tributary sewer to LS No. 7 Service Area and the gravity sewer replacement and extension for the northern tributary sewer to LS No 6. A peaking factor was applied from 10 States Standards based upon the total average daily flow estimated. The future build out peak hour flows are utilized for firm capacity pump sizing of each lift station. A hydraulic analysis was conducted to accompany the FDEP Application For Constructing A Domestic Wastewater Collection/Transmission System. The results of the hydraulic analysis differ from the WRT Engineering and SSA reports provided for LS No. 6 and LS No. 7, respectively. The WRT Engineering report did not account for the potential expansion of the sewershed upon construction of the gravity sewer system to the north. The SSA report used plumbing code methodology, which is not consistent with the FAC. ") A s t r o n a u t B l v d Th u r m Blv d Mango M a n o r DrBaysideDrPortside Ave Anchorage A ve Laguna Ln Imperial Blvd Casa Bella Dr Br ow n CirThurm BlvdImperial Blv d L a g o D r Villa N o v a Dr Cent ra l Blvd W B a y sid e D r Bayside Dr Commerce StUVK UVA UVQ UVI UVE UVJUVM UVO UVN UVF UVB UVP UVL UVC UVG UVD UVH Lift Station NO. 6 LEGENDSource: ESRI World Imagery 20110312; Canaveral Utilities Data CITY OF CAPE CANAVERALLIFT STATION NO. 6 AND 7 IMPROVEMENTS PDR LIFT STATION NO. 6 BASIN AREA 0 400 Feet FIGURE 3 - 1 ´ P:\IER\52528\200-52528-14001\GIS\maps\API_F3-1.mxd [alex.montalvo 8/29/2014] ")Lift Station Lift Station #6 Basin Area Parcel Boundary ") UVWWTP UVK UVJ UVG UVA UVD UVB UVF UVE UVC UVN UVO UVH UVI UVL UVM UVP UVQ A s t r o n a ut Blv d Imperi alBlvd Br ow n CirCasa B e l l a D r Columbia Dr Thurm Blvd Laguna Ln Impe rialB lvd Puerto Del Rio DrL a g o D r Villa N o v a D r Cent r alBlv dW Baysi d e D r Bayside Dr Manatee Bay Dr Commerce StPuertoDel Rio DrLagunaWayLaguna WayLift Station NO. 7 LEGENDSource: ESRI World Imagery 20110312; Canaveral Utilities Data CITY OF CAPE CANAVERALLIFT STATION NO. 6 AND 7 IMPROVEMENTS PDR LIFT STATION NO. 7 BASIN AREA 0 500 Feet FIGURE 3 - 2 ´ P:\IER\52528\200-52528-14001\GIS\maps\API_F3-2.mxd [alex.montalvo 8/29/2014] ")Lift Station Lift Station #7 Basin Area Parcel Boundary City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 11 November 2014 Tt# 200-52528-14001 3.1 EXISTING WASTEWATER FLOW The existing residential and non-residential base wastewater flows for LS No. 6 and LS No. 7 service areas were estimated by multiplying the land use type by a flow factor. The flow factors are estimated average daily flow based upon property use, building square footage, number of units, etc. as published in Florida Administrative Code section 64E-6, and are utilized within this analysis as presented in Table 3-1. The methodology used is as follows: GIS was used for parcel counts and land use types. Land uses were separated based upon establishment to estimate flow per unit as published in 64E-6. Existing residential wastewater flow was estimated by: o Totaling the number of single and multifamily dwelling units within each sewershed. o The single family dwelling units were multiplied by the published estimated wastewater flow factor. o The multifamily dwelling units were multiplied by the published estimated wastewater flow factor based upon the number of bedrooms. Puerto del Rio advertises all 3-bedroom units. Bayside and Bayport units were considered 60% 2-bedroom/40% 3-bedroom, and 60% 3-bedroom/40% 2-bedroom, respectively. Existing commercial wastewater flow was estimated as follows: o The hotel flow factor was multiplied by the number of suites or rooms. o The meeting room flow factor was multiplied by the number of available seats. o The restaurants and bars flow factors were multiplied by the number of available seats (generated flow based upon the number of hours open for business). o Office buildings flow factor was multiplied by the flow per 100 square feet of floor space. o Small office buildings flow factor was multiplied by the number of available restrooms. o Public park facilities flow factors were multiplied by the number of anticipated people to attend. o The warehouse properties flow factor was multiplied by the number of units or loading bays. Industrial facilities do not have a published estimated flow per day and require intimate knowledge of the processes to properly estimate the wastewater to be generated. o The Florida Beer Company is an industrial facility. In the report completed by WRT Engineering Services, Inc. the Florida Beer Company generates approximately 79,000-GPD of wastewater. Their analysis was based upon the increase in pump starts from pre-Florida Beer flow and post- Florida Beer flow. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 12 November 2014 Tt# 200-52528-14001 Table 3-1.Flow Factors per Type of Establishment Type of Establishment Gallons Per Day Food Operations Single service restaurant operating more than 16 hours 35 Restaurant operating 16 hours or less per day 40 Bar and cocktail lounge per seat 20 Hotels Regular per room 100 Self-service laundry facilities per machine 750 Meeting Rooms (per seat) 15 Office Building Per employee per 8 hour shift or per 100 square feet of floor space (whichever is greater)15 Fueling Service Stations Open more than 16 hours per day per water closet 325 Open 16 hours per day or less 250 Warehouse Per employee per 8 hour shift 15 Per loading bay 100 Self-storage, per unit (up to 200) 1 Public Parks With toilets only per person 4 Residences 2 bedrooms 200 3 bedrooms 300 Assisted Living Facility Bed 100 Meals (add per meal prepared) 5 Swimming Facilities Per person 10 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 13 November 2014 Tt# 200-52528-14001 Table 3-2 and Table 3-3 present the wastewater flow estimates for both lift stations based upon the existing land use. Table 3-2.LS No. 6 Existing Flow (September 2014) Key Property Use Establishment Flow per Unit or 100 Square Feet of Floor Space (gpd/Unit or /100) Total Flow (gpd)Quantity Unit or Square Feet per Floor A Warehouse Self- storage 85 self-storage units 1 85 B-G 1-Story Office Building Small Office 6 9,300 15 8,370 H 1-Story Office Building Large Office 1 16,000 15 2,400 I 2-Story Office Building Office 2 15,000 15 4,500 J 1-Story Office Building with Warehouse Office 1 2,100 15 315 Warehouse 12 loading bays 100 1,200 K AJT 1-Story Office Building Office 1 33,900 15 5,085 L Florida Beer Company Beer Brewery 1 158 500 79,000 ADF (gpd)1 134,607 ADF (gpm)1 93 PHF (gpm)355 1Based on 18 hour design day period, due to most connections operating commercially during normal business hours. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 14 November 2014 Tt# 200-52528-14001 Table 3-3.LS No. 7 Existing Flow (September 2014) Key Property Use Establishment Flow per Unit or 100 Square Feet of Floor Space (gpd/Unit or /100) Total Flow (gpd)Quantity Unit or Square Feet per Floor A Country Inn and Suites Suite (1 Bed) 154 Suite 100 15,400 Meeting Rooms 70 Seat 15 1,050 B Hertz Water Closet 2 Each 250 500 Vehicle Wash 1 Wash Bay 100 100 C Burger King Restaurant (Fast Food) 60 Seat 35 2,100 D Residence Inn Suite (1 Bed) 120 Suite 100 12,000 Suite (2 Bed) 30 Suite 200 6,000 Bar 20 Seat 20 400 Washing Machine 4 Machine 750 3,000 Meeting Rooms 100 Seat 200 20,000 E Racetrack Gas Fueling Station 2 Toilet 325 650 F Jungle Village Office Building 1 50,000 15 7,500 G Banana River Park Public Park/No Facilities 0 Person 4 0 H Puerto del Rio Ph I & II Multifamily (3 bedroom) 104 Condo 300 31,200 I Puerto del Rio Phase III Multifamily (3 bedroom) 64 Condo 300 19,200 Pool Clubhouse 180 Swim/Bath 10 1,800 J Angel's Isle Single-Family 10 Home 200 2,000 K Manatee Park Public Park w/Facilities 300 Person 4 1,200 L Bayside Multifamily (2 bedroom) 60 Condo 200 12,000 Multifamily (3 bedroom) 40 Condo 300 12,000 M Bayport Multifamily (2 bedroom) 60 Condo 200 12,000 Multifamily (3 bedroom) 46 Condo 300 13,800 N Zachary's Restaurant 100 Seat 40 4,000 Q Radisson Hotel Room 300 Room 100 30,000 Bar 30 Seat 20 600 Washing Machine 4 Machine 750 3,000 Meeting Rooms 2000 Seat 15 30,000 Restaurant 80 Seat 40 3,200 ADF (gpd)1 301,600 ADF (gpm)1 209 PHF (gpm)733 1Based on 18 hour design day period, due to most connections operating commercially during normal business hours. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 15 November 2014 Tt# 200-52528-14001 3.2 FUTURE WASTEWATER FLOW The future residential and non-residential base wastewater flows for LS No. 6 and LS No. 7 service areas were estimated by multiplying the land use type by a flow factor. The flow factors are estimated daily flow based upon property use, building square footage, number of units, etc. as published in Florida Administrative Code section 64E-6, and are utilized within this analysis as presented in Table 3-2. The methodology used is as follows: GIS was used for parcel counts and land use types. Land uses were separated based upon establishment to estimate flow per unit as published in 64E-6. Future residential wastewater flow was estimated by: o Totaling the number of multifamily dwelling units within each sewershed. No single family units are planned within the service areas. o The multifamily dwelling units were multiplied by the published estimated sewage flow factor based upon the number of bedrooms. Puerto del Rio is estimated to be completed as shown on plans included in Appendix B with all 3-bedroom units as the developer advertises. Future commercial wastewater flow was estimated by: o A proposed assisted living facility has been proposed by the owner of Property I, Figure 3-2 in lieu of a portion of proposed multifamily dwelling units originally permitted for construction as part of Puerto del Rio Phase III. The number of proposed beds was provided by the engineer and meals provided for the residents were assumed to be three per day per bed. o The Homewood hotel (Property M, Figure 3-1) developer provided the number of rooms which was multiplied by the flow factor. o Vacant parcels zoned Commercial C1 were estimated for use as an office space or hotel (if the property was greater than 3.5 acres). Office Space (Property O & P, Figure 3-1 and Property O & P, Figure 3-2): The future building square footage is approximated by the following calculation: Site Area (acre) * DEV-AREA* FAR * 43,560 (square feet/acre) * 15 (gpd/100 square feet); where: Site area is the property acreage. DEV-AREA the % of area developable (removing green space and ponds). FAR the % of the area that can be utilized for building space (removing parking). 43,560 the conversion factor from acreage to square feet. 15-gpd/100 square feet is the published flow factor for office space. Hotel (Property N, Figure 3-1): The future number of rooms is approximated from the City zoning code for a maximum of 15 rooms per net acre. The number of rooms is multiplied by the published sewage flow factor. Future industrial wastewater flow estimates require discussions with the property owner. Tetra Tech attempted to reach the Florida Beer Company on more than 15 occasions to discuss the potential they would expand operations at the Cape Canaveral facility. No calls were ever returned. Therefore, it is assumed that the capacity will be expanded by 20% at some date in the future. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 16 November 2014 Tt# 200-52528-14001 Table 3-4 and Table 3-5 present the wastewater flow estimates for both lift stations based upon the future land use. Table 3-4.LS No. 6 Future Flow Key Property Use Establishment Flow per Unit or 100 Square Feet of Floor Space (gpd/Unit or /100) Total Flow (gpd)Quantity Unit or Square Feet per Floor A Warehouse Self-storage 85 self-storage units 1 85 B-G 1-Story Office Building Small Office 6 9,300 15 8,370 H 1-Story Office Building Large Office 1 16,000 15 2,400 I 2-Story Office Building Office 2 15,000 15 4,500 J 1-Story Office Building with Warehouse Office 1 2,100 15 315 Warehouse 12 loading bays 100 1,200 K AJT 1-Story Office Building Office 1 33,900 15 5,085 Vacant Outparcel Commercial C1 0.76 0.4 0.1 1,324 **(ac*80%*50% *43560*0.1)(0.8 * 0.5) L Florida Beer Company Beer Brewery 1 221 500 110,600 M Hotel - Resort (Homewood Suites) Resort Style 153 rooms 100 15,300 N Hotel - Standard Standard Style 207 rooms 100 20,700 O Vacant Parcel Commercial C1 2.56 0.4 0.1 4,461 **(ac*80%*50% *43560*0.1)(0.8 * 0.5) P Vacant Parcel Commercial C1 1.71 0.4 0.1 2,980 **(ac*80%*50% *43560*0.1)(0.8 * 0.5) Q Warehouse Flooring Warehouse 7 loading bays 100 700 AC = acreage ADF (gpd)1 237,359 80% = land available for development ADF (gpm)1 165 50% = FAR (Floor Area Ratio, available for building space) PHF (gpm) 626 43,560 = square feet per acre 0.1 = gpd/FAR (100 gpd/sq ft) 1Based on 18 hour design day period, due to most connections operating commercially during normal business hours. The properties identified as M, N, O, P, and Q are identified to contribute future flow to the LS No. 6 sewershed. Property M is under construction to be the Homewood Suites Hotel. Tetra Tech coordinated with the developer and engineer to estimate flows based upon permitted construction plans. Property N is assumed to be a hotel. Property N includes two different zoning types. The portion of the property that provides access to A1A is zoned C1, and it is assumed the property owner will attempt to complete a zoning change that changes the entire property to match this zoning. Properties O and P are estimated to be office space. These properties are zoned C1 but were not assumed to be future hotels as they do not meet the minimum acreage threshold of 3.5 acres for hotel space. Property Q is added to the analysis as it is assumed the owner will attemp to connect to the City system in the event their drainfield needs to be replaced. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 17 November 2014 Tt# 200-52528-14001 Table 3-5.LS No. 7 Future Flow Key Property Use Establishment Flow per Unit or 100 Square Feet of floor space (gpd/unit or /100) Total Flow (gpd)Quantity Unit or Square Feet per Floor A Country Inn and Suites Room 154 Room 100 15,400 Meeting Rooms 70 Seat 15 1,050 (Future) Restaurant 400 Seat 40 16,000 B Hertz Restroom 2 Toilet 250 500 Vehicle Wash 1 Wash Bay 100 100 C Burger King Restaurant (Fast Food)60 Seat 35 2,100 Vacant Parcel Commercial C1 **(ac*80%*50%*43560*0.15)0.665 0.4 0.15 1,738 D Residence Inn Room 120 Room 100 12,000 Suite 30 Suite 200 6,000 Bar 20 Seat 20 400 Washing Machine 4 Machine 750 3,000 Meeting Rooms 100 Seat 15 1,500 E Racetrack Gas Fueling Station 2 Toilet 325 650 F Jungle Village Office Building 1 50,000 15 7,500 G Banana River Park Public Park w Facilities 300 Person 4 1,200 H Puerto del Rio Phase I & II Multifamily (3 bedroom)164 Condo 300 49,200 I Puerto del Rio Phase III Multifamily (3 bedroom)112 Condo 300 33,600 Pool Clubhouse 180 Swim/Bath 10 1,800 Casa Canaveral Assisted Living Beds 288 Bed 100 28,800 Meals Prepared 864 Meals 5 4,320 J Angel's Isle Single-Family 11 Home 200 2,200 K Manatee Park Public Park w Facilities 300 Person 4 1,200 L Bayside Multifamily (2 bedroom)60 Condo 200 12,000 Multifamily (3 bedroom)40 Condo 300 12,000 M Bayport Multifamily (2 bedroom)45 Condo 200 9,000 Multifamily (3 bedroom)60 Condo 300 18,000 N Zachary's Restaurant 100 Seat 40 4,000 O Vacant Parcel Commercial C1 2.48 0.40 0.15 6,482 **(ac*80%*50%*43560*0.15)(0.8 * 0.5) P Vacant Parcel Commercial C1 6.33 0.40 0.15 16,544 **(ac*80%*50%*43560*0.15)(0.8 * 0.5) City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 18 November 2014 Tt# 200-52528-14001 Table 3-6.LS No. 7 Future Flow (Cont’d) Key Property Use Establishment Flow per Unit or 100 Square Feet of floor space (gpd/unit or /100) Total Flow (gpd)Quantity Unit or Square Feet per Floor Q Radisson Hotel Room 300 Room 100 30,000 Bar 30 Seat 20 600 Washing Machine 4 Machine 750 3,000 Meeting Rooms 2000 Seat 15 30,000 Restaurant 80 Seat 40 3,200 ** AC = acreage ADF (gpd)1 446,778 80% = land available for development ADF (gpm)1 310 50% = FAR (Floor Area Ratio, available for building space) PHF (gpm) 1,024 43,560 = square feet per acre 0.1 = gpd/FAR (100 gpd/sq ft) 1Based on 18 hour design day period, due to most connections operating commercially during normal business hours. The properties identified as A, C, H, I, O, and P are identified to contribute future flow to the LS No. 6 sewershed. Most of these include information from the SJRWMD e-permitting website. The site plans for these developments are attached in Appendix D. Property A includes provisions for a 400 seat restaurant. C includes an additional 0.6-acre outparcel for future C1 use. H and I are in various stages of the Puerto del Rio development that will include 276 3-bedroom condominiums and an assisted living facilitiy. Parcels O and P have been assumed for office space. This analysis also assumes the City does not intend to sell Banana River Park or Manatee Sanctuary Park, both of which are zoned for future residential. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 19 November 2014 Tt# 200-52528-14001 3.3 PEAK HOUR FLOW The estimated base wastewater flows are an Average Daily Flow (ADF). A peaking factor is applied to the ADF to estimate the Peak Hour Flow (PHF). Peak Unit factors are published in 10 States Standards, Figure 1. Figure 1 is based upon a Unit Flow per 1,000 people, which approximates 100 gpd/person. The LS No. 6 and No. 7 sewersheds include a mixture of residential, commercial and industrial zoning and the peaking factor is determined by converting the ADF into a unit flow per 1,000 people. The Peak Unit Factors used for the analysis are provided in Table 3-6. Table 3-6.Peak Unit Factors Lift Station ADF (gpd) ADF (gpm) Unit Flow (gpd/person) Unit Flow per 1,000 People Peak Unit Factor PHF (gpm) LS No. 6 Existing 134,607 94 100 1.3 3.8 355 Future 216,292 150 100 2.2 3.8 571 LS No. 7 Existing 309,200 215 100 3.1 3.5 752 Future 446,778 310 100 4.5 3.3 1,024 3.4 PROPOSED GRAVITY SEWER EXTENSION – LS NO. 6 The existing gravity sewer will be extended north from LS No. 6 through a newly acquired easement. The extension will be to the northern boundary of Property M, the property of the proposed Sunbelt Hotel. The extension of the sewer and acquisition of the easement will allow the potential for adjacent properties to connect to the LS No. 6 sewershed. A desktop evaluation was completed to ensure the gravity system is designed with appropriate capacity to meet both the existing flow condition and future flow condition. The estimated ADF multiplied by the peaking factor was used to determine if each pipe segment would have sufficient capacity. The capacity within each proposed pipe segment is designed for sufficiency to meet peak hour flows (PHF) compared to the flow attained when the pipe is running at a depth equal to 95% of its diameter with a minimum velocity of 2 feet per second. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 20 November 2014 Tt# 200-52528-14001 3.5 EXISTING GRAVITY SEWER CAPACITY ANALYSIS – LS NO. 7 The City of Cape Canaveral expressed concerns that the conveyance capacity of the existing gravity sewer from LS No. 7 to SR A1A. A desktop evaluation was completed to assess the capacity of identified gravity sewer pipes within the LS No. 7 service area. The evaluation included both the existing flow condition and future flow condition. The future flow condition included the proposed pipe segments as a result of relocating the lift station. The estimated peak hour flows (PHF) used to determine if each pipe segment had sufficient capacity. The capacity at each segment was evaluated for sufficiency under the following criteria: 1. PHFs were calculated and compared to the flow attained when the pipe is running at a depth equal to 95% of its diameter. This is an industry standard capacity analysis for future build out flow. 2. PHFs were calculated and compared to the flow attained when the pipe is running at a depth not to exceed 75% of its diameter. This criterion is used to add an additional safety factor for infiltration for older gravity sewer systems. 3. PHFs were calculated to estimate the Actual Velocity within the pipe. If the pipe is not meeting minimum scour velocity of 2 feet per second and the pipe is running at a depth greater than 30%, then maintenance can become an issue. The pipe velocities and flow depth ratios are presented in Figures 3-3 and 3-4 and detailed in Appendix H. The analysis further reveals the following: None of the gravity sewer segments included in the analysis will be surcharged at PHF. None of the gravity sewer segments included in the analysis fails the capacity criteria outlined in items 1 and 2 above. Several pipe segments fail criteria in item 3 above. As constructed, these pipes do not meet scour velocity with a flow depth greater than 30% depth of the pipe. These are labelled with yellow highlight in Figures 3-3 and 3-4. These pipes will require regular maintenance to ensure settling does not impact capacity. The gravity sewer system included within the analysis has the capacity to meet future build out flow. The system includes a factor of safety for additional inflow and infiltration that may result from leaking pipe connections or pipe joints. Several pipe segments within the system that were previously constructed do not meet scour velocity, but do not warrant replacement. 10 States Standards identifies that if a gravity sewer pipe does not meet scour velocity and has a depth of flow greater than 30% then regular maintenance should be provided. The pipes that should be regularly maintained in the existing condition are identified on Figure 3-3: Between MH-3 and MH-2 Between MH-10 and MH-4 Between MH-12 and MH-11 Between MH-13 and MH-12 The pipes that should be regularly maintained in the future condition are identified on Figure 3-4: Between MH-12 and MH-11 Between MH-13 and MH-12 Between MH-14 and MH-13 Note there are several pipe segments along West Central Boulevard with velocities less than 2 feet per second for pipes. While their depth of flow is less than 30%, routine maintenance should be provided for the following: Between MH-5 and MH-4 Between MH-4 and MH-3 Between MH-3 and MH-2 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 21 November 2014 Tt# 200-52528-14001 Tetra Tech has coordinated with Morgan and Associates regarding potential development plan changes to Property I. The future development is not yet permitted but the intent is to reduce the number of condos in Puerto Del Rio Phase III from 240 to 112 and construct a 385 bed assisted living facility currently named Casa Canaveral. An existing sewer line is located in a sanitary sewer easement that bisects the Puerto del Rio Phase III property. This sanitary sewer line conveys waste water flows from the north east portion of the sewershed that includes the properties along A1A. The future development proposes to relocate the gravity sewer along the property line shared with Jungle Village. This would redirect existing flows to enter the Central Boulevard gravity sewer system at MH-5 rather than MH-4. A desktop analysis was performed to evaluate this proposed change and the system was found to have sufficient capacity for the redirected flows. However, the invert elevations required at MH-5 and MH-10 to provide positive flow are not be feasible with the existing structure elevations and pipe slopes. The gravity sewer along Central Boulevard would require replacement to a deeper depth to accommodate this potential development change. It is anticipated that in lieu of removing and replacing the existing pipe, that a more economical solution to provide for a lower sewer main along Central Boulevard would be to install a new sewer line parallel to the existing sewer line. This would allow for minimal bypass requirements necessary for connecting the existing sewer laterals to the new line. To facilitate this anticipated work, a new manhole south of existing SS MH-3 is proposed at a depth adequate for a future tie in of a parallel sewer line along Central Boulevard. If the replacement is conducted, the City should install 8 inch PVC at a slope of 0.4% from MH-5 to MH-2 and 12 inch PVC at a slope of 0.22% from MH-2 to MH-1 to adequately convey future wastewater flows. !(!(!( !( !( !( !( !( !( !( !( ") 8'' d/D 0.31 Velocity 2.17 8'' d/D 0.13 Velocity 1.15 12'' d/D 0.24 Velocity 3.42 8'' d/D 0.41 Velocity 1.6 8'' d/D 0.39 Velocity 1.67 8'' d/D 0.42 Velocity 1.8 8''d/D 0.34 Velocity 2.23 8'' d/D 0.13 Velocity 0.88 8'' d/D 0.4 Velocity 1.98 8'' d/D 0.22 Velocity 1.23 12'' d/D 0.27 Velocity 2.29 From Puerto Del RioPuerto DelRio DrBayside DrCentral Blvd W Puerto Del Rio Dr A s t r o n a u t B l v d Thurm BlvdCentral Blvd W B a y si d e Dr Bayside DrLaguna WayLaguna Way PuertoDel RioDrLift Station NO. 7 MH-1 MH-2 MH-3 MH-6 MH-4 MH-5 MH-10 MH-14 MH-13 MH-12 MH-11 LEGENDSource: ESRI World Imagery 20110312; Canaveral Utilities Data CITY OF CAPE CANAVERALLIFT STATION NO. 6 AND 7 IMPROVEMENTS PDR EXISTING GRAVITY SEWER ANALYSIS LS NO. 7 0 200 Feet FIGURE 3 - 3 ´ P:\IER\52528\200-52528-14001\GIS\maps\API_F3-3.mxd [alex.montalvo 11/6/2014] Parcel Boundary ")Lift Station !(Manholes Existing 8" Gravity Sewer Existing 12" Gravity Sewer Routine Maintenance Required (d/D >= 0.30 and Velocity < 2 fps) !(!(!( !( !( !( !( !( !( !( !( !( !( !( !(!( !( ") 12'' d/D 0.37 Velocity 3.97 8'' d/D 0.36 Velocity 2.45 8''d/D 0.55 Velocity 3.73 8'' d/D 0.31 Velocity 2.88 12'' d/D 0.33 Velocity 4.46 8'' d/D 0.43 Velocity 2.03 8'' d/D 0.48 Velocity 1.79 8'' d/D 0.46 Velocity 1.88 12'' d/D 0.57 Velocity 2.49 8'' d/D 0.43 Velocity 2.03 8'' d/D 0.15 Velocity 0.75 8'' d/D 0.43 Velocity 2.03 8'' d/D 0.13 Velocity 0.96 8'' d/D 0.13 Velocity 0.88 8'' d/D 0.31 Velocity 1.65 12'' d/D 0.38 Velocity 3.01 8'' (Removed in Future) From Puerto Del RioPuerto DelRio DrBayside DrBayside DrCentral Blvd W Puerto Del Rio Dr A s t r o n a u t B l v d Thurm BlvdL a g o D r Central Blvd W B a y si d e Dr Bayside DrLaguna WayLaguna Way PuertoDel RioDrFuture Lift Station NO. 7 MH-1 MH-2 MH-3 MH-6 MH-7 MH-8 MH-4 MH-5 MH-9 MH-10 MH-14 MH-13 MH-12 MH-11 MH-15MH-16 MH-1A LEGENDSource: ESRI World Imagery 20110312; Canaveral Utilities Data CITY OF CAPE CANAVERALLIFT STATION NO. 6 AND 7 IMPROVEMENTS PDR FUTURE GRAVITY SEWER ANALYSIS LS NO. 7 0 200 Feet FIGURE 3 - 4 ´ P:\IER\52528\200-52528-14001\GIS\maps\API_F3-4.mxd [alex.montalvo 11/17/2014] Parcel Boundary ")Future Lift Station !(Manholes Gravity Sewer Future Proposed Existing to Remain Existing (Removed in Future) Routine Maintenance Required (d/D >= 0.30 and Velocity < 2 fps) City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 24 November 2014 Tt# 200-52528-14001 4.0 PROPOSED IMPROVEMENTS The final design will result in preparation of the engineering drawings and specifications for LS No. 6 & 7. The following sections outline the proposed improvements for the lift stations. 4.1 LIFT STATION NO. 6 The existing site’s entrance is from the northwest corner of the median in which it is located. The proposed site will include provisions for a driveway at that location. The site is not within the 100-year flood zone AE, as previously presented in Figure 2-1. A proposed demolition plan for the site is presented in Figure 4-1. A site plan and mechanical plan for the proposed site is presented in Figures 4-2 and 4-3, respectively. The proposed gravity sewer and water main improvements are presented in Figure 4-4.The improvements include the following: The replacement lift station facilities will be located within the limits and setbacks of the existing lift station site. The existing valve vault and existing wet well will be removed along with the pumps, piping, and equipment. The proposed wet well will be constructed adjacent to the existing wet well. A new terminal manhole will be installed in the location of the existing wet well. Construction of 6-inch diameter above-grade discharge piping for connection to the existing 6-inch force main. Installation of two (2) new pumps sized to meet future peak hour flow demands with one pump running. New control panel and instrumentation that is fully integrated into the City’s SCADA system. Standard fence and gate with a concrete curb around site and placement of 6-inches deep of No. 57 stone for all areas not paved within the fence. Overall this configuration will minimize maintenance requirements at the station. Relocation of the water service. Hose bibs will be provided at the wet well area. New concrete driveway. The lift station site will be landscaped with low maintenance, low water use, and native plants to provide a buffer and soften the view of the lift station. 1,000 linear feet of existing sanitary sewer from the north will be replaced within a newly acquired easement to provide sufficient capacity for the proposed Sunbelt hotel and properties further north. Construction of 1,000 linear feet of an 8 inch water main loop for the City of Cocoa within the 15-foot easement. The water main will be constructed in accordance with Florida Administrative Code Rule 62- 555.314 and meet City of Cocoa standards. Bar Measures 1 inch LIFT STATION NO. 6 AND 7 IMPROVEMENTS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 LS NO. 6 DEMOLITION PLAN 0 2.5'5'10' N DISCHARGE PIPE AND VALVE VAULT TO BE REMOVEDEXISTING FORCE MAIN TO BE REMOVED CONTRACTOR TO COORDINATE WITH UTILITIES THE RELOCATION OF ELECTRICAL OVERHEAD POWER LINE AS REQ'D. EXISTING FENCE TO BE REMOVED EXISTING 8" CLAY PIPE TO BE REMOVEDEXISTING ELECTRICAL PANEL TO BE REMOVED EXISTING 6' DIA. WET WELL TOPAND TOP RISER TO BE REMOVED. GROUT FILL AND ABANDON IN PLACE REMAINING PORTIONEXISTING CURB TO BE REMOVED Bar Measures 1 inch LIFT STATION NO. 6 AND 7 IMPROVEMENTS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 LS NO. 6 PROPOSED SITE PLAN 0 5'10'20' N PROP FENCE PROP (2) 8' PANEL SWING GATE PROP FILTER FABRICAND 6" OF FDOT GRANITE NO. 57 STONE PROP. 8' WET WELL W/ PROP PUMPS, DISCHARGE PIPING AND APPURTENANCES ROW PROP 6" FMDIRECT CONNECT W/ 90° BEND. RESTRAIN EXISTING FM AS REQ'D EX. SS MH 8TOP 7.32NEW N INV. -1.78EX. E INV. -1.68 49. 0 6 '35.00'16.00'CONC. DRIVEPROP. CONTROL PANEL PROP. 8" WM 34.36' 20.00' PROP. 8" WM BOR TH-1 6" DIP STUBELEV 7.57 SVFMFMxxxxxxxxxxxxxxxxxxxx xxxxxxxxxxxx xx xx xx xx xx xx xx 1' 'WWPROP. SS MH 1 TOP 8.40 NW INV. -3.53 W INV. -3.83 S INV. -1.90 9'-6" PROP 6" FM 5'-0"1" DRAINPER MANUFACTURER REQUIREMENTS PROP WET WELL W/ NEW PUMP, DISCHARGE PIPING & TOP SLAB SST PIPE SUPPORT (TYP) 1/2" EXPANSION JOINT W/BACKER ROD & SEALANT 6" SLAB OPENING FOR LEVEL TRANSDUCER AL SAFETY HATCH 54"x36" (SEE NOTE 3 THIS SHEET) WASHDOWN STATION PROP ELECTRICALCONTROL PANEL 6" MIN. CLEARANCE ALL SIDES6" MIN.6" MIN.4" 316 SS (SCH40) GOOSNECK VENT W/ 316 SS SCREEN PROP 1" PW 14 LF OF 8" PVC SS90 LF O F 8 " PVC SS 316 SST FLOAT CABLEHOLDER (TYP) HOSE BIBB BFP WATER METES 6" 90° BENDCONNECT TO EXISTING FM (2) 6" 90° BENDS EXISTING PROPERTY BOUNDARY EXISTING FM DOUBLE GATE PROP 6" CONC EQUIP PAD PROP 12" PRECAST CONC TOP SLAB (SEE NOTE THIS SHEET) PROP WET WELL LINER 36" WET WELL ELECTRICAL CONDUIT TO CONTROL PANEL PROP POWER CABLE PROP 316 SST GUIDE RAIL 4" 45° BENDS (FLG)(TYP) 1" PROP PW OFFSET PIPE SUPPORT (316 SST SPACED A MIN 5'-0") 3'-0" MIN COVER (TYP.) PUMP MOUNTED ON BASE PLATE, ANCHORED PER MANUFACTURES RECOMMENDATIONS PROP LIFTING CHAIN (MIN 1/4" SST CHAIN) 3" 6" 90° BEND (MJ) (ROTATED FOR CLARITY) 8'-0" Ø 12" 18" FIN FL EL -XX T/SLAB EL 7.50 PRECAST MONOLITHIC BASE (ASTM C478) 12" MIN 1" DRAIN (SLOPE @ 1% MIN. TO WET WELL) INV EL -XX PROP 8" SS SLOPE PROP GROUT AS PER PUMP MFR RECOMMENDATIONS HWL EL -XX LAG PUMP ON EL -XX ALL OFF EL -XX INSTALLED BY CONTRACTOR AND SET BY CITY 24" PROP WALL PENETRATION SEAL FDOT GRANITE NO. 57 STONE 6" CV (FLG)(TYP) 6" PV (FLG)(TYP)6" EXPANSION COUPLING W/ 316 SST TIE RODS (FLG)(TYP)FLANGED PRESSURE WAFER W/ PRESSURE GAUGE (TYP) AIR RELEASE VALVE W/ 1" NPT PROP ELEC CONTROL PANEL (ROTATED FOR CLARITY) 6" 90° BEND (TYP) 6" WYE (FLG) (TYP) PROP HOSE BIBB (ROTATED FOR CLARITY)2" 316 SST BALL VALVE 4" 316 SS (SCH40) GOOSENECK VENT W/ 316 SS SCREEN (ROTATED FOR CLARITY) 1/2" EXPANSION JOINT W/ BACKER ROD AND SEALANT PENETRATIONSEAL (TYP OF 3) 6" RESTRAINED FAC W/ 316 SST HARDWARE (TYP) 316 SST FLOAT HANGER PROP 8'-0" Ø (I.D.) PRECASTCONC WET WELL (ASTM C478) 6"x6" TEE (FLG) EPDM KOR-N-SEAL W/ SST WEDGE PROP FILTER FABRIC & 6" FDOT GRANITE NO. 57 STONE (TYP) SEALER & HEAT SHRINK SEAL (TYP) FRP NECK AROUND HATCH OPENING TOP SLAB PENETRATION SEAL (TYP) 1" TRUE UNION 6"X4" REDUCER (FLG) LEAD PUMP ON EL -XX PROP AL SAFETY HATCH Bar Measures 1 inch LIFT STATION NO. 6 AND 7 IMPROVEMENTS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 LS NO. 6 LIFT STATION PLAN & SECTION N PLAN VIEW SCALE: 3/16" = 1'-0"A-SECTION VIEW "A" SCALE: 3/16" = 1'-0" PIPE MATERIAL SCHEDULE: WET WELL -SCHEDULE 40 SST ABOVE GRADE - SCHEDULE 40 SST BELOW GRADE - PVC Bar Measures 1 inch LIFT STATION NO. 6 AND 7 IMPROVEMENTS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 LS NO. 6 PROPOSED GRAVITY SEWER AND WATER MAIN IMPROVEMENTS 0 20'40'80' N SCALE:HORIZ. 1" = 40' VERT. 1" = 4' City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 29 November 2014 Tt# 200-52528-14001 4.2 LIFT STATION NO. 7 The proposed site is relocated 300 feet south. The proposed site is not within the 100-year flood zone AE, as previously presented in Figure 2-1. A proposed demolition plan for the existing site is presented in Figure 4-5. A site plan and gravity sewer improvements are presented in Figure 4-6. The lift station mechanical plan is presented in Figure 4-7. The improvements include the following: The existing lift station will be abandoned in place. The top riser section will be removed and the remaining wet well will be backfilled with grout. The existing valve vault will be removed along with the pumps, discharge piping, and equipment. The existing force main will be grout filled and abandoned in place between the existing lift station and the proposed connection. The proposed wet well will be constructed 300 linear feet south at the northeast corner of Manatee Sanctuary Park. The new lift station is configured in a manner to limit the number of existing trees that must be removed. Gravity sewer will be constructed from the existing manhole in the intersection of Thurm Boulevard and West Central Boulevard to the proposed Lift Station. Installation of new pumps. Construction of above-grade discharge piping and force main. New control panel with SCADA system. Standard fence and gate. New water service. New concrete driveway. Concrete curb around site. Placement of 6-inches deep of No. 57 stone within the fence. Bar Measures 1 inch LIFT STATION NO. 6 AND 7 IMPROVEMENTS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 LS NO. 7 DEMOLITION PLAN N 5'2.5'10'0 EXISTING 8' DIA WET WELL TOP AND TOP RISER TO BE REMOVED. GROUT FILL AND ABANDON IN PLACE REMAINDER DISCHARGE PIPE AND VALVEVAULT TO BE REMOVED REMOVE TOP AND ABANDON EXISTING SS TO BE GROUTFILL AND ABANDON IN PLACE. PLUG AND CAP BOTH ENDS EXISTING FM TO BE GROUT FILL AND ABANDON IN PLACE.PLUG AND CAP BOTH ENDS EXISTING ELECTRICAL PANEL TO BE REMOVED CAP WM AND IRRIGATION AT METER EXISTING DRIVE TO BE REMOVED FH WV UNKNOWN UTILITY EOI BOR TH-8 UNKNOWN UTILITY SV BOR TH-7 TB TV FORCE MAIN IRRV UNKNOWN UTILITY EOI 3.43.53.73.53.43.33.13.13.52.92.62.93.43.23.33.64.73.13.33.33.13.12.93.03.13.418" PALM 18" PALM 18" PALM TB WM ET WV MBWV 18" PALM 3.133.143.05TV WV REUSE WM REUSEIRRV REUSE 8" PALM 8" PALM ELEC PANEL FOUND ND LB6700 22" PALM 16" PALM 10" MYRTLE 16" MYRTLE 8" MYRTLE 36" MYRTLE 8" OAK 10' WIDE HEDGE 2.932.922.982.958' WET WELLELEV 3.57 5'X5' VAULTELEV 3.63 3.553.643.563.573.603.613.643.52WM REUSE 4" DIP 6" DIP TB FOUND IR LB2936 UTVUEUT UT UT UT UT UT UT UT UT UT UTUT RW RW RW RW RW RW RW RW RW RW RW WW W W UTV UTV UTV UTV UTV UTV UTV UTVUTV UTV UTV GGGUTVUTUTFM OE OE OE OE OE OE OE OE OE OE OE THURM BOULEVARD LOT 11 SSSSSSSS SS(60' RIGHT-OF-WAY) 3 3 34 4 4 4 4 434 4 34 43.83.43.73.73.44.13.93.94.964.362.912.334.003. 0 52.764.454.814.032.603.60FOUND IR LB256CONCRETE4.53.115' DRAINAGE ESMT.20' DRAINAGE ESMT.SDSDSDSDSS SS SS SS SS SS SS SS SS SS SS xxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx xx xx +11 00 +12 00 +13 00 1''W1''W1''WFM FM FM FM FM FM FM FM FM FM FM +11 00 +12 00 +13 00 DROP INLETTOP 1.9918" RCP N. INV -1.1348" RCP W. INV -3.22 42" RCP E. INV -3.2624" RCP SE. INV -1.18 EX. SS MH 4TOP 3.0510" PVC N. INV -6.5510" PVC S. INV -6.8512" CLAY E. INV -7.2512" PVC W. INV -7.2512" CLAY NW. INV -7.35 PROP. SS MH 2 TOP 4.82 W INV. -9.09N INV. -8.99 LIFT STATION 7 TOP 4.00 E INV. -9.30 BOTTOM -15.50 SS MH 3 TOP 3.01 S INV. -8.59N INV. -7.45E INV. -4.11 14 LF OF 12" PVC SS @ 0.22%SS37 LF OF 12" PVC SS @ 0.22%SS SS SS SS SS SS SS 184 LF OF 12" PVC SS @ 0.22% PROP. 5' Ø SS MH 1TOP 4.00W INV. -9.27S INV. -3.65E INV. -9.17 EX. SS MHTOP 4.38S INV. -3.42N INV. -3.47 PROP FENCE PROP (2) 8' PANELSWING GATE PROP FILTERFABRIC AND 6"OF FDOT NO. 57 STONE PROP. 10' WET WELL W/ PROP PUMPS, DISCHARGE PIPING AND APPURTENANCES ROWPROP 8" FMEXST. SS MHTOP 3.88 12" PVC E. INV -6.52 8" PVC W. INV -6.478" PVC W. INV -3.97 8"X10" WET TAP.RESTRAIN EXISTINGFM AS REQ'D CAP AND PLUG EXISTING 10" FM. BEGIN/END GROUT FILL AND ABANDON IN PLACE REMOVE 20 LF OF SS PIPE.CAP EXISTING 10" SS.BEGIN/END GROUT FILL ANDABANDON IN PLACE CAP EXISTING 12" SS.BEGIN/END GROUT FILLAND ABANDON IN PLACE HOSE BIBB BFP PROP. 1" WATER SERVICE 43.00'19.51'EOP PROP CONTROL PANEL CAP EXISTING 10" SS. BEGIN/END GROUT FILLAND ABANDON IN PLACE CAP AND PLUG EXISTING 10"FM AT EXISTING PLUG VALVE.BEGIN/END GROUT FILL ANDABANDON IN PLACE CAP EXISTING 12" SS. BEGIN/END GROUT FILLAND ABANDON IN PLACE GROUT FILL ANDABANDON IN PLACEEXISTING 12" SS GROUT FILL AND ABANDON IN PLACE EXISTING 10" FM GROUT FILL AND ABANDON IN PLACE EXISTING 10" SS 16.00'CONC. DRIVE 40.00' 10 LF OF 12" PVC SS @ 1.00% 10 LF OF 12" PVC SS @ 1.00% EX. SS MH 4 TOP 3.05 CORE AND RE-BENCH NEW S INV. -7.35 10+75 11+00 11+50-12 -10 -8 -6 -4 -2 0 2 4 6 10+20 10+50 11+00 PROP. SS MH 2 TOP 4.82 W INV. -9.09 N INV. -8.99 184 LF OF 12" PVC SS @ 0.22%37 LF OF 12" PVC SS @ 0.22% LIFT STATION 7 TOP 4.00 E INV. -9.30 14 LF OF 12" PVC SS @ 0.22% PROP. 5' Ø SS MH 1 TOP 4.00 W INV. -9.27 S INV. -3.65 E INV. -9.17 PROFILE ROTATED AT STA. 10+75 FOR CLARITY-8 -6 -4 -2 0 2 4 6 SS MH 3 TOP 3.01 S INV. -8.59 N INV. -7.45 E INV. -4.11 EXISTING GRADE EX. 48" RCP W. INV -3.5 EX. WM EX. SS MH 4 TOP 3.05 S INV. -7.35 10 LF OF 12" PVC SS @ 1.00%11/14/2014 3:02:37 PM-\IERS181FS1 ROJECTS\IER\52528\200-52528-14001\CAD\SHEETFILES\C-105 LS NO. 7 SITE PLAN.DWG-DAVALOS, PAULAwww.tetratech.com Designed By: Project No.: Date: Bar Measures 1 inch Copyright: Tetra TechFIGURE 200-52528-14001CITY OF CAPE CANAVERAL LIFT STATION NO. 6 AND 7 IMPROVEMENTS MBS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 4-6 LS NO. 7 SITE PLAN N SCALE: HORIZ. 1" = 20'VERT. 1" = 4' EXST. SS MHTOP 3.8812" PVC E. INV -6.52 8" PVC W. INV -6.478" PVC W. INV -3.97 10'5'20'0 UTUTRWRWUTVUTVUTVOEOE3.73.9SSxxxxxxxxxxxxxxxxxxxxxxSS SS1''WFMFMEXISTING MHTOP 4.38S INV. -3.42N INV. -3.47 PROP. SS MH 1TOP 4.00W INV. -9.27E INV. -9.17EX. S INV. -3.65 9'-6" PROP 8" FM 14 LF OF 12" PVC SS 5'-0" 2" DRAIN PER MANUFACTURER REQUIREMENTS PROP WET WELL W/ NEW PUMP, DISCHARGE PIPING & TOP SLAB4" QUICK CONNECT FOR BY-PASS CONNECTION SST PIPE SUPPORT (TYP) 316 SST FLOAT CABLE HOLDER (TYP) 1/2" EXPANSION JOINT W/BACKER ROD & SEALANT 6" SLAB OPENING FOR LEVEL TRANSDUCER PROP WET WELL AL SAFETY HATCH 54"x36" (SEE NOTE 3 THIS SHEET) WASHDOWNSTATION PROP ELECTRICALCONTROL PANEL 6" MIN. CLEARANCE ALL SIDES6" MIN. 6" MIN. 4" 316 SS (SCH40) GOOSNECK VENT W/ 316 SS SCREEN PROP 1" PW PROP. SS MH 2 TOP 4.82 W INV. -9.09 N INV. -8.99 37 LF OF 12" PVC SSPROP BFP (2) 8" 45° BENDS TEMPORARY BY-PASS 8"X10"WET TAPPROP 8" FM PROP 6"X4" TEE PROP 6" FM PROP GRADE TO EXST 10" FM PROP WET WELL LINER 36" WET WELL ELECTRICAL CONDUIT TO CONTROL PANEL PROP POWER CABLE PROP 316 SST GUIDE RAIL 4" 45° BENDS (FLG)(TYP) 1" PROP PW OFFSET PIPE SUPPORT (316 SST SPACED A MIN 5'-0") 3'-0" MIN PUMP MOUNTED ON BASE PLATE,ANCHORED PER MANUFACTURESRECOMMENDATIONS PROP LIFTING CHAIN (MIN 1/4" SST CHAIN) 3" 8" 90° BEND (MJ) (ROTATED FOR CLARITY) 8" WYE (MJ) 12" 10'-0" Ø 12" 18" FIN FL EL -15.50 T/SLAB EL 4.00 PRECAST MONOLITHICBASE (ASTM C478) 12" MIN 8" 45°BEND(MJxPE)2" DRAIN (SLOPE @ 1% MIN.TO WET WELL) INV EL -9.30 PROP 12" SS SLOPE PROP GROUT AS PER PUMP MFR RECOMMENDATIONS HWL EL -9.79 LAG PUMP ON EL -10.29 ALL OFF EL -13.50 INSTALLED BY CONTRACTOR AND SET BY CITY 24" PROP WALL PENETRATION FDOT GRANITENO. 57 STONE 6" CV (FLG)(TYP) 6" PV (FLG)(TYP)6" EXPANSION COUPLING W/ 316 SST TIE RODS (FLG)(TYP)FLANGED PRESSURE WAFER W/ PRESSURE GAUGE (TYP) AIR RELEASE VALVE W/ 2" NPT PROP ELEC CONTROL PANEL (ROTATED FOR CLARITY) 6" 90° BEND (TYP) 6" WYE (FLG) (TYP) 6"x4" TEE (FLG), 4" PV (FLG)(TYP) PROP AL SAFETY HATCH PROP 6" CONC EQUIP PAD PROP HOSE BIBB 2" 316 SST BALL VALVE PROP 12" PRECAST CONC TOP SLAB (SEE NOTE THIS SHEET) 4" 316 SS (SCH40) GOOSENECK VENT W/ 316 SS SCREEN (ROTATED FOR CLARITY) 1/2" EXPANSION JOINT W/ BACKER ROD AND SEALANT PENETRATIONSEAL (TYP OF 3) 6" RESTRAINED FAC W/ 316 SST HARDWARE (TYP) 316 SST FLOAT HANGER PROP 10'-0" Ø (I.D.) CONC WET WELL (ASTM C478) 6"x8" TEE (FLG) 8" STUB-OUT W/ 8" VERTICAL PLUG VALVE.TEMPORARY BY-PASS ANDPIG LAUNCH PORT. EPDM KOR-N-SEALW/ SST WEDGE PROP FILTER FABRIC& 6" FDOT GRANITENO. 57 STONE (TYP) SEALER & HEAT SHRINK SEAL (TYP) FRP NECK AROUNDHATCH OPENING TOP SLAB PENETRATION 2" TRUE UNION 6"X4" REDUCER (FLG) LEAD PUMP ON EL -10.79 11/14/2014 2:35:56 PM-\IERS181FS1 ROJECTS\IER\52528\200-52528-14001\CAD\SHEETFILES\D-102 LS NO.7.DWG-DAVALOS, PAULAwww.tetratech.com Designed By: Project No.: Date: Bar Measures 1 inch Copyright: Tetra TechFIGURE 200-52528-14001CITY OF CAPE CANAVERAL LIFT STATION NO. 6 AND 7 IMPROVEMENTS MBS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 4-7 LS NO.7 LIFT STATION PLAN & SECTION N PLAN VIEW SCALE: N.T.S. A - SECTION VIEW "A" SCALE: N.T.S. PIPE MATERIALSCHEDULE: WET WELL -SCHEDULE 40 SSTABOVE GRADE -SCHEDULE 40 SSTBELOW GRADE -PVC City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 33 November 2014 Tt# 200-52528-14001 5.0 BASIS OF DESIGN 5.1 MECHANICAL BASIS OF DESIGN The basis of design for the proposed lift stations will include the following: 1. The replacement facilities will be located within the easements or City-owned property. 2. The new wet wells are hydraulically sized to meet future build-out average and peak hour flows. 3. The new submersible pumps are sized based upon firm pumping capacity such that one pump will handle the peak hourly flow. 4. Gravity sewer improvements are designed with uniform minimum slope as outlined by 10 States Standards for Wastewater Facilities. 5. Manholes are proposed at no more than 400 feet spacing with at least one manhole proposed at/on each property. 6. Manholes and wetwells are designed to withstand floatation forces when empty. 7. The electrical improvements will meet National Electric Code requirements. 8. No flow meters are required at either station as the projected flows are less than 1,200 gpm. 9. The stations will be designed with the alarms connected to the City’s SCADA system. 10. No standby generators are proposed. Provisions for connection of a portable generator are included. 11. The existing force mains will remain because the velocities within the force mains will be between 2.5 feet per second and 7 feet per second. 5.1.1 Submersible Pumps Two (2) submersible pumps, each designed to operate at the future peak hour flow and firm pumping capacity, are proposed at both stations. The proposed pumps will be installed with constant speed drives. Pump selection is based upon a target flow rate within the system curve. The system curve was created by estimating the total dynamic head (TDH) at a low wet well level. The TDH accounts for the static and dynamic losses within the system. The static losses were calculated from the lowest wet well level to: 1. The high point within the system. 2. The elevation at the discharge location. 3. The elevation at the tie inch with another force main. The dynamic losses are the losses due to friction. The future peak hour flow rate is identified on the system curve and a pump that meets the required flow rate demands while meeting minimum efficiencies is selected. A system curve was prepared for both lift stations based on flow and total dynamic head (TDH). LS No. 6 was analyzed from the lift station to the manhole discharge. LS No. 7 was evaluated at two points: from the lift station to the tie-in point at Thurm Boulevard and the entrance of the WWTP, and from the lift station to the discharge piping in the WWTP. The flow and TDH was greater in the second analysis and was used for the pump selection process. Calculations are located in Appendix J. Based on the estimated peak flows, the proposed pumps shall be able to handle 571-gpm at LS No. 6, and 1,040- gpm at LS No. 7. The system curve indicates that the TDH will be approximately 25 feet at 571-gpm at LS No. 6, and 67 feet at 1,024-gpm at LS No. 7. A search of available pumps supplied by Flygt identifies a C pump and an N pump for use at both stations. The N pump does not pump a 3-inch solid but is a smaller unit that requires a smaller access hatch and is generally a City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 34 November 2014 Tt# 200-52528-14001 higher efficiency pump. A summary of the proposed submersible pumps is presented in Table 5-1.Pump curves from Flygt are included in Appendix J. The Flygt N pumps presented herein do not meet the 10-States Standards rule to pass a 3-inch solid, 10-States Standards 42.33, but are approved for use by the Florida Department of Environmental Protection. Table 5-1.Proposed Pump Data Parameter Lift Station No. 6 Lift Station No. 6 Lift Station No. 7 Pump Model CP 3127 NP 3127 NP 3171 Impeller 206 mm 174 mm 255 mm Pump Type Submersible Submersible Submersible Flow, gpm 571 571 1,058 TDH, feet 25 25 70 Horsepower 7.5 7.5 34 Efficiency, %59.8 63.7 77.2 Drive Type Constant Speed Constant Speed Constant Speed 5.1.2 Force Main The design will utilize the existing force main for both stations. The following criteria will be used to determine if the existing force main has sufficient capacity: Minimum velocity 2.5-fps. Maximum velocity 7-fps. The existing force main at LS No. 6 has a nominal diameter of 6 inches, and 10 inches at LS No. 7. Table 5-2.Proposed Force Main Velocity Item LS No. 6 LS No. 7 Force Main Diameter (in) 6 10 Flow Rate (gpm) 570 1,058 Velocity (fps)6.5 4.3 The existing force mains are sufficient for use. 5.1.3 Wet Wells The proposed duplex wet wells are designed to the following criteria: 1. A minimum cycle time of 6 minutes for design flow (design flow is future PHF for this cycle time), 2. A maximum cycle time of 30 minutes for design flow (design flow is future ADF for this cycle time), 3. A minimum of 5 feet of depth between the invert of the sanitary pipe and the pump manufacturer’s top of pump motor, 4. A minimum 0.5 feet depth between the high water level and lowest sanitary influent pipe invert, and City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 35 November 2014 Tt# 200-52528-14001 5. A minimum of 24 inches between shut off and lead pump start levels. The proposed wet well data is presented in Table 5-3.Wet well volume calculations are located in Appendix K. Table 5-3.Proposed Wet Well Data Item LS No. 6 LS No. 7 Station Type Duplex Duplex Diameter (feet)8.0 10.0 Top of Wet Well Elevation 8.0 4.0 Influent Pipe Invert Elevation -3.63 -9.30 Wet Well Floor Elevation -9.0 -15.50 Cycle Time (min) @ future PHF 6 min @ 571 gpm 6 min @ 1,058 gpm Cycle Time (min) @ existing ADF 36 min @ 93 gpm 32 min @ 198 gpm Cycle Time (min) @ future ADF 23 min @ 150 gpm 20 min @ 321 gpm Working Volume (gallons)856 1,560 The cycle times presented in Table 5-3 correspond to 3-10 starts per hour for the pumps. 5.1.4 Discharge Piping The City of Cape Canaveral has stated their preference to make use of corrosion resistant material for the discharge piping, specifically stainless steel. Ductile iron, high density polyethylene (HDPE), and type 316 stainless steel are piping materials typically used for wastewater lift stations. Ductile iron requires a protective coating applied to protect against corrosion. The disadvantage in using ductile iron is if the pipe is scratched or the coating is damaged the pipe is susceptible to corrosion reducing the useful life. HDPE is inert and highly resistant to the corrosive environment found in and around wet wells. The disadvantages in using HDPE are the wall thickness of HDPE is greater than ductile iron or stainless steel requiring larger coring and link seals, the pipe requires electro fusion flanges to connect to differing pipe material or valves, and HDPE requires additional pipe supports due to the plasticity. Type 316 stainless steel is highly resistant to corrosion. Type 316 is generally more resistant than 304. Stainless steel is more ridged than HDPE and can be manufactured with a plain or flanged end for pipe connections. Any of the options listed above are viable for LS No. 6 and LS No. 7. The discharge piping will be proposed with type 316 stainless steel with 316 stainless steel hardware, including pipe supports. The new discharge piping will include check valves constructed of cast iron body with resilient disc, plug valves will be constructed of cast iron body with cast iron and buna-n plug, and a stainless steel air release valve. The check and plug valves will include a corrosion resistant coating. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 36 November 2014 Tt# 200-52528-14001 5.2 ELECTRICAL AND INSTRUMENTATION In addition to the yard piping, pumping, and site improvements, electrical improvements will be required for the proposed lift station project. Such improvements at each facility will include a new stainless steel lift station control panel with white powder coat finish to reduce internal heat buildup, lighting, lightning/surge protection, and replacement of the telemetry/SCADA system with Data Flow as detailed for each station below. 5.2.1 Lift Station No. 6 LS No. 6 has an overhead electric service from the existing overhead utility lines. The proposed new lift station location is located next to the existing. A new 100 amp 120/240 volt three phase overhead service line will be brought to a new service disconnect switch and subsequently into the new pump control panel. Total system load will be 60 amps if both pumps run simultaneously. It is anticipated that all loads will be served from a new Data Flow panel and that no other transformers or panel-boards will be required. The instrumentation will consist of an ultrasonic level sensor with floats as backup in the event of failure. The control panel will be stainless steel with a white powder coat finish to reduce heat load in the enclosure. Seal-offs will be provided as appropriate for the hazard ratings. Backup power for the instrumentation will include an industrial rated UPS unit rated to 50°C. A copper ground ring will be installed around the outside of the concrete pad below grade with bonding conductors to all panels and metal stanchions. 5.2.2 Lift Station No. 7 LS No. 7 currently has a small overhead electric service from the existing overhead utility lines. The proposed new lift station location is within 40 feet of the overhead utility lines on Thurm Boulevard. A new 300 amp 120/240 volt three phase service will be brought to a service disconnect switch and subsequently into the control panel. Total system load will be 235 amps if both pumps run simultaneously. It is anticipated that all loads will be served from the Data Flow panel and that no other transformers or panel-boards will be required. The instrumentation will consist of an ultrasonic level sensor with floats as backup in the event of failure. The control panel will be stainless steel with a white powder coat finish to reduce heat load in the enclosure. Seal-offs will be provided as appropriate for the hazard ratings. Backup power for the instrumentation will include an industrial rated UPS unit rated to 50°C. A copper ground ring will be installed around the outside of the concrete pad below grade with bonding conductors to all panels and metal stanchions. 5.3 REGULATORY DESIGN REQUIREMENTS The Florida Department of Environmental Protection (FDEP), St. John’s River Water Management District (SJRWMD) and City of Cape Canaveral maintain regulatory jurisdiction over the project. Each agency has specific areas or components of interest. The requirements of these agencies for permitting and construction of the facilities are summarized in the following subsections. 5.3.1 Florida Department of Environmental Protection – Waste Water Design and construction of the proposed pump stations and force mains must meet the regulatory requirements of the FDEP. The primary rules and regulations, which apply to these types of systems, are defined in Chapter 62-604 of the Florida Administrative Code (FAC). In general, these rules establish requirements for permitting, construction, and operation and maintenance of public wastewater systems and the horizontal and vertical separation requirements of the proposed force mains with respect to any utilities in the area to prevent sanitary City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 37 November 2014 Tt# 200-52528-14001 hazards. Typically, a Notification/Application For Constructing A Domestic Wastewater Collection/Transmission System, Form 62-604.300(8)(a), must be submitted to FDEP for approval, although there are some exceptions. The application must be executed in full and submitted to FDEP with the following: One (1) set of plans and specifications specifically detailing the individual improvements to the pump station addressed in the permit application, or alternatively, this preliminary engineering report. The project qualifies under the General Permit criterion. The non-refundable $250 fee required by the application. LS Nos. 6 and 7 will require an FDEP permit due to the provision of new wet wells, expanded pumping capacity, and extent of the improvements being implemented. A confirmation of available capacity at the WWTP will need to be signed by the City on the permit application. 5.3.2 Florida Department of Environmental Protection – Water Design and construction of water mains must meet the regulatory requirements of the FDEP. The primary rules and regulations, which apply to these types of systems, are defined in Chapter 62-555 of the Florida Administrative Code (FAC). In general, these rules establish requirements for permitting, construction, and operation and maintenance of public water main and the horizontal and vertical separation requirements with respect to any utilities in the area to prevent drinking water violations. A Notice of Intent to Use the General Permit for Construction of Water Main Extensions for PWSs, Form 62-555.900(7), must be submitted to FDEP for approval. The application must be executed in full and submitted to FDEP with the following: One (1) set of plans specifically detailing the individual improvements to the water main addressed in the permit application, The non-refundable $650 fee required by the application. Upon completion of construction a water main clearance application must be submitted for project certification. 5.3.3 St. Johns River Water Management District Each Water Management District issues three (3) types of environmental resource permits (ERPs): conceptual approval permits, individual permits and general permits. The applicable criteria to necessitate an ERP are provided below: SJRWMD (Rule 62-330.020): a permit is required prior to the construction, alteration, operation, maintenance, removal, or abandonment of any new project that, by itself or in combination with an activity conducted after October 1, 2013, results in any of the following: Construction of 4,000 square feet or more of impervious or semi-impervious surface area subject to vehicular traffic. Construction of more than 9,000 square feet total of impervious surface and semi-impervious surface area. A total project area of more than one acre. It appears that the improvements to LS No. 6 will not meet the listed criteria to necessitate an ERP. A permit search of the SJRWMD did not yield an existing permit for Manatee Sanctuary Park. Existing ERPs require a permit modification. If a permit exists for the Manatee Sanctuary Park, LS No. 7 will require a permit modification; if no permit exists, the improvements are not anticipated to exceed the thresholds listed above. 5.3.4 City of Cocoa Permits The proposed water main that is in the vicinity of Lift Station No. 6 will be designed as an addition to the existing water system which is maintained by the City of Cocoa. The City of Cocoa will not require the City of Cape Canaveral to obtain a permit to construct this portion of watermain. However, the City does require that the City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 38 November 2014 Tt# 200-52528-14001 design meet City of Cocoa standards. Plans developed to at least at the 75% design stage are to be submitted by Tetra Tech to City of Cocoa with a $500 review fee for review and concurrence. Final plans should also be submitted to the City of Cocoa for recordkeeping. 5.3.5 City Permits The preliminary improvements to the existing facilities will require land development storm water permitting and approval by the City’s Public Works Department and City Engineer. In addition, the mechanical, electrical and site work at the stations will necessitate a building permit from the City’s Building Department. Tetra Tech will submit signed and sealed scaled drawings to the Building Department and obtain written notification of approval. Upon award of the contract, the contractor will finalize the permit with the Building Department prior to commencing work. 5.3.6 Regulatory Summary The regulatory requirements discussed above will be used as the basis for the construction of each of the stations and the design and alignments of the proposed force main and sanitary mains. The primary permitting agency is the FDEP. The City of Cape Canaveral standards will dictate the design and construction of the proposed pump stations, the materials of construction, and the location of the proposed collection systems and discharge force mains. In summary, the following permits will be required for the construction of this project. FDEP Notification/Application for Constructing a Domestic Water Collection/Transmission System, required for LS Nos. 6 and 7. SJRWMD ERP Permit Modification (LS No. 7) City of Cape Canaveral Permit and Site Plan Review, required for each lift station. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 39 November 2014 Tt# 200-52528-14001 6.0 ADDITIONAL CONSTRUCTION CONSIDERATIONS 6.1 SEQUENCE OF CONSTRUCTION AND PHASING Each Lift Station will be constructed in multiple phases, and during all phases water and wastewater service to customers must be maintained through bypass pumping at any given time during construction. The City and the Project Engineer will review and approve the project schedule, proposed sequence of construction and bypass pumping plan prior to the start of the project. 6.1.1 Lift Station No. 6 A preliminary sequence of construction for LS No. 6 is presented below. 1. Construct proposed wet well, discharge piping, valves, and appurtenances. 2. Install pumps, control panel, SCADA components, RTU, and additional electrical upgrades. 3. Construct proposed gravity sewer and water main improvement parallel to existing gravity sewer along the rear lot easements to the Sunbelt Hotel property. 4. Install temporary bypass at existing AJT building manhole and existing terminal manhole. 5. Perform equipment testing and inspection on installed pumps and instrumentation. 6. After successful completion of testing, place lift station in service and relocate bypass pumping from existing lift station to proposed lift station. 7. Connect the existing gravity sewer to the proposed terminal manhole. 8. Install new water service piping, backflow preventer and hose bib. 9. Construct new driveway, curbing, fence and access gate. 10. Perform site work including gravel and landscaping restoration. 6.1.2 Lift Station No. 7 A preliminary sequence of construction for LS No. 7 is presented below. 1. Construct proposed wet well, discharge piping, valves, and appurtenances. 2. Install pumps, control panel, SCADA components, RTU, and additional electrical upgrades. 3. Construct proposed gravity sewer from the intersection of Thurm Boulevard and West Central Boulevard to the proposed lift station site. 4. Install temporary bypass. 5. Connect proposed gravity sewer to existing gravity sewer through cores in manhole at the intersection of Thurm Boulevard and West Central Boulevard. 6. Perform equipment testing and inspection on installed pumps and instrumentation. 7. After successful completion of testing, place lift station in service and remove bypass pumping. 8. Install new water service piping, backflow preventer and hose bib. 9. Construct new driveway, curbing, fence and access gate. 10. Perform site work including gravel and landscaping restoration. 6.2 CONSTRUCTION SAFETY AND MAINTENANCE OF TRAFFIC PLAN The Project's Maintenance of Traffic (M.O.T.) plan will strictly adhere to the requirements of the FDOT Design Standards, Index 600 Series. The Contractor will be required to submit an M.O.T. plan to the City for approval prior to beginning construction. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 40 November 2014 Tt# 200-52528-14001 6.3 COORDINATION All connections to the existing water mains must be coordinated with City of Cocoa Utility Department. All connections to existing sanitary sewer, force mains or abandonments must be coordinated with City of Cape Canaveral Water Reclamation Department. A detailed outline of the procedure to contact the appropriate personnel and coordinate the valve operation will be included in the Contract Project Documents. The Contractor will coordinate all valve operations and any other work requiring City participation prior to beginning construction. Other utility systems within the project limits will also need to be located and protected during construction. The Contractor will coordinate all locates and required work with the utility owners of the existing facilities. 6.4 SUMMARY OF IMPROVEMENTS AND OPINION OF COST Table 6-1 through Table 6-3 present a detailed breakdown of the probable construction cost for the improvements. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 41 November 2014 Tt# 200-52528-14001 6.4.1 Lift Station No. 6 Table 6-1.Engineer's Preliminary Opinion of Probable Construction Cost Description Estimated Quantity Unit Unit Cost Total Cost Mechanical Bypass Pumping 1 LS $25,000 $25,000 Demolish Existing Wet Well, Pumps and Misc. Equipment 1 LS $10,000 $10,000 Install New Terminal Manhole - 5 feet diameter 1 LS $10,000 $10,000 Install New Wet Well with Liner - 8 feet diameter 1 LS $15,000 $15,000 Install Submersible Pumps, Rails, Piping and Appurtenances 2 EA $22,000 $44,000 Miscellaneous Valves and Piping (Above Grade) 1 LS $20,000 $20,000 Gravity Sewer Improvements Install 8 inch Gravity Sewer (0-10 feet)865 LF $60 $51,900 Install 8 inch Gravity Sewer (10-12 feet)136 LF $75 $10,200 Install Manhole - 4 feet diameter 6 EA $8,000 $48,000 Removal of Unsuitable Material/Unclassified Fill 1 LS $30,000 $30,000 Water Main Improvements Install 8 inch Water Main 1000 LF $40 $40,000 Wet Tap Existing Water Main 1 EA $10,000 $10,000 Pavement Restoration 1 LS $3,500 $3,500 Civil Demolition 1 LS $15,000 $15,000 Site Fence and Access Gate 160 LF $40 $6,400 Gravel (57 Stone)20 CY $50 $1,000 Concrete Drive 100 SY $50 $5,000 Electrical Demolish Electrical 1 LS $5,000 $5,000 Control Panel/Antenna 1 LS $35,000 $35,000 Electrical Distribution 1 LS $18,000 $18,000 Conduit and Wire, Fittings, etc.1 LS $7,500 $7,500 Removal and Relocation of Existing Equipment Relocate Water Service/Installation of RPBP and Hose Bib 1 EA $2,500 $2,500 Site Restoration Sod (Bahia) and Landscaping 1 LS $5,000 $5,000 SUBTOTAL $418,000 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 42 November 2014 Tt# 200-52528-14001 6.4.2 Lift Station No. 7 Table 6-2.Engineer's Preliminary Opinion of Probable Construction Cost Description Estimated Quantity Unit Unit Cost Total Cost Mechanical Bypass Pumping 1 LS $25,000 $25,000 Demolish Existing Wet Well, Pumps and Misc. Equipment 1 LS $10,000 $10,000 Install New Terminal Manhole 1 LS $10,000 $10,000 Install New Wet Well with Liner - 8 feet diameter 1 LS $20,000 $20,000 Install Submersible Pumps, Rails, Piping and Appurtenances 2 EA $45,000 $90,000 Miscellaneous Valves and Piping (Above Grade)1 LS $26,000 $26,000 Install 10 inch Force Main 55 LF $60 $3,300 Gravity Sewer Improvements Install 12 inch Gravity Sewer (10-14 feet)244 LF $80 $19,520 Install Manhole - 4 feet diameter 2 EA $8,000 $16,000 Maintenance of Traffic 1 LS $15,000 $15,000 Abandon Miscellaneous Existing Piping 1 LS $6,500 $6,500 Civil Demolition 1 LS $15,000 $15,000 Site Fence and Access Gate 150 LF $40 $6,000 Gravel (57 Stone)17 CY $50 $850 Concrete Drive 108 SY $50 $5,400 Electrical Demolish Electrical 1 LS $5,000 $5,000 Control Panel/Antenna 1 LS $35,000 $35,000 Electrical Distribution 1 LS $28,000 $28,000 Conduit and Wire, Fittings, etc.1 LS $7,500 $7,500 Removal and Relocation of Existing Equipment Relocate Water Service/Installation of RPBP and Hose Bib 1 EA $2,500 $2,500 Site Restoration Sod (Bahia) and Landscaping 1 LS $5,000 $5,000 SUBTOTAL $352,000 (Rounded to nearest 1,000) City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements 43 November 2014 Tt# 200-52528-14001 6.4.3 Overall Construction Cost Table 6-3.Overall Construction Costs Item Cost ($) LS No. 6 Subtotal 418,000 LS No. 7 Subtotal 352,000 Subtotal 770,000 Mobilization/Demobilization (5%)39,000 General Requirements (2%)15,000 Bonds and Insurance (2.5%)19,000 Subtotal 843,000 Contingency (15%)126,000 TOTAL 969,000 The estimate is based on construction as outlined in the previous sections. The total estimate for the construction is $969,000. This includes a 15% contingency for items that are not shown in the detailed breakdown. The contingency items will be removed during final design as the items are better defined. (Rounded to nearest 1,000) City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements A-1 November 2014 Tt# 200-52528-14001 APPENDIX A – SITE PHOTOGRAPHY Lift Station No. 6 Lift Station No. 6 Lift Station No. 6 Lift Station No. 6 Lift Station No. 7 Lift Station No. 7 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements B-1 November 2014 Tt# 200-52528-14001 APPENDIX B – DEVELOPMENT PLANS AND SURVEY N 40 20 0 40 80 120 SCALE IN FEET ZONING: C-I TAX PARCEL 6 __@ ((8B76) H I, gI 2: . 20° \\c I Cl) \ \\ \\c_\__% z -. 0 z A- Ui 8 (.3 762) ZONING: C-I SITE PLAN BEQUIBEMENTS OWNEB: PORTVIEW INN & SUITES, LLC 215 NOTH CENTRAL AVENUE PULUTH, FiN 555307 CONTACT PERSON: KENT OLIVER TEL. (218) 625-0311 ENGINEER: DROOP & ASSOCIATES, INC. 580 N. TA'ICKHAM RD., SUITE E MEL.BOURNE, FL 32P3S CONTACT PERSON: NOEL. DROOR TEL. (321) 253-8233 FAX (321) 253-4P85 SURVEYER: CAMPBELL SURVEYING & MAPPING 3525 NORTH COURTENAY PARKWAY P.O. BOX 542145 MERRITT ISLAND, FL 32PS4 CONTACT PERSON: JOHN CAMPBELL TEL. (321) 453-5820 FAX (321) 453-S566 N.8927'20"W., 625.00' 4 STORY HOTEL 154 BOOMS FF5. = 5.0 K i \ I DOLPHIN RD. d \ \ \ \ I N \ \ BENNET GEORGE KING TRAFFJC SIGNAL BOO 0 \ \ \\\\ AUS WAY ZONING: C-I CONG. UTILTY POLE ASTRON AUT EL PROJE ;P N IRR, VALVE-4 A \\ RD REUSE \\ TO MONROE AVE. RNATIONALD CONG. WL SJG \ \\ JACKSON AVE \\ CARVER DR. \"\ \ \\ HARISON AVE. ELECT. HANO HOLD \\\ JUSTAMERE RD. FOR L OUT PARCEL 'Ip1 It II II ; .. N . "-<O'> - . * r -=--=- r, S.89'27'20 E. 936.59 TAX PARCEL 750 . SITE PLAN SCALE: I = 40° TAX PARCEL 7 LEGAL DESCRIPTION: A portoO of SACLIUO IS, Towoh:p 24 South, Rooqe 37 Eost, the Coy of Cope Conoverol, Brevord Couoty, Florido bore partKulorly descr:bed os folloHo: BRqIT Ut the InterSectIon of the North lEe of the Sooth 3316.50 feet of Sold SectIon IS ond the West r:qht of Toy IR of State Rood A-I-A, o 00.00 foot. rlqht of Boy; thene N8N deqees 27 20W, olonq sod North hoe, for a dIStOOGe of 625.00 feet; theoce 500 deqrees 3240W, for o dIstooCe of 400,00 feet to p01St On the North hoe of the Sooth 2NI6.BO feet of Sold Section 5; thRnce 58H deqrees 272OE, olonq Sold North hoe, for a diStoncR of P36.SP feet to poInt 00 SOld West rlqht of ooy lIne; thence N37 deqrees 2224W, olonq oid West rlqht of RITy line, for a distance of 507.04 feet to the Point of Beq!ooBq. Contooinq 7. 16P8 ocres sore or less. GENERAL STATEMENT: CONSTRUCT FOUR STORY HOTEL WITH ASSOCIATED PARKING, & RETENTION SYSTEM. RETENTION SYSTEM TO PROVIDE FOR 70 % IMPERVIOUS ON UNDEVELOPED FRONT OUT-PARCEL. BUILDING HEIGHT: 44-10 TO ROOF- FROM OUTSIDE AVERAGE FINISH GRADE 47-6' TO TOP OF PARAPET FROM OUTSIDE AVERAGE FINISH GRADE ZONING : C-I ADJACENT ZONING: NORTH: C-I EAST: SR. A-I-A SOUTH: C-I WEST: C-I )<\ \ \\ \ \ A \ \\ N TYLOR AVE. _A< N o \ N Nj \ HITCHING POST \ \ \ I ( POLK AVE. \\ \\ TUAi5A245TYHU LA C)AL FILLMORE AVE. .-' \ \D\\\ \ ___________________ ______ . ,..\ \ \ \\\FN \ VICINITY MAP SPEED I \\\ \\OYELLOW LINE / ..\\ \ \' \\\\\ \ SITE PLAN LEGEND -EN- U \ < \ \ \\ \ I__N G2AAE STOP SIAN U) \ N \ \\ A HI-IN1ENSISY TYPE 8-I-I 0 . . N N \ PBS FOOT STAN[)A005 (GYP.) - ., N \ SEEPUTAIL .o .. N \ \\\\ ® ¶E8MOPLA5C STOP 888 . \ N,N\ " \\ BENCH MARK c 25 L.A. POUULE '(ALLOW N :. \ \\\, \\ \ \ RAILROAD SPIKE IN ST81 T(IEEMOPLASSIC (TSP.) H \ wP ELEV = 4 78 ® SEA ISTSAPER CUSO (GYP) ©r } N \\ \ \\ B (W CONC. PLUMP P ' \\ \ N SEP ETAIL . - \ N/. . A0 \ P H/c SYMSOL - . A0 .-° \ \ MUOKINA ro HP TPIGNMOPLASGIC :-: d . O 0 \ SPA TYPICAL OPTAIL I II I I iii ,00 . <\ ® POLE . ., . .. . \ \\ / POOP. H/C ACCESS UAMP - - - - ?- D \ \\ \ \ \ (01ST. Ii FlAX. SLOPE II2 - .- __ - -.- - - GUY . .. \\ \ \ RETAIL CARPET STONE (TIP.) SPA PA-OIL ,,.,.. \\ N '-,. ORLUEW5T U 24 24 \ ,.,.... \ \\\ \\ TYPICAL 6°'CONCOPTS i- ,,,,... , \\\ \/ - ---. .__i - _____ _____ _____ _____ ) \\ \ '< POOPOSPO SIAKEP SILT FENCE ; i I I I t NNN_ID \ \\ N I \ U EROSION & SEOIMENTATION CONTROL .- ---- - - - - -. N \ I \ PAR FOOT ROAN 102 - SEE OETAJL I i!i i! ii ii ii P El \ I\ Ki SOTSWAL_(TNP.)SEEg)AIL - G5 \ PROPOTEP 24W H 200 - -- .- - -.--- -.- - \ \\ N \ OUMPOTER PAP ENCLOSURES H' \ \ N C 01/ OPASUE SCREENINA ON ALL 3 SlOPS -. N -4 N TYPICAL PER CITY OF CAPE CANAVEOAL c W .. -. \\\\ 080INANCE-SEEOP(AIL : X : : V \\ ® W/5OUWTE5TPINA . POOP. SW 4°°O CONC. SIOEWALK ,, ,,, .5N, P N \ \ N ALONC ROAOWAY FRONTAGE PAR -=-- -=---=- .-.-- (_____ I \ '' \\ N CITY OP CAPE CANAVERAL SPECS. P W \ \\ S N \ \\ N PROP. OUTPAOCEL TO RP OEVELOPEIT ZONING: C-I C \ \ "\ \ \ 0 IN FUTURE - NOT P005 OF \ \ \\ \ \ TAIlS SITE PLAN TUOMITTAL DOWN \\ \\\\ GUY \\ \/N\ \\ P POOL A-Ui PAVING PECK AREA \\ N \\\ SETBACKS: PROPOSED CONDITIONS: (ENTIRE SITE) N\N PROVIDED : (MIN.) REOUIRED: PROJECT AREA = 7.17 AC. WEST (REAR) 10.0° WEST 200 NORTH (SIDE) 25.0° NORTH 102.5' TOTAL IMPERVIOUS 200,P51 S.F. = 64.3 % ,-, EAST (FRONT) 50.0° EAST 262° TOTAL 312,325 S.F. = 00.0 N \ '\\ SOUTH (SIDE) 25.0 SOUTH 113.67° TOTAL PERVIOUS 111,357 S.F. = 35.7 % eT N PARKING REQUIRED: 256 SPACES .oAUo ' SITE AREA = 7.17 AC. HOTEL: I SPACE / EA. UNIT + I SPACE / (EA. UNIT / 2) PROPOSED CONDITIONS: PROJECT AREA = 6.52 AC. OR 254,OPS S.F. (154 UNITS o I) + (154 UNITS / 12) o I = 167 SPACES BUILDINGS 23,P66 S.F = 0.55 AC. = 5.4 % RESTAURANT: I SPACE / 3 SEATS PAVING 141,055 S.F.= 3.24 AC. = 4L7% 400 SEAT RESTAURANT / 3 = 134 SPACES 5. SIDEWALK 14,672 S.F.= 0.337 AC. = 5.17% REQUIRED: 167 + 134 = 301 SPACES LEGEND: OSWN GUT POOL AREA 4,552 S.F. = 0.111 AC. = 1.71 % PARKING PROVIDED: 311, INCLUDING 2 HANDICAP POND BELOW NWL 30,4P3 S.F. (DRAINAGE CALCS.) PERMITS: 0 Set 5/5 ron rRbsr with cap ST. JOHNS DRAINAGE PERMIT REQD Barked: CAMPBELL/LB6464 TOTAL PERVIOUS PH,523 S.F. = 2.25 AC. = 35% FDEP WASTE WATER PERMIT REOD aod cap \\ TOTAL IMPERVIOUS 154,575 S.F. = 4.23 AC.= 65% FOOT DRIVEWAY PERMIE REQD Found on rebor, size TOTAL 254,OHS S.F. = 6.52 AC. =100% FDEP DRINKING WATER PERMIT REQD D Set 4o 4 concrete monument FDOT R/W USE PERMIT REQ°D nith disk marked: C N \ \\\,; PROPOSED DESIGN CONDITIONS: (NORTHERN FRONT OUT-PARCEL) Found concrete monument, NORTH OUT-PARCEL AREA = 28,210 S.F. = 0.648 AC size and ident:fcution / Set nail and disk murked: TOTAL IMPERVIOUS P1,747 S.F. = 70.0 % C S&M/PLS235I PALM TOTAL PERVIOUS 5,463 S.F. = 30.0 % A Found nail and disk, TOTAL 25,210 S.F. = 00.0 % IdentifKatlon as shous (j ifi 0(1) ctw 9B ' I 663 IL LU ST o U CE NJ F- < ' ;:Y0 A- a z 0_ Cf)k E- TI) c, E- B DC 0 N DC PROJECT NO: 2003- 79 FILE NO: E:\DRAWINGS\2003\ DESIGNED DY: ND. DRAWN BY: ND. CHECKED BY: ND. DATE: 02/02/04 DRAWING ND: \ C-2 \ I EET\4 OF 24 .t N Y 2004 . a a EROSION CONTROL NOTES ALL EROSION CONTROL UES SWLL ROMIN IN PLACE UNTIL COMPLETION OF CONSTROCTION. 1 ALL EROSION AND SEDIMENT CONTROL WORK SHALL CONFORM WITH LOCAL CITY/COUNTY AND WATER MANAGEMENT DISTRICT SPECIFICATIONS, SOBJECT TO AOTHORIZED AND APPROVED VARIANCES, WAIVERS AND/OR CONDITIONAL CHANGES. 2. EROSION AND SEDIMENT CONTROL MEASURES SHALL BE PLACED PRIOR TO OR AS THE FIRST STEP IN, CONSTRUCTION. SEDIMENT CONTROL PRACTICES WILL RE APPLIER AS A PERIMETER DEFENSE AGAINST AWl' TRANSPORTATION OF SILT OFF THE SITE. 3. ALL AREAS AFFECTED BY THIS WORK SHALL BE RESTORED TO A CONDITION EQUAL TO OR BETTER THAN ERISTING CONDITION, UNLESS SPECIFICALLY ESEMPTED BY THE PLANS. THE COST FOR SUCH RESTORATION SHALL BE INCIDENTAL TO OTHER CONSTRUCTION AND NO ADDITIONAL COMPENSATION SMALL NE ALLOWED. 4. THE CONTRACTOR SHALL IMMEDIATELT NOTIFY THE ENGINEER OF ANT DISCREPANCIES BETWEEN THESE PLANS VAR FIELD CONDITIONS PRIOR TO CONSTRUCTION. 5. PRIOR TO CONSTRUCTION THE CONTRACTOR SHALL PROVIDE TREE PROTECTION BARRIERS TO MEET THE REQUIREMENTS OF LOCAL SPECIFICATIONS. H. THE CONTRACTOR SRALL SELECTIVELY CLEAR ONLY THE AREAS REQUIRED FOR CONSTRUCTION AND STABILIZE AID' POTENTIAL EROSION AREAS IMMEDIHTELY FOLLOWING COMPLETION OF CONSTRUCTION. 7. CONTHACTON SHALL KEEP ANY AND ALL SAND. SILT OR OTHER DENNIS FRAN MOVING OFF-SITE. USE AND MAINTAIN SILT FENCE JUST INSIDE OF PROPERlY LINE. 0. CONTRACTOR SHALL BLOCK INTRUSION OF SAND, SILT OR OTHER DENNIS INTO ANT DRAINAGE ON SANITARY SEWER STRUCTURE OR PIPING ON OR ADJACENT TO SITE. U. ALL CLEARED AREAS FOR IMPROVEMENT AND/OR CONSTRUCTION SHALL BE WATERED TO PREVENT WINO EROSION. 10, FOR ADDITIONAL INFORMATION AND DETAILS, SEE FOOT. INDEO NO. 102. UNLESS SPECIFIED, SILT FENCES MAY BE USED IN LIEU OF STHTHETIC BARRIERS. ADDITIONAL POSTS AND RAILS MAY BE NECESSARY TO SECURE AND SUPPORT BARRIERS. 13, ADDITIONAL BARRIER LENGTHS MAY BE REQUIRED BY THE CITY'S INSPECTOR AND/OR STORMWATER DEPARTMENT. 14. FILTER FABRIC MOST BE INSTALLED UNDER ALL INLET ORATES, AT ALL TIMES WHEN INLETS ARE NOT PROTECTED BY SILT FENCE OR SYNTHETIC BALES, UNTIL THE LIMEROCK BASE IS FINISHED AND PRIMED. UTILI1Y SEPARATION NOTES I. NEW OR RELOCATED, UNDERGROUND WATER MAINS INCLUDED IN THIS PROJECT WILL BE LAID TO PROVIDE A HORIZONTAL DISTANCE OF AT LEAST THREE FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OBTSIDE OF ANY EXISTING DR PROPOSED VACIJUN-TBPE SANITARY SEWER, STORM SEWER, STORUWATER FORCE MAIN, OR PIPELINE CONVEYING RECLAIMED WATER REGULATED UNDER PART III OF CHAPTER 62-610, FAG.; A HORIZONTAL DISTANCE OF AT LEAST SIX FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF ATOP EXISTING OR PROPOSED GRAVITY-TYPE SANITARY SEWER (DR A HORIZONTAL DISTANCE OF AT LEAST THREE FEET BETWEEN ThE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF ANY EXISTING OR PROPOSED GRAVITY-TYPE SANITARY SEWER IF TilE BOTTOM OF THE WATER MAIN IS I AID AT I FAST SIX INCHES A91OVF THE TOP OF THE SEWER); A HORIZONTAL DISTANCE OF AT LEAST SIR FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND THE OUTSIDE OF ABET EXISTING OR PROPOSED PRESSURE-TYPE SANITARY SEWER, WASTEWATER FORCE MAIN, OR PIPELINE CONVEYING RECLAIMED WATER NOT REGULATED UNDER PART III OF CHAPTER A2-N10, F.A.C.; AND A HORIZONTAL DISTANCE OF AT LEAST TEN FEET BETWEEN THE OUTSIDE OF THE WATER MAIN AND ALL PARTS OF ANY EXISTING OR PROPOSED "ON-SITE SEWAGE TREATMENT AND DISPOSAL SYSTEM." 2; NEU OR RELOCATED, UNDERGROUND WATER MAINS THAT ARE INCLUDED IN THIS PROJECT AND THAT WILL CROSS ANY EXISTING OR PROPOSED GRAVITY - OR VACUOM TYPE SANITARY SEWER DR STORM SEWER RILL BE LAID SO THE OUTSIDE OF THE WATER MAIN 5 AT LEAST 510 INCHES ABOVE THE OTHER PIPELINE OR AT LEAST 12 INCHES BELOW THE OTHER PIPELINE; AND NEW OR RELOCATED, UNDERGROUND WATER MAINS THAT ARE INCLUDED IN THIS PROJECT AND THAT WILL CROSS ANY EXISTING OR PROPOSED PRESSURE-TYPE SANITARY SEWER , WASTEWATER DR STORMWATER FORCE MAIN, OR PIPELINE CONVEYING RECLAIMED WATER WILL BE lAID SO IRE OUTSIDE OF THE WATER MAIN IS AT LEAST 12 INCHES ABOVE OR BELOW THE OTHER PIPELINE. 3, AT THE UTILITY CROSSINGS DESCRIBED ABOVE, ONE FULL LENGTH OF WATER MAIN PIPE SHALL BE CENTERED ABOVE OR BELOW THE OTHER PIPELINE SD THE HOVER MAIN JOINTS WILL BE AS FAR AS POSSIBLE FROM THE OTHER PIPELINE THE PIPES SHALL BE ARRANGED SO THAT ALL WATER MAIN JOINTS ARE AT LEAST THREE FEET FROM ALL JOINTS IN VACUUM-TYPE SANITARY SEWERS. STDRM SEWERS, STORMWATER FORCE MAINS, DR PIPELINES CONVEYING RECLAIMED WATER REGULATED UNDER PART III OF CHAPTER 62-618, F.A,C., AND AT LEAST SIT FEET FROM ALL JOINTS IN GRAVITY OR PRESSURE TYPE SANITARY SEWERS, WASTEWATER FORCE MAINS, OR PIPELINES CONVEYING RECLAIMED WATER NOT REGULATED UNDER PAST Ill OF CHAPTER A2-AIØ, F.AC. . a IIRIGATION NOTES I. CONTRACTOR SHALL INSTALL A COMPLETE IRRIGATION SYSTEM WAICH PHRAIDES 100% COVERAGE OF ALL PLANTED ANT GRASSED AREAS. HEAD SPACING IS TO BE EQUAL TO THE RADIUS OF THE GIVEN SPRINKLER HEADS. PROVIDE ALL PIPING, VALVES, VALVE 000ES, SPRINKLER HEADS AND WIRING AS REQUIRED FOR A COMPLETE AND OPERATIONAL IRRIGATION SYSTEM. 2. SPRINKLER LINES AND HEAD LOCUTIONS SHOWN ARE ESSENTIALLY DIAGRAMMATIC. 3. ANY PIPING SHOWN OUTSIDE THE PROPERTY LINE OR RUNNING OUTSIDE A LANDSCAPE AREA IS SHOWN THERE FOR CLARITY UNLY. ALL LINES SHALL BE INSTALLED ON THE PROPERTY AND INUIDE THE LANDSCAPED AREAS. 4. ADJUST DESIGN OF SYSTEM WHERY NECESSARY TO AVOID CONFLICTS IN THE FIELD WITH LANDSCAPING OR UTILITY LINES. 5. CONTRACTOR IS RESPONSIBLE FOR OBTAINING ANY AND ALL PERMITS REGAINED FOR THE INSTALLATION OH CONSTRUCTION OF THE WORK INCLUDED IN THIS CONTRACT. N. CONTRACTOR TO PROVIDE A DOUBLE RACKFLOA PREVENTER AT TAE POINT OF WATER SERVICE IN ADDITION TO ON IRRIGATION METER. COORDINATE LOCATION WITH OTHER UTILITIES AND GENERUL CONTRUCTOR. 7. ADJUST SPRINKLER HEAD RADIUS AND PATTERN (WHERE APPLICABLE) TO OBTAIN MAO. COVERAGE FOR TURF ANO SRRUXS ELIMINATING ATOP OVERTHROW ONTO SIDEWALKS, PAVEMENT, OR AUILTING STRUCTURE. B. HEADS SHALL HAVE RISERS OF SUFFICIENT AEIGHT TO CLEAR ALL SHRUBBERY INSTALLED. B. ALL IRRIGATION PIPING WHICH IS LOCATES UNDER PAVEMENT SHALL BE ENCASED IN A SLEEVE TAO SIZES LARGER TAAN THE IRRIGATION LINE 10. COORDINATE LOCATION OF IRRIGATION CONTROLLER WITH OWNER AND GENERAL CONTRACTOR. 11. PROVIDE A RAIN SWITCH EQUIVALENT TO TORO RAIN SNITCH 850-74. MOUNT ON RUILDING OR TRASH ENCLOSURE IN AN INCONSPICUOUS LOCATION EXPOSED TO NORMAL RAINFALL AND PER MFRS. SUGGESTIONS. 12, OBTAIN INSPECTION AND APPROVAL OF ALL BURIED PIPING PRIOR TO BACRFILLING. 13. SPRINKLER HEAD MODEL NUMAERS SHOWN REFLECT TORD SPRINKLERS. ANY SPRINKLERS OF EQUAL QUALITY MAT BE USED WITA THE APPROVAL OF THE OAR ER. 14. IRRIGATION CONTROLLER SHALL XE TORO CUSTOM COMMAND CONTROLLER MODEL CC-PDX OH APPROVED EQUAL VERIFY CONTROLLER OPTIONS WITH OWNER. COORDINATE POWER REQUIREMENTS AITA GENERAL CONTRACTOR, 15. PROGRAM IRRIGATION CONTHULLER TO PROVIDE 1 INCH OF WATER PER WEEK. SCHEDULE HEADS TO OPERATE DURINO MORNING HOURS. IA. ALL MAINLINE PIPING SHALL WE AVRIEO TO A MINIMUM DEPTH OF 18" OF CORER. ALL LATERAL PIPINO SHALL XE BURIED TO A MINIMUM DEPTH OF 12" OF CORER. 17. ALL POP-UP ROTORS AND SPRAYS SHALL BE INSTALLED USING AN 18" PVC FLEX PIPE CONNECTION. ST NOT USE FUNNY PIPE. 18. THROTTLE ALL RALVES ON SARUB LINES VS REQUIRED TO PREVENT FOGGING. 19. ALL RISERS SHALL BE STAKED AITH U STEEL ANGLE AND SECURED WITH ULTRAVIOLET LIGHT PROTECTED PVC CLAAPS. 20. ALL IRRIGATION SLEEVES SAALL BE 4" IN DIAMETER AND INSTALLED BY GENERAL CONTRACTOR AT TIME OF UTILITY CONSTRUCTION. 21. ALL CONTROl. WIRE SPLICES SAALL BE MADE IN VALVE BOXES USING ONAP-TITE CONNECTORS ANO SEALANT. 22. ALL RISERS SHALL BE INSTALLED 12' FROM ANY WALL AND A MINIMUM OF 12" FROM ANY SIDEWALKS OR ROVO. 23. ELECTRICAL SERVICE TO ALL EQUIPMENT SHALL BE PROVIDED TO A JUNCTION BOO AT THE EQUIPMENT LOCATION BT OTHERS. 24. ALL WORK SHALL BE GUARANTEED FOR ONE 'TEAR FROM THE DATE OF FINAL ACCEPTANCE AGAINST ALL DEFECTS IN EQUIPMENT AND WORKMANSHIP. 25. THE CONTRACTOR SHALL PREPARE AN AS-BUILT DRAWING ON A REPRODUCIBLE PAPER (SEPIA OR ME.AH) SHORING ALL IRRIGATION INSTALLATIONS. A MYLAR OR SEPIA SF THE ORIGINAL PLAN MAY BE OBTAINED FROM THE LANDSCAPE ARCHITECT FOR A FEE. THE DRAWING SHALL LOCATE ALL VALVES AND MAINLINES BY SHORING EXACT MEASUREMENTS FRDM HARD SURFACES OR STRUCTURES. DISINFECTING & TESTING NOTES WATER MAINS THAT ARE INCLUOEO IN TAIS PROJECT THAT WILL BE CONSTRUCTED OF POLYVINYL CHLORITE PIPE WILL BE PRESSURE AND LEAKAGE TESTED IN ACCORDANCE WITH AWWU SYUNDURD CABS. ALL OTHER HATER NAINS INCLUDED IN THIS PROJECT WILL RE PRESSURE AND LEAKAGE TESTED IN ACCORDANCE WITH AWWA STANDARD C6UM. LEAKAGE TESTS ARE REQUIRED AS FOLLOWS; 1) THE LEAKAGE EXEILTRATION OR INFILTRATION DOES NOT EXCEED 2U0 GALLONS PER INCH OF PIPE DIAMETER PER MILD PER DAY FUR UHF SECTION SF THE PIPE; 2) EXFILTRATION OR INFILTRATION TESTS BE PERFORMED WITH A MINIMUM POSITIVE HEAD OF 2 FEET; 3) AIR TESTS, AS A MINIMUM, CONFORM TO THE TEXT PROCEDURE DESCRIBED IN ASTM C 028 FOR CLAY PIPE, USTH C A24 FOR CONCRETE PIPE, ASTM F-1417 FOR PLASTIC PIPE, AND FOR OTHER MATERIALS APPROPRIATE TEST PROCEDURES. DISINFECTION OF THE WATER DISTRIDUTION SYSTEM SHALL BE PERFORMED IN ACCORDANCE WITH AWWA CB51 DISIRFECTINO WATER MAINS. SATISFACTORY BACTERIOLOGICAL TEST RESULTS SHALL BE SUBMITTED TO ENGINEER PRIOR TO FINAL CERTIFICATION. ThE CONTRACTOR SHALL MAKE PROVISIONS TO PROTECT RAE ACTIVE EXISTING MAIN FROM BACKFLOW CONTAAINVTION DURIND FILLING, FLUSHING, AND TESTING OF THE NEW MAIN, AS SPECIFIED IN AHWA CO51 -92. CONTRAC'EOR SHALL UTILIZE A JUMPER CONNECTION DURING WATER MAIN TESTING. ALTERNATE TYPES OF BACKFLOA PREVENTION MAY BE UTILIZED AS ARPROVED BY INSPECTION STAFF UNO ENUINEER. U a a LANDSCAPE NOTES ALL LANDSCAPE AND IRRIGATION )APROVEMENTS SMALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF (lIE LOCAL JURISDICTION AND WILL RE S1JOJECT TO THEIR INSPECTION AND ACCEPTANCE. ALL PLANT MATERIAL SHALL BE FIORIHA GRADE No. I OR BETTER AS OUTLINEO IN THE FLORIXA "GRADES AND STANEIM?DS FOR NURSERY PLANTS" AND "GRADES AND STANDARDS FOR NURSERY PLANTS PAOT II PALMS AND TREES." CONTRACTOR, IN PREPARING BIDS, SHALL VERIFY RAE AVAILABILITY OF ALL PLANT MATERIAL SHOWN UN THESE PLANS. IF CERTAIN PLANT MATERIAL IS NOT AVAILABLE AT THAT TIME, THE CONTRACTOR SHALL CONTACT THE LANDSCAPE ARCHITECT, RICK ANT OF INTERPI,AN LLC AT (BHB) 373-5552 OR (407) N45-50M8, TO DISCUSS EQUIVALENT SUBSTITUTIONS, 4. IN THE EVENT OF DISCREPANCY BETWEEN THE PLANT LIST AND ACTUAL NUMBER OF PLANTS SHOWN ON THE PLAN. THE PLAN SHALL CONTROL. THE LANDSCAPE CONTRACTOR SHALL NOTIFY INTERPLAN LLC SF ANT DISCREPANCIES PRIOR TO ISSUANCE SF BIDS. 5. LANDSCAPE CONTRACTOR SMALL BE RESPONSIBLE FOR ANT DAMAGE OCCURRING ON SITE OR AOJACENT AREAS, INCLUDING BUT NOT LIMITED TO BUILDINGS. PAVING, UTILITIES, ETC., WAICH IS CAUSED BY PREPARING OR INSTALLING ART AND ALL PLANT MATERIAL. N. ALL DISTURBED AREAS ON SITE SHALL BE FULLY SODDED ASIDE FROM DEFINED PLANTING BEDS. SOD SHALL BE FREE SF WEEDS AND NOXIOUS PESTS OR DISEASES. 7. GRADE, DRESS, AND SOD DISTURBED AREAS AS SOON AS POSSIBLE TO PREVENT EROSION. B. ALL PLANTING BEDS AND TREE SAUCERS SHALL HAVE CYPRESS BARK MULCH TO A DEPTH OF 2" MIN. EXCEPT IN AREAS ON SLOPES GREATER THAN 3% WHICH SHALL HAVE A CYPRESS BARK MULCV TO A DEPTH SF 3" MIN. V. CALIPER OF TREES SHALL BE MEASURED AT 12 ABOVE GRADE UNLESS STATED OTHERRISE IN PLANT LIST UN SHEET Li. ALL TREES SHALL BE INSTALLED IN AN UPRIGHT POSITION. CALIPER SF TREES SHALL TAKE PRECEDENCE OVER HEIGHT OR SPREAD, 10. PLANT MIX OF U" SHALL BE TILLED INTO EXISTING SOIL TO A DEPTH OF 24". REFER TO OHRUB AND TREE PLANTING OEYAIL FOR EXTENT OF PLANT MIX TO BE PROVIDED. PLANT MIR SHALL CONSIST OF 1/3 PEAT MOSS AND 2/3 EXISTING SOIL Il, ALL PLANT MATERIALS SHALL RECEIVE A SLOW RELEASE FERTILIZER IN QUANTITIES AS DIRECTED BY NE MANUFACTURER. 12. ALL PLANT MATERIAL SHALL BE 5ET BACK 2 FEET, AND TREES 3 FEET, FROM THE RACK OF CURBS OR EDGE OF PAVEMENT. 13, PIN ALL SOD ON 3:1 OR GREATER SLOPES, 14, LANDSCAPING SHOWN ON THIS PLAN SHALL BE MAINTAINED IN COMPLIANCE WITH LOCAL LANDSCAPING ORDINANCE. 15. A TWELVE-MONTH WARRANTY SHALL BE PROVIDED FOR ALL NEW PLANT MATERIAL, STARTINU FROM DATE OF FINAL ACCEPTANCE BY OWNER. WITHIN THIRTY DAYS SF NOTIFICATION, DEAD SR UNHEALTHY MATERIALS SHALL BE REPLACED, IN CONFORMANCE WITH THE APPROVED LANDSCAPE PLAN, BY THE LANDSCAPE CONTRACTOR, 16. THE CONTRACTOR SHALL PROVIDE AN AS-BUILT DRAWING ON A REPRODUCIBLE MEDIUM (SEPIA OR MYLAR) SHOHING THE LOCATION OF ALL LANDSCAPE MATERIAL PRIOR TO FINAL ACCEPTANCE. IRRIGATION LEGEND CLASS IWO PVC LATERAL LINE- SIZE AS SHOWN UNTIL A SMALLER SIZE IS SHOWN, 4" PVC SLEEVE PIPE CROSSOVER VALVE ZONE NO, VALVE GPM BACKFLOW PREVENTER IRRIGATION METER CONTROLLER LOCATION RAIN SENSOR LOCUTION ZONE NUMBER UTILI1Y CONTACTS WATER ClEF OF COCOA BOB SCHOOL STREET COCOA, FLORIDA 32R22 CONTACT; LORNA ETIMAN PH: 321-639-7657 TELEPHONE BELLSOUTH 712 FLORIDA AVENUE COCOA, FLORIDA 32022 CONTACT: TOM SHEPARD PH: 321-631-4755 El El Ii STORM DRASNIAGE ST JOHN'S RIVER WATER MANAGEMENT DISTRICT (SJBWMD) P.O. BOO 1429, 4049 REID ST PALATKA, FLORIDA 32178 CONTACT: LINDA CHAMPION PHONE: 306-328-4500 SEWER CITY OF CAPE CANAVERAL PUBLIC WORKS DEPARTMENT 601 THURM BOULEVARD CAPE CANAVERAL, FLORIDA 32R2B CONTACT; HALTER BANDISH PH: 321-060-1240 VALVE SIZE ELECTRIC FLORIDA POWER AND LIGHT 270 PIONEER ROAD MERRITT ISLAND, FLORIDA 32R53 CONTACT; REBBIE BENOIT PH: 321-723-7795 GAS IJ11LIIY CITY GAS COMPANY OF FLORIDA 4180 U. S. HIGHWAY I ROCKLEDGE, FLORIDA 32055 CONTACT: RON MULLER PH; 321-638-3424 U U . U UTILI1Y NOTES PRIOR TO COMMENCING MIT COHGIWJCTION, iNC CONTRACTOR SHAMI.. FIELD VERIFY ALL EXISIINO UTIUTIES, INCI.UDINC MThGJT LIMITATION P(BLE NATER RECLAIMED WATER, SANITARY SEWER, AND SERVICE UTILITIES, AT OF CONNECTION. POINTS OF CROSSING. AND/OR POTENTIAL CONFlICT. NOTIFY ENGINEER OF WHY DISCREPANCIES BETWEEN THE PUNS AND FIELD ONDITIONS, A. GENERAL I. THE LOCATIONS OF EXISTING UTILITIES. SUCH AS WATER MAINS. SEWERS, GAS LINES, ETC., SHOWN ON THE PLANS ARE BASED ON THE BEST AVAILABLE INFORMATION AND ARE SHOWN FOR THE CONVENIENCE OF THE CONTRACTOR, THE ENGINEER ANT OWNER ASSUME NO LIABILITY FOR ACCURACY AND COMPLETENESS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT ALL UTILITY COMPANIES 4W HOURS PRIOR TO COMMENCEMENT OF CONSTRUCTION AND TO HAVE THEIR FACILITIES LOCATED IN THE FIELD PRIOR TO ANY WORK. 2. DUE TO GRAPHIC LIMITATIONS OF THE DRAWING SCALE. ALL STORM SEWER, DRAINAGE, WATER AND SANITARY SEWER MAINS, SERVICES. LATERALS. CONNECTIONS, AND APPURTENANCES DEPICTED HEREIN UNLESS OTHERWISE LOCATED BV DIMENSIONS - REFLECT SCHEMATIC LOCATIONS ONLY. OWE CONTRACTOP SHALL BE RESPONSIBLE FOR THE FINAL LOCATIONS IN ACTUAL CONSTRUCTION AND INSTALLATION OF THE PROPOSED IMPROVEWENTS, INCLUDING ANY REOUIS!TE COORDINATION WITH TME RESPECTIVE GOVERNING AGENCY/UTILITY PROVISEH. 3. ALL VOTER AND SEWER CONSTRUCTION SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE CITY OF COCOA AND THE CITY OF CAPE CANAVERAL, RESPECTIVELY, AND WILL BE SUBJECT TO THEIR INSPECTION AND ACCEPTANCE. 4. CONTRACTOR SHALL INSPECT PIPING AND MATERIALS BEFORE INSTALLATION TO DETECT APPARENT DEFECTS. MARK DEFECTIVE MATERIALS W1TH WHITE PAINT AND PHOMPTLT REMOVE FROM SITE. 5. LAY SEVER PIPING BEGINNING AT LOW POINT OF SYSTEM (CONNECTION TO OFF SITE SYSTEM OR PUMP STATION). TRUE TO GRADES AND ALIGNMENT INDICATED WITH UNBROKEN CONTINUITY OF INVERTS. PLACE BELL ENDS OR GROOVE ENQS OF PIPING FACINO UPSTREAM, B. CLEAR INTERIOR OF PIPE OF DIRT AND OTHER SUPERFLUOUS MATERIAL AS WORK PROGRESSES. MAINTAIN SWAB OR DRAG IN LINE AND PULL PAST EACH JOINT AS El IS COMPLETED. PLACE PLUGS IN ENDS OF UNCOMPLETED CONDUIT HVENEVER WORK STOPS, 7. MAINTAIN 3A" COVER OVER MAINS. AND 18" OVER SERVICES/LATERALS B. HHEN PROPOSED CONSTRUCTION OCCURS AT EXISTING MABIHOLES INLETS. VAULTS, AND OTHER STRUCTURES, THE CONTRACTOR SHALL MODIFY THE STRUCTURES, FRAMES, AND GRATES TO MEET THE PROPOSED GRADEA UNLESS OTHERWISE DIRECTED. 0. INSTALL CONTINUOUS LOCATOR TAPE/WINE. LOCATED DIRECTLY OVER POTABLE WATER MAINS AND SANITARY SERER MAINS AT B" TO B" ABOVE PIPE. 10. WHERE APPLICABLE, UTILITY TRENCHES CROSSING PAVEMENT ANEAS SHALL BE BACH FILLED WITH COMPACTED GRANULAR MATERIAL IN ACCORDANCE WIOH U.A.S,H,T,O.-T-O9. Il. CONTPHCTOR SHALL PROVIDE SLEEVES FOR IRRIGATION LINES UNDER PAVEMENT. COORDINATE WITH GENERAL CONTRACTOR, 2. ALL TAENCHES EUCAVATED FOB THE PURPOSES OF UTILITY/STORM INSTALLATION SHALL BE KEPT DRY FOR ThE DONATION OF UTILITY/STORM CONSTRUCTOR. DEWATERINS OF UTILITY/STORM TRENCHES MAY BE REQUIRED TO PREVEN" FLOTATION OF UTILITY/STORM PIPES DURING INSTALLATION. 13. THE CONTRACTOR SHALL NOTIFY THE ENGINEER WHEN CONSTRUCTION IS COMPLETE FOR WATER, WASTEWATER AND STORMWATER SYSTEMS SO TIMELY CERTIFICATIONS MAY BE INrTIWTED. $WIISFACTORY BNCTERICIIOGICAL TYST RFSUITS. PRFSSURF TFST RESIIITS. MID MI AS IDJIIT SLWHLT SHALL BE SUBMITTED TO ENGINEER PRIOR TO FINN.. CERTIFICATION. 4. OUITNALE COUPLINGS COMPLYING WITH ASTNI SPECIFICATIONS ARE REQUIRED FOR JOINING DISSIMILAR MATERIALS, IS. DEFLECTION TESTS ARE REQUIRED FOR ALL FLEXIBLE PIPE, TESTING REQUIREMENTS; 1) ND PIPE SHALL ESCEED A DEFLECTION OF 5%; 2) OSING A RIGID BALL OR MANDREL FOR TAE DEFLECTION TEST WITH A DIAMETER NOT LESS THEN 05% OF THE BASE INSIDE DIAMETER OR AVERAGE INSIDE DIAMETER OF THE PIPE: 3) PERFORMING THE TEST WITHOUT MECHANICAL PULLING DEVICES, B. MATERIALS (WATER) SERVICE PIPE SHALL BE TYPE 'K' COPPER. RATER MAINS SHALL BE PVC ASOM CR00. DR 18 WITH INTEGRAL BELLS AND ELASTOMERC JOINTS PER ASTM C313B AND GASKETS PER ASTM F477, DUCTILE IRON PIPE (DIP.), IF REQUIRED. SHALL CONFORM TO ANSI/AHARA A21.51/C151, CLASS SH (BIN.) PIPE FOR ALL SIZES, CORPORATION STOPS SHALL BE 1 1/2" BRASS, EQUIPPED WITH CONNECTIONS COMPATIBLE WITH SERVICE PIPE AND THREADED IN ACCORDANCE WITH SPECIFICATIONS IN AWWA CBWM. CURB STOPS SHALL BE SIZED TX MATCH THE METER SIZE AND CONFORM RITA AWWA CBBO AND AMMAN CR01. 5. FITTINIIS SHALL BE BRASS, CAST AND MACHINED IN ACCORDANCE WITH AWWA CR00 AND AWWA CBH1, RITA COMPATIBEE PIPE CONNECTIONS. N. SERVICE SAODLES SHALL BE USED FOR ALL SERVICE LINE TAPS. SERVICE SADOLES SHALL BE DOUBLE STRAP. ANCHORED BY A MINIMUM FOUR (4) BOLT PATTERN ON A DUCTILE IRON SADDLE BODY, FOR PVC PIPE, DOUBLE STRAPS SHALL BE CORROSION RESISTANT ALLOY STEEL SIZED EXACTLY TA THE PIPE OUTSIDE DIAMETER. SEALING GASKETS SHALL BE BUNA-N RUBBER, 7. ALL PIPE AND PIPE FITTINGS INSTALLED UNDER THIS PROJECT WILL RE COLOR COOED USING BLUE AS A PREDOMINANT COLOR. C. MATERIALS (SEWER) I. ALL GFAVITY SEWER PIPE AND FITTINGS SHALL BE NON-PRESSURE POLYVIT6A1. CHLORIDE PIPE (PVC) CONFORMING TO ASTM 0 3034, SDR 26, RITA POSH-ON RUBBER GASKET JOINTS. 2. ALL FITTINGS AND ACCESSORIES SHALL BE MANUFACTURED DR SUPPLIED BY TVE PIPE MANUFACTURER OR PRIOR-APPROVED EQUAL. 3. BEDDING AND INITIAL RACK FILL OVER SEWER MAINS AND SERVICES SMALL BE SAND WITH NO ROCK LARGER Ti-JAN 1" IN DIAMETER, D.MATERL6LS (STORM) 1, REINFORCED CONCRETE PIPE (REP): O-UING PIPE SHALL CONFORM TO ASTH C P6 (CLAUS III, UNLESS OTHERWISE SPECIFIED) AND AASATO M 170 STANDARD SPECIFICATIONS, AND ASTM C 443 STONDARD SPECIFICATION FOR JOINTS FOR RCP USING RUBBER GASKETS, 2. ELLIPTICAL RCP SHALL CONFORM TO ASTM C 507 (CLASS III) AND MASHTX N 207 STANDARD SPECIFICATIONS. 3. ADPE PIPE AND FITTINOS SHALL MEET ThE REQUIREMENTS OF MSHTO M-25 (3"-I0"), 11-204 (12" AND LARGER), TYPE S (CORRUGATED OUTSIDE - SNOSTA INSIDE. 4"-KB"), AND MP7 (NO" TYPE S). A. AELL/SPIOOT GASKET FOR HDPE PIPE SHALL BE USIL/SILT TIGHT PER HASATO SECTION 26 WITH RUBBER GASKET MEETING ASTM F-477. 4. PVC STORM SEHER PIPE (12" OR LESS) AND FITTINGS SHALL BE NON-PRESSURE POLYVINYL CHLORIDE PIPE (PVC) CONFORMING TO ASTM D 3034, SDR 26, WITH POOH-ON ROBBER GASKET JOINTS, U U GENERAL NOTES A. GENERAL I . ALL IIAFRVSTRUGTQRE AND IMPROVEMENTS SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE LOCAL JURISDICTION AAO WILL BE SUBJECT TO THEIR INSPECTION AND ACCEPTANEE. 2. SITE LOCATION: STATE ROAD AlA, CAPE CANAVERAL. FLORIDA, 3. THIS SITE LIES WITHIN ZONE "D' ACCORDING TO THE FEMA TL050 INSURANCE RATE MAP COMMUNITY PANEL NUMBER: 1200900313 E CITY CAPE CANAVERAL (EFFECTIVE DATE: APRIL 3, TOUR). 4, BOUNDARY, TOPOGRAPHIC, AND TREE SURVEY BY EDG OP FLORIDA, LLC. 25 WINDSXRMERE WAY, SUITE 101, OVEIDO, FL 327U5. RATED: JULY 11, 2BM7. TEL. NO, 4R7-N71-885R, 5, BENCHMARK REFER TO TOPOGRAPHIC SURVEY BY EDO OF FLORIDA, LLC. DATED: JULY 11, 2B07. SEE NOTE 4 ABOVE, 6. LEGAL DESCRIPTION SHOWN HEREIN IS FURNISHED BY SURVEYOR, AND IS INCLUDED FOR PERMITTING ARD APPROVAL PURPOSES, AND AS A COURTESY FOR THE CONTRACTOR. INTERPLAR LLC. ASSUMES NT LIABILITY FOR ITS ACCURACY OR COMPLETENESS, 7, SITE GEOTECHNICAL INVESTIGATION PERFORMED BY PSI ENGINEERING. INTERPLAN LLC. ASSUMES NO RESPONSIBILITY FOR THE CORRECTNESS, ACCURACY AND COMPLETENESS OF THEIR WORK, THE CONTRACTOR SRMLL OBTAIN A COPY OF IRE GXOTECNNICAL ENGINEER'S REPORT FOR THIS SITE AND COMPLY WITH RECOMMENDATIONS CONTAINED ThEREIN. IF ADDITIONAL SERVICES ARE REQUIRED. THE CONTRACTOR SHALL MAKE A REQUEST TO THE OWNER, U. CONTRACTOR SHALL PROVIDE AND INSTALL EROSION CONTROL DEVICES (SILT FENCE OR OTHER METHODS) AT LIMITS OF CONSTRUCTION AND AROUND EACH STORM INLET PRIOR TO CONSTRUCTION. AND SHALL MAINTAIN SAID EROSION CONTROL DEVICES DURING CONSTRUCTION, ALL IN CONFORMANCE WITH CURRENT LOCAL COUNTY AND STATE CRITERIA, 9, THE SITE SHALL BE CLEARED AS MAY BE NOTED ON IAE PLANS, OF ALL OBSTRUCTIONS AND DELETERIOUS MATERIAL SUCA AS FENCES, WALLS. FOUNDATIONS. LOGS. SHRUBS, BRASH, WEEDS, OTHER VEGETATION. ANO ACCUMULATION OF RUBBISH OF WHATEVER NATURE. OFF-SITE DISPOSAL, INCLUDING ANY HAZARDOUS MATERIAL ENCOUNTERED, SHALL BE IN ACCORDANCE WITH APPLICABLE LOCAL, STATE, AND FEDERAL RULES AND REGULATIONS, 10, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY ITITERPLAN LLC. OF ANY DISCREPANCIES BETWEEN THE PLANS AND FIELD CONDITIONS PRIOR TO START OF CONSTRUCTION. I I, THE GONTRACTOR SHALL REMAIN SOLELY RESPONSIBLE FOR ANY DESIGN CHANGES WHICH ME MAY INCORPORATE INTO THE PLANS WITHOUT PRIOR WRITTEN CONSENT AND/OR APPROVAL FROM THE OWNER AND THE ENGINEEN. 12, THE CONTRACTOR SHALL COORDINATE ALL WORK WITHIN THE ETISYINO ASTRONAUT BOULEVARD RIGHT OF WAY WITH THE CITY OF CAPE CANAVERAL 13, 5c5 SOILO: CANAVERAL COMPLEX, 14. STORMWATER MANAGEMENT IS PROVIDED BY MASTER STORMWATER DRAINAGE SYSTEM, FOR RESIDENCE INN DEVELOPMENT. SJRWMD PERMIT NO. 40-009-96602-I DATEO JANUARY 7, 2005. 15, THE CONTRACTOR SHALL RESTORE OFF-SITE AREAS TO A CONDITION EQUAL TO OH BETTER THAN THE CONDITION EGISTING PRIOR TO COMMENCEMENT OF CONSTRUCTION, IA. ALL DISTURUED AREAS SHALL BE SODDED. 17. AT LEAST 30 DAYS PRIOR 'TO ANTICIPATED COMPLETION OF SITE CONSTRUCTION, THE FINAL CERTiFICATION PROCESS WILL BEGIN. THE CONTRACTOR SHALL PROVIDE DOCUMENTS AND INFORMATION, IN A TIMELY MANNER. TO ENGINEER INCLUDING, WITHOUT UMITATION: 0. SURVEYED "AS-BUILTS" PER AS-BUILT SURVEY SCOPE IN SPEC MANUAL b. COMPACTION AND DENSITY TEST REPORTS. AND C. PRESSURE TESTING AND BACTERIOLOGICAL TESTING RESULTS, AS REQUIRED, FOR WATER DISTRIBUTION AND/OR WOTTEWATER COLLECTION/TRANSMISSION SYSTEMS. THE CONTRACTOR SHALL HARE TWO (2) SETS OF AS-BUILT PLANS, SIGNED AND SEALED BY SURVEYOR OF RECORD, ON SITE ThE DAY OF THE CIVIL ENGINEERING FINAL PUNCH LIST INSPECTION. THE GENERAL CONTRACTOR IS TO GIVE THE TWO AS-BUILT PLANS TO THE REPRESENTATIVE FROM INTERPLABA COMPLETING THE INSPECTION, IF NOT DEFICIERCIES ARE NOTED, ONE SET OF RED-UNEO AS-BUILT PUNS WILL BE GIVEN TO THE SC FOR REVISIONS TO BE MADE. REVISED AS-BXILTS WILL NEED TO BE FORWARDED TO INTERPIAN BEFORE ANT CERTIFICATIONS CAN BE INITIATED, lB. ALL TRAFFIC CONTROL DEVICES, EQUIPMENT AND INSTALLATION SHALL MEET THE REQUIREMENTS OF THE LOCAL JURISDICTION AND/OR FLORIDA DEPARTMENT OF TRANSPORTATION. IX. PARKING STALLS SHALL CONFORM WITH LOCAL CODE. ACCESSIBLE PARKING SPACES AND ACCESS ROUTES SHALL FURTHER CONFORM WITA CURRENT ADA REQUIREMENTS. HANDICAP PAVEMENT MARKINGS AND SIONASE SHALL CONFORM RITA CURRENT ADA REQUIREMENTS AND LOCAL ORDINANCE. LANDSCAPE SHALL BE TRIMMED TO ENSURE SIGHT VISIBILITY OF TRAFFIC CONTROL DEVICES. ALL PAVEMENT IS OIMENSIONED TO FACE OF CURB, ALL BUILDING DIMENSIONS AND TIES ARE TO OUTSIDE FACE. SEE ARCHITECTURAL PLANS, ALL CURB RETURN RADII ARE 5' UNLESS NOTED, BUILDING AND SITE IMPROVEMENTS ARE PARALLEL AND PERPENDICULAR TO THE WEST AND SOUTH PROPERTY LINES. U U SITE ATA TOTAL TE AREA BURGER KING 33,223 SF 2I,R13 SF IMPEPAIOUS AR BUILDING 2221 SF PERVIOUS AREA (GREEN) 9,979 SF SITEA 2ONINQ C-T cOMMERCIAL BUILDING FEIGHT BUILDING SETBACKS FRONT (NORTH- ASTRONAUT BLNV) SlOE (EAD' SIDE (WEI REAR (SO LANDSCAPE BEFFER FRONT (NORTH- ASTRONAUT BLRD) SIDE (EAD' SIDE (WE REAR (SO SETEA 62,196 SF (1.43 AC) 1M2(. ALLITIED PROPOSED 25 FT 18.25 PT BIT lET 7FF 7FT PARKING REQUIRED ONE (1) SPAcE PER THREE (3) SEATS = 60 / 3 = 20 SPACES PARKING PROVIDED REGULAR HANDICAP TOTAL OuTPmcEL REMAINDER MAXIMUM IMPERVIOUS AREA 70% (PER SJRWDIO PERMIT NO. 4Q-0R9-96602-T DATED ,I.MNUARY 7, 2005) LEGEND AND ABBREVIATION PROPOSED PROPOSED CONTOUR -73,50- MEET EXISTING GRADE MEG EDGE OF PAVEMENT EOP SIDEWALK SW GRADE BREAK GB HIGH POINT HP SPXT ELEVATION DIRECTION OF FLOW ANO PERCENT SLOPE STORM SEWER A INLET 000W SPOUT DRAINS SANITARY SEWER A MANHOLE CLEANOUT WATER SERVICE FIRE HYDRANT HUTER METER BACKFLOW PREVENTION DEVICE GATE VALVE REDUCER UNDERGROUND TElEPHONE UNDERGROUND ELECTRIC SITE LIGHTING TRANSFORMER AIR CONDITIONING UNIT PARKING SPACE TOTALS DETAIL NUMBER SHEET NUMBER ZORIND CURRENT LAND USE 12.55 /- 1.0% --- -ss-O-- 'I' "' -W-< LIDT- UGE- 'to 0-3 VACANT *973 SF (ORBS AC) REQUIRED PRONIDEn OMIT 65FF 15FF 34.50FF EDIT 92.50FF 10FF 64FF (0.763 AC) i3 7G .30.0% 8 FF(MIN) II IT 8FF 7F1 25 SPACES 2 SPACES 27 SPACES cc NOTE: A COPY OF THIS SHEET CO SHALL BE PROVIDED TO ALL BIDDERS AND SUB-CONTRACTORS. U a U INTEPPLAN ARCHOEC1URE ENINEERINC INTERIOR DESTGN PROJECT MANAGEMENT SEAL: M 005420 CA 6000 933 LEE ROAD, FIRST FLOOR ORLANDO. FLORIDA 32810 PH 407.645,5008 FlY 407,629.9124 ROBERT ZIEGENFUSS, P.E. FL BEG, I56752 CCFASULTWZVE 6KB. EWE REMNNW BURGER KING 8959 ASTRONAUT BOULEVARD STAIEROAD4O1 k1fr4 CAPE CANAWRBL. FL 32920 COPYRIGHT © 2007 BITERPLMN LIST RESERVES COPYRIGHT & OTHER RGHTS REST1NICT1NGTHESE DOCUMENTS TO 31* CIROJAIHE SITE 08 PORPOMA FOR VANACH THEY WERE PREPARED. REPRODUCTIONS. CHANGES OR ASSIGNMENTS PRE POOHRBTTBD. PROJECINO: 2007.03)2 DAIEL 10/3012007 CHECKED: Co U U GENERAL STATEMENT THE PROPOSED PROJECT CONSISTS OF 164 CONDOM}NUM UNITS CONTAINED IN 11 BUILDINGS DAN NNGDAHL N ATLANTIC AVE. Ste. 1209 (S STORIES EACH), TOGETHER 99TH A POOL AND BATH HOUSE, PARKING AND REQUIRED COCOA BEACH, FLORIDA 32931 RETENTION/DETEN11ON AREAS. THE PROPOSED PROJECT DILL NE CONSTRUCTED IN TWO PHASES PHONE: (321) 783-1373 AS SHOWN. ALL STREETS ANO DRAINAOE ARE TO BE PRIVATE AND ARE TO BE MAINTAINED BY A CONDOMINIUM ASSOCIATION ESTABLISHED NY THE DEVELOPER. EASEMENTS YHLL BE PROVIDED FOR EXTENSION OF PUBLIC WATER & SEWER SERVICE ThROUGH THE SITE. ENGINEER: BUSSEII-MAYER ENGINEERING OROUP, INC. S I-YE DATA: ma PARNELL STREET MERRITT ISLAND, FLORIDA 32953 ZONINS R3 (CITY OF CAPE CANAVERAL) PHONE (321) 453-0010 CONTACT JOSEPH W. MAYER, P E. TOTAL SITE AREA (Indudirg 50 Accs Rood Eoerert) = 13,049 Ac. PHASE I AREA= (not inoloding poced roodwoy irnproonnent) 6.008 Ao,± PHASE 2 AREA 6 981 Ao.± GROVE DESIGN MANAGEMENT COMPANY 108 DI'XIE LANE COCOA BEACH, FLORIDA 32931 PHASE 1 UNITS= 74 PHONE (321) 784-3466 CONTACT RICK LEADER PHASE 2 UNITS= 90 TOTAL NUMNER OF UNITS 164 QB( POWER & UGHT MAXIMUM SITE DENSITY = 15 UNITS/ACRE TOTAL PROPOSED SITE DENSITY = 12,57 UNITS/ACRE 290 PIUNEER ROAD MERRI1T ISLAND, FLORIDA 32953 TOTAL NUMBER OF STRUCTURES = 12 (Includes Pool Both Hoose( PHONE (321) 455-6125 MAO. BUILDING HEIGHT = 45 FEET (Snn Architnolorol PIoo$ CONTACT BILL YORK E(ARD COUNTY ROAD & BRIDGE PROPOSED 8UILGING ENVELOPE = 10,710 S.F. . 556 C9NE ROAD MERRITT ISLAND, FLORIDA 32950 PHONE. (321) 456-1389 SITE ARE,:: 568,399 S.F. = 13.05 AC. 100.0% CONTACT: ERIC CITTA BUILDING AREA: 117,810 S.F. = 2.71 AC. = 20.8% POOL HOUSE AREA: 504 S.F. = 0.01 AC. = 0.1% IJ _ OF COCOA UTILITIES PAVEMENT: 160,422 S.F. 3.68 AC, 28.2% 600 SCHOOL STREET SIDEWALK: 21,994 S.F. = 0.51 AC. = 39% COCOA. FLORIDA 32922 TOTAL IMPERVIOUS AREA: 6.91 AC. = 63.0% 0110110 (321) 639-7678 TOTAL PERVIOUS AREA: 6.14 AC 47.0% CCHT,,T: CARL LARRABEE, JR., P.E, QLflAQM1M4X SETBACKS: OPERA'JONS DEPT. 4160 0. U.S. HIGHWAY No.1 Front = 25' ROC.J70,.UE, FLORIDA 32955 Side = 15' PHONE. (321) 636-9760 Reor = 15 CONTACI: RON MULLER PobIIo or Privote Street 25' BELLSOUTh TELECOMMUNICATIONS 712 FLORIDA AVE PARKING CALCULATIONS: COCOA, FLORIDA 32922 PHONE: (321) 690-2096 NUMBER OF PARKING SPACES REQUIRED = 328 SPACES (2 per Unit) CONTACT: RICHARD MORALES PARONU PRO51DED: SARSUE SPACES (18 PER BUILOINO) 8 ii BUILDINOS 198 BE,ARD COUNTY WATER RESOURCES EGTERISR SPACES (Inclodee 9 Disabled Spaces) = 182 2725 JUDGE FRAN JAMIESON WAY VIERA, FLORIDA 32640 TOTAL PRUSISED = 380 PHONE: (321) R39-2089 CONTACT: DICK MARTENS BREEZEWAY CALCULATIONS: liME WARNER CABLE 720 MAGNOLIA AVENUE REOOIRED BREEZEWAY: 1531.34' o 25% = 392.84' MELBOURNE, FLORIDA 32935 PROPOSED BREEZEWAY: 491.51' PHONE: (321) 242-2926 CONTACT: TONI CATTEE UNDERGROUND UTILITIES NOTIFICATION CENTER (800) 432-4770 UTILITIES: Wator Distribution: Distribotlon of water Is to be provided by the City of Cocoa via vonneotion to on eoisting B' waterline elong Toner Blvd. Sewor Dioosal: A sanitary sewer oolleclion system will 000nect to the existing sewer system on Tower Blvd. Storm Drainage: The stormsxater mn-oft will be conveyed to a et detention Ide for trewtmnot and attenoation of a 25 year - 24 hovrstorrn, before bwlrg dischorgod Into the Bovava River. v)o)n tenon Ce: All open spaces, roads, and drAnage systems are to be Owned ond msintoined by a Covdvmioivm Owners Association to be established by the Devslcpwr. GarbaGe Removal: A designated trash collection area will be prodded in tront of each building. ZoneLeend: This site is boated iv Floyd Zones 'U' and 'SE' )Baaa Flood Elevation 4.00) per FEMA Flood Insurance Rate Map Number f2009CO313E, wtfective date April 3, 1NB9. TAD PARCEL 255 NOT SUBDIVIDED VACANT LAND S B9'26'O9" E - BLDG3 0w z BUG1 H, 63CR 95D - 0 z iii bJ > N 892 EUISTINS CITY PARK PARCEL (NOT INCLUDED) TAO PARCEL 750 ORB. 3972, PG. 317 1- To I ] lulL BLDG 4 " C) BLDG5 892715" E 3O2.97 57O?2'O8" E BLDG 8 BLDG 1O 503 W 204.26 ANGEL ISLES 'C > N 892?22" W '-=' 63.41 © N 320850 S 57511O" W 13.96' N O0'48'10 W 69.78 SET #5 bR/CAP (DEITHORN LB SURVEYORS' DESCRIPTION: (As PROVIDED) A PORTJON OF SECTION tU, 'TYWTdSFIIP 24 SOUTH, RANGE 37 EAST, BREVAOD COUNTY, FLORIDA MORE PAl°J1CULARLY DESCRIBED AS FOLLOWS: COMMENCE AT A FOUND PIT NAIL ANO DISK (LB 762) BEING THE SOUTHEAST CORNER OF SAID SECTION IV; THENCE N BN DEGREES 27'2G' W, ALOND ThE SOUTH LINE OF ShID NECJJI.:N TO, 3578.04 FEET: THENCE N DO DEGREES 3240" E, T7fn.54 FEET TO A OCT o,".) NCR IRON ROD WITH CAP (DEITHORN LB 8445) THE POINT OF BEGINNING SLING ON THE NORTH RISHT OF WAY LINE OF CENTRAL BOULEVARD, A 100.0:) F000 SIGHT OF WAY, AS DESCRIBEU IN OFFICIAL RECORDS BOOK 305'? AT PAGE 445 OF THE PUBLIC RECORDS OF BREVARS COUNTY, FLORIDA: lT':iSCE ft 69 DEGREES 27' 22" C, ALONG SAID NORTH RIGHT OF WAY LINE. B3.4T TI:ET 10 A FOUND PK NAIL AND DISK (DEITHORN LB 6445), BEINS ON THE NORTHEASTERLY LINE OF THAT PARCEL DESCRIBED IN OFFICIAL RECOROS BOOK 782 AT PAEE 149 OF THE PUBLIC RECORDS OF BREVARD COUNTY, FLORIDA; TIIEIYICT 11 32 DEGREES 0850" VI, ALONG SAID LINE, TD.17 FEET TO A FOUND 1/2 CCII IRON ROD WITH CAP (LB 782) BEING THE MOST NORTHERLY CORNER OF SJi:l PARCEL; THENCE S 57 DEGREES 5T'TO" W, ALONG THE NORTHWESTERLY I.1TIE hF SAID PARCEL, 13.96 FEET TO A FOUND 5/H INCH IRON ROD WITH CAP (U,Ll.Ebl ERG LB 266) BEING ON THE EAST LINE OF THE PLAT OF ANSEL'S ISLE AS RECORDED IN PLAY BOOK 36 AT PAGE 77 OF THE PUBLIC RECORDS OF BREAAPS COUNTY. FLORIDA; THENCE N 00 DECREES 4t'lU' W, ALONG SAID EAST USE , 64.78 FEET TO A FOUND 4 INCH 0 4 INCH CONCRETE MONUMENT (PRM PLS 4262) AT THE NORTHEAST CORNER OF SAID PLAT; THENCE N 89 DEGREES 2503' W, ALONG SAID NORTH LINE, 204.2R FEET TO A FOUND 5/B INCH IRON ROD 04TH CAP (SEITHORN LB 6445) BEING THE SOUTHEAST CORNER OF TEAT PARCEL DESCRIBED IN OFFICIAL RECORDS BOOK 3972 AT PAGE 317 OF CT, PUBLIC RECORDS OF BREVARD COUNTY, FLORIDA; THENCE N DO DEGREES 5102' W, ALONG THE EAST LINE OF SAID PARCEL, BHH.89 FEET TO A FOUND 5,R bItCH IRON ROD WITH CAP (DEITHORN LB 6445) BEING THE NORTHEAST CORNER OF 0fr,O PARCEL; THENCE N B9 DEGREES 2720" W, ALONG THE BORTH LINE OF SAIIi YJUCEL, 205.00 FEET TO A FOUND 3/B INCH IRON ROD WITH CAP (DEITRORN LB O(lS); THENCE CONTINUE N RN DEGREES 2720" W, ALONG SAID NORTH LINE, 01.32 FEET TO THE MEAN WATER LEVEL OF THE BANANA RIVER AS RECOKStD IN MEAN HIGH WATER SURVEY FILE fNDS IN THE PUBLIC REPOSITORY OF THE FLORIDA DEPARTMENT OF ENURONMENTAL PROTECTION, BUREAU OF SIIRVEY AND MAPPINS BEING ELEVATION 0.57 FEET BASED ON THE NATTUNAL LOYDETIC VERTICAL DATUM OF TH2N; THENCE TIlE FOLLOWINC THREE (3( COUT(SES AND DISTANCES ALONG ShID MEAN WATER LEVEL. AS EOTENDED: I. N 02 DEGREES 5023" H, 1B2.N7 FEET: 2. N 01 DEGREES 2426" 0, 148,58 FEET; 3. N 02 DEGREES 4006' A, 321.14 FEET TO A POINT ON THE NORTH LINE OF THE SOUTH 3318.80 FEET OF SlD SECIOON TN; THENCE S HO DEGREES 2609' E, ALONG SAID LINE, 6.76 FEET 7 A i'CUItb f/2 INCH IRON ROD; THENCE CONTINUE S RH DEDREES 2600" F, AI)h/ ' ., ) liNE, T 1.57 FEET TO A FOUND 5/B INCH IRON ROD 18TH CAP (DEITHONN LB r . " 'I : THENCE CONTINUE S RU DEUREES 26'GH' F, ALONG SAID LINE, 377 IA 017 A 1OUTrS 1/2 INCH RUN ROU WITH CAP (LB 762) BEING THE BORn ..... ENNEb OF THAT PARCEL DESCRIBED IN OFFICIAL RECORDS BOOK 270.: UI '"SuE T1BT OF THE PUBLIC RECORDS OF BREVARD COUNTY, FLORIGA; TIIC'lIL U 00 DEOREES 3313" W, ALONG THE tROT LINE OF SAID PARCEL 4UU,OU FIET ID A FOUND 1/2 INCH IRONt100 WITH CAP (L8 762) BEING ThE SOUTTIIIEST ,u'V OF SAID PARCEL; THENCE U HG DEOREES 2715" F, ALONG THE 50104 1.0:0 VI' 2.010 PARCEL 302.87 FEET TO A FOUND 1/2 INCH 1805 ROD 64TH CAP(LV lrl( BEING THE NORTHWEST CORNER OF THAT PARCEL DESCRREO IN, oFlClyL cv, .. .uT5 1300K 3675 AT PAGE 97T OF THE PUBLIC RECORDS OF BREVARO /1.211, TIORIDA; THENCE S 37 DEGREES 22'UB" E, ALONG ThE WEST LINE OF GAll) PARCEL, 75 US FEET TO A SET S/B INCH IRON ROD WITH CAP (DEIT5ORN LR R145), THENCE S 40 DEGREES 0627" W, 258.02 FEET TO A SET 5/B INCH IRON ROD 09TH CAP (DEITHURN LB 6445); TIIENCE S 00 DEGREES 5122" F. 976.72 FEET TO 11E POINT OF BEGINNING. CONTAINING 13.0459 ACRES MORE OR LESS, SpiT. DESCRIPTiON - MASTER )T PLAN 2 PRELIMiNARY PLAT / DIMENSION PLAN I 3 PRELIMINARYPLAT / DIMENSION PLAN MASTER DRAINAGE & LOT GRADING PLAN _,4_ 5 MAS1ER DRAINAGE & LOT GRADING PLAN 6 MASTER UTiLITIES - 7 CENTERLINE PROFILES 8 PAVING, GRADING & DRAINAGE DETAILS .- 9 PAVING. CRAITING& DRAINAGE DETAILS STANDARIJUFATERLINE DETAILS ___i_ ii -- WATERLII'IE TECHNICAL SPECIFICATiONS STANDARD SEWERLINE DETAILS Received LQCATION MAP N.T,S Cester , Palmy /// Sersice ' r_Ne. POR'T'CAAVERAL LLYIPARK CERTHAL Z '/PROJECT LAO N 'C // ' CANAVER'AL BLVD ,NORT H //'" / , INTERNASON OR / / // // 7 Y'/, CENTER UT. ,/; ///', CAPE CANAVERAL / ;, /, I;', ':' )P.B.3B,PO.77) I ) ,%_///U3 /,,. I LI CENTRAL BOULEVARD CENTRAL BOULEVARD ( _jj_,___ / -rv'7iTTEQJ-//7 ,Tz' '5 J',ITTE/CLT,LGO'-J' JLJr/I.-Yr ':,,,TE'//,."i% 'C,','.. Y'JL 88°- Sec. : 15 Twp 24 South - Rng.: 37 East Design by JWM Drawn by LB Checked by RIM so Ds 1=, ox ('Si Cm 5:5 IT3 0 z a Sw 0 cx In, 1 .,, "\I -,,, 8 D am ' , ,3z , E c0 w 8 '5- I I g IF Date JAN 31, 2001 Scale 1" = 100' Proj No 312701 - Sheet No of 12 - . _____-2-- - SOW wmqr NONE lOnE - ------ *10/2.52 - -------- - - ___2(!... 30 SSRERN* '-_-$ 00 0590 192 5050SF NO 098 52/ID OS/IF N. 1//V. ISO (NO VISIBLE P005/B/OW, - 20 IF 1043SF RN? 0430 MEN o/,j k0SSO OS 15W /4 .S15? POJE/CJ E,NHMR WE MEG J4Q & DISK S/IN//FED ALIEN El/N /1456 /5W/ST S/Of OF ISP? I . 5007= 1105 / /[ \ OUT PARCEL 2 CONTAIN/SC 1.43 ICR/S MORE OR LESS F- 1, rosy//RI/I w Jrm1 - C.; OS OS OS OS OS OS OS OS OS OS OS I OS 98989898 5- T7 C 0D SIN 1 CI' (LNN) 00 1 1 5.58 I.O' .1' -it OS98OS98OSOS -/ \ I N\D.\\I \ \ I \\/NI \ \ \ \ 00\0\ \ :' \ -N '- 'i \ \ \ \ R := \ \ I I 9O%\\ I jC' \ 0 \ 0 1 M\\ \ \ RACETRAC PETROLEUM, NC. 6 0 52NFES2 \ \ Y \ \ 1/B/B//TN/SR/SO O' jjS''OS\4I 55 /I I //BLB43 - - NOEOFSLFE /50 43.10 SIN/TORY/JO #2519 \ I'S' m NW. 71 /50 -048 / S 5' 5' 5' 5' 5' s.jp / I ./1 SlI .4303 / /T,kE,, 5't1t!W .5' ,, 5' 0 5.01//V 303 5 40 S.0 s / 40 SON//BOY MO/DO 6.62 52 2_I? I PS/I/SON 0550 / /7' - 0 I 7- 40 /' I = PROJECT BENCHMARK #3 7! / 054 CUT 555.0 ES/N/C? OF CONIC sLovsss 059001 I ---L IL.-. ------------ SF MS/INN IOU (IS/F) 4/ 5 4' 4 No.001//fm/F) '0I62. 3.25 I, 110 I'S? (N/F) . .. 1PWT.....W _-_/-----/ - __4____9____I___N__-=____ _5/15 I _J NOSNO ;c.0 4' 0.6. 101 -ION , . 'D DMDM056. 4' //' /5' 7 ,11 7 N ' -. CEVESCO, NC. ABBREVJATONS: (OW.) T01ICAL UGE UNDERGROUND ELECIRIC CL CHAIN UNK CL_P CONCREIE U/I/IT POLE EHH ELECTRIC HANOIIOLE FOP FENCE COlE POST LF UNEER WET M.E.S. MI1EREO END SECT/ON MH MANHOLE ORB. OFF/CSI.L RECOROS BOOK RCP REINFORCED CONCREIS PIPE S/IS SI/IF/VALE IRS TELEPHONE RISE)? BOX VERL 05/OF/F/IL ITOH WOOD 5010 POLE wPP WOOD POWER POLE UT UNDEROROUND TELEPHONE 1W. IS/FE/OF WV WATER VALVE coo 01110 ANCHOR CONC. CONCRETE P01 POLYVINYL CHLORIDE 55 SANITARY SEWER Wa WOOD PP POAS1SC POST WLE WAlER LEVEL ELEVATION (.5-29-04) LB LAND SURIVE/ING BUSINESS ENS ENGINEERING (D.) SE/Il DESCRIBED 5(A)/ION L LEFT R RIGHT (H F/RE H/IF/B/ANT NV GAS VALVE RPBFP REDUCED PRESSURE BACKFLOW PREVENTER COMM. COMMUNICATIONS CDV. COVERED SQ. SQUARE D)3 DIAI,IETER CDL COLUMN EQUIP. EQUIPMENT MTL METAL Iv YARD DRAIN SPKR SPEAKER CO CLEANOUT ONE DO NOT 010/I/O SIGN EM ELECTRIC METER I/O ELECTRIC 1/OANSFORMER MOP METAL LiGHT POLE Or GREASE I/OAR MEN METAL FLAG POLE GM 045 METER I/B HOSE BIB DIP METAL POST NPS NO PARKING SIGN HCP HAND/CAP PARKING SIGN WA WATERLiNE WL TEE WATERLiNE 1SF EN FIRE HYDRANT EAR/A SF/SlING WATERLiNE MSNRF. MASONRY A/C WL BEND AIR CONDITIONER COMPRESSOR WASERUNE BEND WL TEE WAIF//IL/NE IDE DO BED/VOTE DENS DOUBLE CHECK DETECTOR ASSEMBLY N -'_ _i 555/F/Il/I STALE Raceie SEP 2 o 2DM COPYRIGHT © 2006 ALLEN ENG1NEERING. INC. City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements C-1 November 2014 Tt# 200-52528-14001 APPENDIX C – EXISTING ZONING City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements D-1 November 2014 Tt# 200-52528-14001 APPENDIX D – EXISTING PUMP MANUFACTURER DATA FLYPS3.1.6.2 (20090313)PERFORMANCE CURVE DATE PROJECT 1/1-LOAD 3/4-LOAD 1/2-LOAD POWER FACTOR EFFICIENCY MOTOR DATA COMMENTS INLET/OUTLET IMP. THROUGHLET RATED POWER ..... STARTING CURRENT ... RATED CURRENT ... RATED SPEED ..... TOT.MOM.OF INERTIA ... NO. OF BLADES PRODUCT TYPE CURVE NO ISSUE MOTOR #STATOR REV FREQ.PHASES VOLTAGE POLES GEARTYPE RATIO NPSHre = NPSH3% + min. operational margin Performance with clear water and ambient temp 40 °C CP3085.183 MT 2014-02-03 63-434-00-5303 3 IMPELLER DIAMETER 160 mm 15-10-4AL 66D 10 60 Hz 3 230 V 4 ------ 0.80 78.0 % --- 0.73 78.5 % --- 0.61 76.0 % --- - / 3.0 inch 2.9 inch 3 hp 52 A 9.0 A 1710 rpm 0.034 kgm2 1 FLOW [USgpm]HEAD[ft]POWER[hp] EFF. [%] NPSHre [ft] 0 100 200 300 400 500 0 5 10 15 20 25 30 35 40 0 5 10 15 20 25 30 35 40 0 10 20 30 40 50 1.5 2.0 2.5 3.0 3.5 4.0 G G DUTY-POINT FLOW[USgpm]HEAD[ft]EFF. [%]NPSHre[ft] 288.0 21.55 45.9 (58.7)19.6 HI level A GUARANTEE B.E.P.BEST EFF. POINTO*OVERALL EFF.PUMP EFF.O*INPUT POWERSHAFT POWERHI level A GUARANTEE BETWEEN LIMITS (G) ACC. TO FLYPS3.1.6.3 (20060531)PERFORMANCE CURVE DATE PROJECT 1/1-LOAD 3/4-LOAD 1/2-LOAD POWER FACTOR EFFICIENCY MOTOR DATA COMMENTS INLET/OUTLET IMP. THROUGHLET RATED POWER ..... STARTING CURRENT ... RATED CURRENT ... RATED SPEED ..... TOT.MOM.OF INERTIA ... NO. OF BLADES PRODUCT TYPE CURVE NO ISSUE MOTOR #STATOR REV FREQ.PHASES VOLTAGE POLES GEARTYPE RATIO NPSHre = NPSH3% + min. operational margin Performance with clear water and ambient temp 40 °C CP3127.181 MT 2014-08-26 63-434-00-2204 4 IMPELLER DIAMETER 197 mm 21-10-4AL 12Y//11 60 Hz 3 230 V 4 ------ 0.88 83.5 % --- 0.85 84.5 % --- 0.77 83.5 % --- -/ 4 inch 3.4 inch 7.5 hp 105 A 19 A 1740 rpm 0.082 kgm2 1 FLOW [USgpm]HEAD[ft]POWER[hp] EFF. [%] NPSHre [ft] 0 100 200 300 400 500 600 700 800 0 10 20 30 40 50 0 5 10 15 20 25 0 10 20 30 3 4 5 6 7 G G DUTY-POINT FLOW[USgpm]HEAD[ft]EFF. [%]NPSHre[ft] 426 26.1 43.7 (52.0)6.7 HI level A GUARANTEE B.E.P.BEST EFF. POINTO*OVERALL EFF.PUMP EFF.O*INPUT POWERSHAFT POWERHI level A GUARANTEE BETWEEN LIMITS (G) ACC. TO City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements E-1 November 2014 Tt# 200-52528-14001 APPENDIX E – RECORD DRAWINGS LS NO. 6 & 7 City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements F-1 November 2014 Tt# 200-52528-14001 APPENDIX F – TOPOGRAPHIC SURVEY LS NO. 6 & 7 Bar Measures 1 inch LIFT STATION NO. 6 AND 7 IMPROVEMENTS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 LS NO. 6 SERVICE AREA EXISTING SANITARY SEWER APPENDIX 0 20'40'80' N Bar Measures 1 inch LIFT STATION NO. 6 AND 7 IMPROVEMENTS 201 EAST PINE STREET, SUITE 1000 ORLANDO, FLORIDA 32801 PHONE: (407) 839-3955 FAX: (407) 839-3790 LS NO. 7 SERVICE AREA EXISTING SANITARY SEWER N 100'50'200'0 APPENDIX City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements G-1 November 2014 Tt# 200-52528-14001 APPENDIX G – PROPOSED DEVELOPMENT PLANS – HOMEWOOD SUITES (SUNBELT HOTEL) City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements H-1 November 2014 Tt# 200-52528-14001 APPENDIX H – GRAVITY SEWER CAPACITY ANALYSIS Manning's "n" =0.012 From To CB-1 MH-5 MH-4 8 0.516 0.012 0 7,500 7,500 3.50 26,250 607,377 2.69 653,355 0.04 0.13 0.33 0.88 Sufficient Capacity CB-2 MH-4 MH-3 8 0.621 0.012 45,000 7,500 52,500 3.50 183,750 666,314 2.95 716,754 0.28 0.36 0.79 2.34 Sufficient Capacity CB-3 MH-3 MH-2 8 0.293 0.012 0 52,500 52,500 3.50 183,750 457,686 2.03 492,332 0.4 0.43 0.90 1.83 Sufficient Capacity CB-4 MH-2 MH-1 12 0.553 0.012 32,200 52,500 84,700 3.50 296,450 1,854,092 3.65 1,994,447 0.16 0.27 0.63 2.29 Sufficient Capacity CB-5 MH-1 LS7 12 1.509 0.012 33,200 84,700 117,900 3.50 412,650 3,062,763 6.03 3,294,614 0.13 0.24 0.57 3.42 Sufficient Capacity Upstream ADF Contribution (GPD) Line Section Data Hydraulic Calculations Line Section Total ADF for Line Section (GPD) Peaking Factor PHF for Line Section (GPD) Flowing Full Q (GPD) Manholes Pipe Diameter (inches) Slope (Percent) Manning's n Factor ADF Generated in Line Section (GPD) Capacity Status Flowing Full V (FPS) Flow @ d/D = 0.95 (MGD) Qa/Qf d/D v/V Actual Flow Velocity (FPS) Manning's "n" =0.012 From To CB-1 MH-5 MH-4 8 0.516 0.012 0 7,500 7,500 3.30 24,750 607,377 2.69 653,355 0.04 0.13 0.33 0.88 Sufficient Capacity CB-2 MH-4 MH-3 8 0.621 0.012 0 7,500 7,500 3.30 24,750 666,314 2.95 716,754 0.04 0.13 0.33 0.96 Sufficient Capacity CB-3 MH-3 MH-2 8 0.293 0.012 0 7,500 7,500 3.30 24,750 457,686 2.03 492,332 0.05 0.15 0.37 0.75 Sufficient Capacity CB-4 MH-2 MH-1 12 0.553 0.012 164,113 7,500 171,613 3.30 566,323 1,854,092 3.65 1,994,447 0.31 0.38 0.82 3.01 Sufficient Capacity CB-5 MH-1 MH-1A 12 1.000 0.012 52,600 171,613 224,213 3.30 739,903 2,493,267 4.91 2,682,007 0.3 0.37 0.81 3.97 Sufficient Capacity CB-6 MH-1A LS7 12 0.220 0.012 0 224,213 224,213 3.30 739,903 1,169,446 2.30 1,257,973 0.63 0.57 1.08 2.49 Sufficient Capacity Qa/Qf d/D v/V Actual Flow Velocity (FPS) Capacity Status Flow @ d/D = 0.95 (MGD) Line Section Data Hydraulic Calculations Line Section Manholes Pipe Diameter (inches) Slope (Percent) Manning's n Factor ADF Generated in Line Section (GPD) Upstream ADF Contribution (GPD) Total ADF for Line Section (GPD) Peaking Factor PHF for Line Section (GPD) Flowing Full Q (GPD) Flowing Full V (FPS) City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements I-1 November 2014 Tt# 200-52528-14001 APPENDIX I – SYSTEM CURVE CALCULATIONS AND PUMP DATA Lift Station No. 6 Head Loss Calculations System Curve System Curve & Pump Curves Pump Selection 1 Pump Selection 2 PROJECT:PROJECT NUMBER:200-52528-14001 DATE:12-Sep TOTAL HEAD CALCULATION - LIFT STATION 6 TO MANHOLE MINOR LOSSES COEFFICIENT DETERMINATION TYPE NUMBER K FACTOR TOTAL K TOTAL MINOR LOSS COEFF. Entrance 1 1 1 Exit 1 1.00 1 TEE 6" (BRANCH)1 0.90 0.9 BEND 90 6"3 0.68 2.04 BEND 45 6"2 0.23 0.46 CHECK VALVE 6"1 0.75 0.75 PLUG VALVE 6"1 0.27 0.27 6.42 HEAD LOSS DETERMINATION DESIGN FLOW (gpm): PIPE DIAMETER (in):6 VELOCITY (fps):6.48 PIPE LENGTH (ft):422 VELOCITY HEAD (ft):0.65 DESIGN "C" FACTOR:120 TOTAL K:6.42 FRICTION LOSS FACTOR (ft/ft):0.030612 MINOR LOSSES (ft):4.19 FRICTION LOSS (ft):12.92 SUBTOTAL HEAD LOSS/PIPE:17.103 STATIC HEAD (BETWEEN PUMP OFF AND MANHOLE DISCHARGE)7.500 0.000 24.603 571 PRESSURE HEAD AT MANHOLE DISCHARGE TOTAL HEAD LOSS CITY OF CAPE CANAVERAL LIFT STATIONS NO. 6 & 7 IMPROVEMENTS O:\Projects\Orlando\IER\52528\200-52528-14001\SupportDocs\Calcs\System Curve and Pump Curve\LS 6 - Head Conditions 0 10 20 30 40 50 60 0 100 200 300 400 500 600 700Head (ft) Flow (GPM) Lift Station 6 and Forcemain System Curves & Proposed Pump Curves System Curve LS No. 6 to MH Design Flow (PHF) Flow: 571 gpm TDH: 24.60 ft 0 10 20 30 40 50 60 0 100 200 300 400 500 600 700Head (ft) Flow (GPM) Lift Station 6 and Forcemain System Curves & Proposed Pump Curves System Curve LS No. 6 to MH Design Flow (PHF)CP 3102 MT3~432 NP 3102 MT3~463 Flow: 571 gpm TDH: 24.60 ft Shrouded single or multi-channel impeller pumps with large throughlets and single v olute pump casing for liquids containing solids and f ibres. Cast iron design with double sealing technology. Some models available as stainless steel versions. Head 433 206mm433 206mm 60.6% 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] Impeller Frequency Motor Rated v oltage - Rated power Rated speed Number of poles Rated current 230 V 60 Hz 7.5 hp 4 1740 rpm 19 A CP 3127 MT 3~ 433 Motor # 3~ Suction Flange Diameter Z Z Z Z 11" 10" 5" 15" 2" Ø6" 11" 26"CP 3127 MT Weight 5" 50° cale S Dr awn Reg no Dat e by Checked by DRAWING AUTOCAD Denom inat ion Dimensional drwg 3 3/8 16 3/4 1 1/8 4 9/16 2 1/8 41 3/4 28 3/8 8 3/8 7 1/2 4 1/4 BOLT Ø 3/4 (4x) 17 3/4 *14 3/8 5 3/4 8 1/2 7 3/8 19" 7 7/8 DIMENSION TO ENDS OF GUIDE BARS * VIEW CL OF DISCH REF.LINE REF.LINE (TO FURTHEST POINT) MIN LEVEL REF.LINE GUIDE BARS 2" 5388600 4 5399 080813NK Ø6" (lbs) Pump Disch 325 120 Impeller diameter 206 mm Number of blades 1 Throughlet diameter C3127.181 21-10-4AL-W 7.5hp Stator v ariant 12 Phases Starting current 105 A Technical specification Note: Picture might not correspond to the current configuration. Power f actor Ef f iciency 1/1 Load 3/4 Load 1/2 Load 1/1 Load3/4 Load 1/2 Load 0.88 0.85 0.77 83.5 %84.5 % 83.5 % 100 mm Curve according to: ISO 9906 grade 2 annex 1 or 2 P - Semi permanent, WetInstallation: Configuration Impeller material Grey cast iron General Discharge Flange Diameter 3 15/16 inch 3 15/16 inch Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head Efficiency Total efficiency Shaft power P2 Power input P1 NPSH-values 433 206mm433 206mm 60.6% 25.6 ft 59.8 % 50.5 % 6.42 hp 7.6 hp 7.28 ft 593.2 US g.p.m. 433 206mm433 206mm 25.6 ft 59.8 % 50.5 % 6.42 hp 7.6 hp 7.28 ft 593.2 US g.p.m. 433 206mm433 206mm 25.6 ft 59.8 % 50.5 % 6.42 hp 7.6 hp 7.28 ft 593.2 US g.p.m. 433 206mm (P2)433 206mm (P2) 25.6 ft 59.8 % 50.5 % 6.42 hp 7.6 hp 7.28 ft 593.2 US g.p.m. 433 206mm (P1)433 206mm (P1) 25.6 ft 59.8 % 50.5 % 6.42 hp 7.6 hp 7.28 ft 593.2 US g.p.m. 433 206mm433 206mm 25.6 ft 59.8 % 50.5 % 6.42 hp 7.6 hp 7.28 ft 593.2 US g.p.m. 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 [ft] 0 10 20 30 40 50 [%] 4.0 5.0 6.0 7.0 [hp] 6 8 10 12 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] Motor # 60 Hz Phases 3~ 230 V Number of poles 4 Rated power 7.5 hp Starting current Rated current 19 A Rated speed 1740 rpm C3127.181 21-10-4AL-W 7.5hp Stator variant Number of blades 1 Power factor CP 3127 MT 3~ 433 Suction Flange Diameter Performance curve Pump Impeller diameter 81/8" Throughlet diameter Motor Rated voltage 105 A Efficiency 1/1 Load 3/4 Load 1/2 Load 1/1 Load 3/4 Load 1/2 Load Frequency 12 0.88 83.5 % 0.85 0.77 84.5 % 83.5 % 100 mm Curve according to: ISO 9906 grade 2 annex 1 or 2 Discharge Flange Diameter 3 15/16 inch 3 15/16 inch Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head 433 206mm 60.6% 25.6 ft 593.2 US g.p.m.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 1 CP 3127 MT 3~ 433 Duty Analysis Curve according to: ISO 9906 grade 2 annex 1 or 2 Individual pump Total 1 593 US g.p.m. 25.6 ft 6.42 hp 593 US g.p.m. 25.6 ft 6.42 hp 59.8 % 159 kWh/US MG 7.28 ft Pumps running Specific /System Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head Efficiency Total efficiency Shaft power P2 Power input P1 NPSH-values 433 206mm433 206mm 60.6% 54.5 Hz54.5 Hz 60.6% 49.5 Hz49.5 Hz 60.6% 44.6 Hz44.6 Hz 60.6% 39.6 Hz39.6 Hz 60.6% 433 206mm433 206mm54.5 Hz54.5 Hz49.5 Hz49.5 Hz44.6 Hz44.6 Hz39.6 Hz39.6 Hz 433 206mm433 206mm54.5 Hz54.5 Hz49.5 Hz49.5 Hz44.6 Hz44.6 Hz39.6 Hz39.6 Hz 433 206mm (P2)433 206mm (P2) 54.5 Hz54.5 Hz 49.5 Hz49.5 Hz 44.6 Hz44.6 Hz 39.6 Hz39.6 Hz 433 206mm (P1)433 206mm (P1)54.5 Hz54.5 Hz49.5 Hz49.5 Hz44.6 Hz44.6 Hz39.6 Hz39.6 Hz 433 206mm433 206mm 54.5 Hz54.5 Hz 49.5 Hz49.5 Hz 44.6 Hz44.6 Hz 39.6 Hz39.6 Hz 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 [ft] 0 10 20 30 40 50 [%] -1 0 1 2 3 4 5 6 7 [hp] 4 6 8 10 12 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] CP 3127 MT 3~ 433 VFD Curve Curve according to: ISO 9906 grade 2 annex 1 or 2Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head 433 206mm 60.6% 25.6 ft 593.2 US g.p.m. 54.5 Hz 60.6% 49.5 Hz 60.6% 44.6 Hz 60.6% 39.6 Hz 60.6% 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 [ft] 0 100 200 300 400 500 600 700 800 900 [US g.p.m.] 1 CP 3127 MT 3~ 433 VFD Analysis Curve according to: ISO 9906 grade 2 annex 1 or 2 Individual pump Total 1 60 Hz 593 US g.p.m. 25.6 ft 6.42 hp 593 US g.p.m. 25.6 ft 6.42 hp 59.8 % 159 kWh/US MG 7.28 ft1 54.5 Hz 514 US g.p.m. 22.2 ft 4.8 hp 514 US g.p.m. 22.2 ft 4.8 hp 60.2 % 182 kWh/US MG 6.14 ft1 49.5 Hz 440 US g.p.m. 19.5 ft 3.59 hp 440 US g.p.m. 19.5 ft 3.59 hp 60.5 % 206 kWh/US MG 5.2 ft1 44.6 Hz 362 US g.p.m. 17.1 ft 2.58 hp 362 US g.p.m. 17.1 ft 2.58 hp 60.6 % 241 kWh/US MG 4.32 ft1 39.6 Hz 279 US g.p.m. 15 ft 1.77 hp 279 US g.p.m. 15 ft 1.77 hp 59.9 % 297 kWh/US MG 3.48 ft Pumps running Specific /System Frequency Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject CP 3127 MT 3~ 433 Dimensional drawing Z Z Z Z 11" 10" 5" 15" 2" Ø6" 11" 26"CP 3127 MT Weight 5" 50° cale S Drawn Reg no Date by Checked by DRAWING AUTOCAD Denomination Dimensional drwg 3 3/8 16 3/4 1 1/8 4 9/16 2 1/8 41 3/4 28 3/8 8 3/8 7 1/2 4 1/4 BOLT Ø 3/4 (4x) 17 3/4 *14 3/8 5 3/4 8 1/2 7 3/8 19" 7 7/8 DIMENSION TO ENDS OF GUIDE BARS * VIEW CL OF DISCH REF.LINE REF.LINE (TO FURTHEST POINT) MIN LEVEL REF.LINE GUIDE BARS 2" 5388600 4 5399 080813NK Ø6" (lbs) Pump Disch 325 120 Last updateCreated on 2014-09-10 Created byProject IDProject Patented self cleaning semi-open channel impeller, ideal f or pumping in waste water applications. Possible to be upgraded with Guide-pin® f or ev en better clogging resistance. Modular based design with high adaptation grade. Head 426 174mm426 174mm 68.6% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 [ft] 0 200 400 600 800 1000 1200 1400 [US g.p.m.] Impeller Frequency Motor Rated v oltage - Rated power Rated speed Number of poles Rated current 230 V 60 Hz 7.5 hp 4 1740 rpm 19 A NP 3127 LT 3~ Adaptive 426 Motor # 3~ Suction Flange Diameter cale S Dr awn Reg no Dat e by Checked by DRAWING AUTOCAD Denom inat ion Dimensional drwg MIN LEVEL Z Z Z Z 11" 10" 5" 14" 2" *15" Ø8" 2" NP 3127 LT Weight 4 7/8 50° 4 3/4 3 3/8 18 3/8 20 5/8 1 1/8 12 1/8 4 9/16 17 3/4 2 1/8 45 3/4 30 1/8 8 1/2 5 1/2 BOLT Ø 3/4 (4x) 4 1/8 26 3/4 9 7/8 7 1/8 DIMENSION TO ENDS OF GUIDE BARS * VIEW REF.LINE CL OF DISCH REF.LINE (TO FURTHEST POINT) GUIDE BARS 6363200 1 5399 080813NK Ø8" (lbs) Pump Disch 340 145 REF.LINE Impeller diameter 174 mm Number of blades 2 N3127.160 21-10-4AL-W 7.5hp Stator v ariant 12 Phases Starting current 105 A Technical specification Note: Picture might not correspond to the current configuration. Power f actor Ef f iciency 1/1 Load 3/4 Load 1/2 Load 1/1 Load3/4 Load 1/2 Load 0.88 0.85 0.77 83.5 %84.5 % 83.5 % 150 mm Curve according to: ISO 9906 grade 2 annex 1 or 2 P - Semi permanent, WetInstallation: Configuration Impeller material Grey cast iron General Discharge Flange Diameter 5 7/8 inch Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head Efficiency Total efficiency Shaft power P2 Power input P1 NPSH-values 426 174mm426 174mm 68.6% 25.8 ft 63.7 % 53.9 % 6.15 hp 7.26 hp 16.8 ft 598.6 US g.p.m. 426 174mm426 174mm 25.8 ft 63.7 % 53.9 % 6.15 hp 7.26 hp 16.8 ft 598.6 US g.p.m. 426 174mm426 174mm 25.8 ft 63.7 % 53.9 % 6.15 hp 7.26 hp 16.8 ft 598.6 US g.p.m. 426 174mm (P2)426 174mm (P2) 25.8 ft 63.7 % 53.9 % 6.15 hp 7.26 hp 16.8 ft 598.6 US g.p.m. 426 174mm (P1)426 174mm (P1) 25.8 ft 63.7 % 53.9 % 6.15 hp 7.26 hp 16.8 ft 598.6 US g.p.m. 426 174mm426 174mm 25.8 ft 63.7 % 53.9 % 6.15 hp 7.26 hp 16.8 ft 598.6 US g.p.m. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 [ft] 0 10 20 30 40 50 60 [%] 0 2 4 6 [hp] 12 16 [ft] 0 200 400 600 800 1000 1200 1400 [US g.p.m.] Motor # 60 Hz Phases 3~ 230 V Number of poles 4 Rated power 7.5 hp Starting current Rated current 19 A Rated speed 1740 rpm N3127.160 21-10-4AL-W 7.5hp Stator variant Number of blades 2 Power factor NP 3127 LT 3~ Adaptive 426 Suction Flange Diameter Performance curve Pump Impeller diameter 67/8" Motor Rated voltage 105 A Efficiency 1/1 Load 3/4 Load 1/2 Load 1/1 Load 3/4 Load 1/2 Load Frequency 12 0.88 83.5 % 0.85 0.77 84.5 % 83.5 % 150 mm Curve according to: ISO 9906 grade 2 annex 1 or 2 Discharge Flange Diameter 5 7/8 inch Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head 426 174mm 68.6% 25.8 ft 598.6 US g.p.m.0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 9.0 10.0 11.0 12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0 21.0 22.0 23.0 24.0 25.0 26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0 34.0 35.0 36.0 37.0 38.0 39.0 [ft] 0 200 400 600 800 1000 1200 1400 [US g.p.m.] 1 NP 3127 LT 3~ Adaptive 426 Duty Analysis Curve according to: ISO 9906 grade 2 annex 1 or 2 Individual pump Total 1 599 US g.p.m. 25.8 ft 6.15 hp 599 US g.p.m. 25.8 ft 6.15 hp 63.7 % 151 kWh/US MG 16.8 ft Pumps running Specific /System Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head Efficiency Total efficiency Shaft power P2 Power input P1 NPSH-values 426 174mm426 174mm 68.6% 54.5 Hz54.5 Hz 68.6% 49.6 Hz49.6 Hz 68.6% 44.6 Hz44.6 Hz 68.6% 39.6 Hz39.6 Hz 68.6% 426 174mm426 174mm54.5 Hz54.5 Hz49.6 Hz49.6 Hz44.6 Hz44.6 Hz39.6 Hz39.6 Hz 426 174mm426 174mm54.5 Hz54.5 Hz49.6 Hz49.6 Hz44.6 Hz44.6 Hz39.6 Hz39.6 Hz 426 174mm (P2)426 174mm (P2) 54.5 Hz54.5 Hz 49.6 Hz49.6 Hz 44.6 Hz44.6 Hz 39.6 Hz39.6 Hz 426 174mm (P1)426 174mm (P1)54.5 Hz54.5 Hz49.6 Hz49.6 Hz44.6 Hz44.6 Hz39.6 Hz39.6 Hz 426 174mm426 174mm 54.5 Hz54.5 Hz 49.6 Hz49.6 Hz 44.6 Hz44.6 Hz 39.6 Hz39.6 Hz 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 [ft] 0 10 20 30 40 50 60 [%] -1 0 1 2 3 4 5 6 7 [hp] 6 8 10 12 14 16 18 20 [ft] 0 200 400 600 800 1000 1200 1400 [US g.p.m.] NP 3127 LT 3~ Adaptive 426 VFD Curve Curve according to: ISO 9906 grade 2 annex 1 or 2Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head 426 174mm 68.6% 25.8 ft 598.6 US g.p.m. 54.5 Hz 68.6% 49.6 Hz 68.6% 44.6 Hz 68.6% 39.6 Hz 68.6% 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 [ft] 0 200 400 600 800 1000 1200 1400 [US g.p.m.] 1 NP 3127 LT 3~ Adaptive 426 VFD Analysis Curve according to: ISO 9906 grade 2 annex 1 or 2 Individual pump Total 1 60 Hz 599 US g.p.m. 25.8 ft 6.15 hp 599 US g.p.m. 25.8 ft 6.15 hp 63.7 % 151 kWh/US MG 16.8 ft1 54.5 Hz 506 US g.p.m. 21.9 ft 4.57 hp 506 US g.p.m. 21.9 ft 4.57 hp 61.3 % 175 kWh/US MG 14.5 ft1 49.6 Hz 416 US g.p.m. 18.7 ft 3.4 hp 416 US g.p.m. 18.7 ft 3.4 hp 57.7 % 211 kWh/US MG 12.6 ft1 44.6 Hz 316 US g.p.m. 15.9 ft 2.46 hp 316 US g.p.m. 15.9 ft 2.46 hp 51.6 % 276 kWh/US MG 10.9 ft1 39.6 Hz 200 US g.p.m. 13.5 ft 1.71 hp 200 US g.p.m. 13.5 ft 1.71 hp 40 % 434 kWh/US MG Pumps running Specific /System Frequency Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject NP 3127 LT 3~ Adaptive 426 Dimensional drawing cale S Drawn Reg no Date by Checked by DRAWING AUTOCAD Denomination Dimensional drwg MIN LEVEL Z Z Z Z 11" 10" 5" 14" 2" *15" Ø8" 2" NP 3127 LT Weight 4 7/8 50° 4 3/4 3 3/8 18 3/8 20 5/8 1 1/8 12 1/8 4 9/16 17 3/4 2 1/8 45 3/4 30 1/8 8 1/2 5 1/2 BOLT Ø 3/4 (4x) 4 1/8 26 3/4 9 7/8 7 1/8 DIMENSION TO ENDS OF GUIDE BARS * VIEW REF.LINE CL OF DISCH REF.LINE (TO FURTHEST POINT) GUIDE BARS 6363200 1 5399 080813NK Ø8" (lbs) Pump Disch 340 145 REF.LINE Last updateCreated on 2014-09-10 Created byProject IDProject Lift Station No. 7 Head Loss Calculations System Curve System Curve & Pump Curves Pump Selection 1 Pump Selection 2 PROJECT: PROJECT NUMBER: 200-52528-14001 DATE: 12-Nov TOTAL HEAD CALCULATION - LIFT STATION 7 TO FORCE MAIN WWTP MINOR LOSSES COEFFICIENT DETERMINATION TYPE NUMBER K FACTOR TOTAL K TOTAL MINOR LOSS COEFF.BEND 90 4" 1 0.85 0.85 4" x 6" REDUCER 1 0.05 0.048 0.898 BEND 90 6" 1 0.6 0.6 BEND 45 6" 1 0.23 0.23 BEND 22.5 6" 1 0.09 0.09 SWING CHECK VALVE 6" 1 0.75 0.75 PLUG VALVE (6") 1 0.27 0.27 TEE-STRAIGHT 6" 2 0.90 1.8 6" x 10" REDUCER 1 0.06 0.06 3.8 BEND 22.5 10" 2 0.085 0.17 10" x 14" REDUCER 1 0.04 0.04 TEE-STRAIGHT 14" 1 0.78 0.78 0.99 BEND 45 14" 5 0.20 1 BEND 11.25 14" 2 0.05 0.09 1.09 EXIT LOSS 1 1.00 1 1 HEAD LOSS DETERMINATION DESIGN FLOW (gpm): PIPE DIAMETER (in):4 VELOCITY (fps): 27.01 PIPE LENGTH (ft): 12 VELOCITY HEAD (ft): 11.33 DESIGN "C" FACTOR: 120 TOTAL K: 0.90 FRICTION LOSS FACTOR (ft/ft): 0.688937 MINOR LOSSES (ft): 10.17 FRICTION LOSS (ft): 8.27 SUBTOTAL HEAD LOSS/PIPE:18.441 PIPE DIAMETER (in):6 VELOCITY (fps): 12.01 PIPE LENGTH (ft): 15 VELOCITY HEAD (ft): 2.24 DESIGN "C" FACTOR: 120 TOTAL K: 3.80 FRICTION LOSS FACTOR (ft/ft): 0.095809 MINOR LOSSES (ft): 8.50 FRICTION LOSS (ft): 1.44 SUBTOTAL HEAD LOSS/PIPE:9.942 PIPE DIAMETER (in):10 VELOCITY (fps): 4.32 PIPE LENGTH (ft): 908 VELOCITY HEAD (ft): 0.29 DESIGN "C" FACTOR: 120 TOTAL K: 0.99 FRICTION LOSS FACTOR (ft/ft): 0.007980 MINOR LOSSES (ft): 0.29 FRICTION LOSS (ft): 7.25 SUBTOTAL HEAD LOSS/PIPE:7.533 1,058 CITY OF CAPE CANAVERAL LIFT STATIONS NO. 6 & 7 IMPROVEMENTS C:\Users\timothy.vanderwalker\AppData\Roaming\Microsoft\Excel\LS 7 - Head Conditions (version 1).xlsb Pump off elev (1) -8.00 Elev. @ EWRF Discharge Tank (2) 18.40 26.400 DYNAMIC HEAD IN WWTP FM (3.3 MGD)3.629 69.574 STATIC HEAD TOTAL HEAD LOSS C:\Users\timothy.vanderwalker\AppData\Roaming\Microsoft\Excel\LS 7 - Head Conditions (version 1).xlsb 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 0 200 400 600 800 1000 1200Head(ft)Flow (GPM) Lift Station 7 and Forcemain System Curves & Proposed Pump Curves System Curve LS No. 7 to WWTP Design Flow (PHF) Flow: 1058 gpm TDH: 70 ft 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 0 200 400 600 800 1000 1200Head(ft)Flow (GPM) Lift Station 7 and Forcemain System Curves & Proposed Pump Curves System Curve LS No. 7 to WWTP Design Flow (PHF)NP 3171 MT3~434 Flow: 1058 gpm TDH: 70 ft Patented self cleaning semi-open channel impeller, ideal f or pumping in waste water applications. Possible to be upgraded with Guide-pin® f or ev en better clogging resistance. Modular based design with high adaptation grade. Head 434 255mm434 255mm 79.2% 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 [ft] 0 400 800 1200 1600 2000 2400 [US g.p.m.] Impeller Frequency Motor Rated v oltage - Rated power Rated speed Number of poles Rated current 460 V 60 Hz 34 hp 4 1755 rpm 40 A NP 3171 MT 3~ 434 Motor # 3~ Suction Flange Diameter Weight Pump with cooling jacket Pump without cooling jacket Disch 730 665 175 Z Z Z Z 2" Ø6" DIMENSION TO ENDS OF GUIDE BARS * 2"/3" DIMENSIONS FOR 2"/3" GUIDE BARS ** 2" guidebars for a new installation 3" guidebars for retrofit NP,FP 3171 MT * NP,FP 3171.091, 095, 181, 185, 350, 390 MT (lbs) 6599500 14 5399 120621DS 1:1 Ø6" cale S Dr awn Reg no Dat e by Checked by DRAWING AUTOCAD Denom inat ion Dimensional drwg 50° 14" 11" 2 1/8 19 1/2 **22 7/8/24 7/8 4 9/16 40 1/2 4 1/2 5 5/8 8 7/8 11 1/8 **32 7/8/34 7/8 10" **15 3/8/13 1/8 46 1/2 **3 3/8/5 5/16 17 3/4 11" 4 3/8/2 3/8 5" 10" VIEW BOLT Ø 3/4 (4x) REF.LINE CL OF DISCH REF.LINE (TO FURTHEST POINT) GUIDE BARS MIN LEVELImpeller diameter 255 mm Number of blades 2 N3171.185 25-19-4AA-W 34hp Stator v ariant 1 Phases Starting current 256 A Technical specification Note: Picture might not correspond to the current configuration. Power f actor Ef f iciency 1/1 Load 3/4 Load 1/2 Load 1/1 Load3/4 Load 1/2 Load 0.90 0.87 0.79 89.5 %90.5 % 91.0 % 150 mm Curve according to: ISO 9906 grade 2 annex 1 or 2 P - Semi permanent, WetInstallation: Configuration Impeller material Hard-Iron ™ General Discharge Flange Diameter 5 7/8 inch Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head Efficiency Total efficiency Shaft power P2 Power input P1 NPSH-values 434 255mm434 255mm 79.2% 73.1 ft 77.2 % 70.1 % 25.9 hp 28.5 hp 22.1 ft 1080 US g.p.m. 434 255mm434 255mm 73.1 ft 77.2 % 70.1 % 25.9 hp 28.5 hp 22.1 ft 1080 US g.p.m. 434 255mm434 255mm 73.1 ft 77.2 % 70.1 % 25.9 hp 28.5 hp 22.1 ft 1080 US g.p.m. 434 255mm (P2)434 255mm (P2) 73.1 ft 77.2 % 70.1 % 25.9 hp 28.5 hp 22.1 ft 1080 US g.p.m. 434 255mm (P1)434 255mm (P1) 73.1 ft 77.2 % 70.1 % 25.9 hp 28.5 hp 22.1 ft 1080 US g.p.m. 434 255mm434 255mm 73.1 ft 77.2 % 70.1 % 25.9 hp 28.5 hp 22.1 ft 1080 US g.p.m. 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 [ft] 0 20 40 60 [%] 10 15 20 25 [hp] 20 30 40 50 [ft] 0 400 800 1200 1600 2000 2400 [US g.p.m.] Motor # 60 Hz Phases 3~ 460 V Number of poles 4 Rated power 34 hp Starting current Rated current 40 A Rated speed 1755 rpm N3171.185 25-19-4AA-W 34hp Stator variant Number of blades 2 Power factor NP 3171 MT 3~ 434 Suction Flange Diameter Performance curve Pump Impeller diameter 101/16" Motor Rated voltage 256 A Efficiency 1/1 Load 3/4 Load 1/2 Load 1/1 Load 3/4 Load 1/2 Load Frequency 1 0.90 89.5 % 0.87 0.79 90.5 % 91.0 % 150 mm Curve according to: ISO 9906 grade 2 annex 1 or 2 Discharge Flange Diameter 5 7/8 inch Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head 434 255mm 79.2% 73.1 ft 1080 US g.p.m.0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 108 112 116 120 [ft] 0 400 800 1200 1600 2000 2400 [US g.p.m.] 1 NP 3171 MT 3~ 434 Duty Analysis Curve according to: ISO 9906 grade 2 annex 1 or 2 Individual pump Total 1 1080 US g.p.m. 73.1 ft 25.9 hp 1080 US g.p.m. 73.1 ft 25.9 hp 77.2 % 328 kWh/US MG 22.1 ft Pumps running Specific /System Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head Efficiency Total efficiency Shaft power P2 Power input P1 NPSH-values 434 255mm434 255mm 79.2% 54.8 Hz54.8 Hz 79.2% 49.8 Hz49.8 Hz 79.2% 44.8 Hz44.8 Hz 79.2% 39.9 Hz39.9 Hz 79.2% 434 255mm434 255mm54.8 Hz54.8 Hz49.8 Hz49.8 Hz44.8 Hz44.8 Hz39.9 Hz39.9 Hz 434 255mm434 255mm54.8 Hz54.8 Hz49.8 Hz49.8 Hz44.8 Hz44.8 Hz39.9 Hz39.9 Hz 434 255mm (P2)434 255mm (P2) 54.8 Hz54.8 Hz 49.8 Hz49.8 Hz 44.8 Hz44.8 Hz 39.9 Hz39.9 Hz 434 255mm (P1)434 255mm (P1)54.8 Hz54.8 Hz49.8 Hz49.8 Hz44.8 Hz44.8 Hz39.9 Hz39.9 Hz 434 255mm434 255mm 54.8 Hz54.8 Hz 49.8 Hz49.8 Hz 44.8 Hz44.8 Hz 39.9 Hz39.9 Hz 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 [ft] 0 10 20 30 40 50 60 70 [%] -5 0 5 10 15 20 25 30 [hp] 10 15 20 25 30 35 40 45 50 55 [ft] 0 400 800 1200 1600 2000 2400 [US g.p.m.] NP 3171 MT 3~ 434 VFD Curve Curve according to: ISO 9906 grade 2 annex 1 or 2Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject Head 434 255mm 79.2% 73.1 ft 1080 US g.p.m. 54.8 Hz 79.2% 49.8 Hz 79.2% 44.8 Hz 79.2% 39.9 Hz 79.2% 0 4 8 12 16 20 24 28 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 92 96 100 104 108 112 116 120 [ft] 0 400 800 1200 1600 2000 2400 [US g.p.m.] 1 NP 3171 MT 3~ 434 VFD Analysis Curve according to: ISO 9906 grade 2 annex 1 or 2 Individual pump Total 1 60 Hz 1080 US g.p.m. 73.1 ft 25.9 hp 1080 US g.p.m. 73.1 ft 25.9 hp 77.2 % 328 kWh/US MG 22.1 ft1 54.8 Hz 936 US g.p.m. 62.4 ft 19.4 hp 936 US g.p.m. 62.4 ft 19.4 hp 76.2 % 360 kWh/US MG 19.2 ft1 49.8 Hz 790 US g.p.m. 53.1 ft 14.2 hp 790 US g.p.m. 53.1 ft 14.2 hp 74.7 % 404 kWh/US MG 16.7 ft1 44.8 Hz 632 US g.p.m. 44.8 ft 9.97 hp 632 US g.p.m. 44.8 ft 9.97 hp 71.7 % 478 kWh/US MG 14.4 ft1 39.9 Hz 453 US g.p.m. 37.6 ft 6.62 hp 453 US g.p.m. 37.6 ft 6.62 hp 65.2 % 633 kWh/US MG 12.3 ft Pumps running Specific /System Frequency Flow Head Shaft power Flow Head Shaft power Hyd eff. energy NPSHre Water, pure Last updateCreated on 2014-09-10 Created byProject IDProject NP 3171 MT 3~ 434 Dimensional drawing Weight Pump with cooling jacket Pump without cooling jacket Disch 730 665 175 Z Z Z Z 2" Ø6" DIMENSION TO ENDS OF GUIDE BARS * 2"/3" DIMENSIONS FOR 2"/3" GUIDE BARS ** 2" guidebars for a new installation 3" guidebars for retrofit NP,FP 3171 MT * NP,FP 3171.091, 095, 181, 185, 350, 390 MT (lbs) 6599500 14 5399 120621DS 1:1 Ø6" cale S Drawn Reg no Date by Checked by DRAWING AUTOCAD Denomination Dimensional drwg 50° 14" 11" 2 1/8 19 1/2 **22 7/8/24 7/8 4 9/16 40 1/2 4 1/2 5 5/8 8 7/8 11 1/8 **32 7/8/34 7/8 10" **15 3/8/13 1/8 46 1/2 **3 3/8/5 5/16 17 3/4 11" 4 3/8/2 3/8 5" 10" VIEW BOLT Ø 3/4 (4x) REF.LINE CL OF DISCH REF.LINE (TO FURTHEST POINT) GUIDE BARS MIN LEVELLast updateCreated on 2014-09-10 Created byProject IDProject City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements J-1 November 2014 Tt# 200-52528-14001 APPENDIX J – WET WELL VOLUME CALCULATIONS City of Cape Canaveral Wet Well Design Average Daily Flow to Pump Station 216,292 gal/day Future Flow Average Daily Flow to Pump Station 150 gpm Peak Hour Factor 3.8 Peak Flow Design - PHF (QPHF)570.8 gal/min Future ADF 150.0 gal/min Cycle Time (t) (PHF)6 min Cycle Time (t) (ADF)23 min No. of Pumps (n)2 Inside Diameter (d)8.00 ft Top of Wet well 8.00 ft Lowest Influent Invert Elevation -3.69 ft Min Pump Submergence of 2 feet -7.00 ft Bottom of Wet Well -9.00 ft QPHF QADF V required =tQ/4(n-1) (gal)856 gal 863 Volume Required for Alternating Pumps V required =tQ/4(n-1) (cubic ft)114.72 cubic ft 115.58 Volume Required for Alternating Pumps A=pi(d/2)^2 50.27 sq ft 50.27 Cross Sectional Area of Wet Well D=V/(A*7.48)2.28 ft 2.30 Minimum Operational Depth Q = (4*pi*(r^2)*(Invert Elevation - Pumps Off)*7.48)/5 996 gpm 996 5 min Hydraulic Capacity Q = (4*pi*(r^2)*(Invert Elevation - Pumps Off)*7.48)/10 498 gpm 498 10 min Hydraulic Capacity Cycle Time Basis:Elevations Elevations Top 8.00 8.00 Inlet Pipe Invert -3.69 -3.69 High Water Alarm (Lag On + 0.5 feet)-3.72 -3.70 Lag Pump On (Lead Pump On + 0.5 feet)-4.22 -4.20 Lead Pump On (Pumps off + Min Operational Depth)-4.72 -4.70 Pumps Off (Min Pump Submergence of 2-ft)-7.00 -7.00 Bottom -9.00 -9.00 QPHF QADF 1. The minimum pump run time during a cycle is 2.5 minutes (Volume @ Min Operational Depth / Q)5.71 min 5.75 2. The cycle time must be between 6 minutes and 30 minutes 6.00 min 23.00 3. Force Main Diameter 6 in 6 4. Force Main Minimum Velocity (Min Vel is 2 fps)6.5 ft/sec 2 5. Pump Rate Required to Maintain Min Vel.572.8 gal/min 176.2 City of Cape Canaveral Lift Stations No. 6 Improvements INPUT DATA (Future PHF Time Cycle) theoretical design point (based on Future ADF Flow Estimation) (Future ADF Time Cycle) Hydraulic Capacity of Wetwell (Maximum Pump Capacity based on Input Wetwell Elevations and Cycle Time) VERIFICATION CALCULATIONS Minimum Required Operational Volume and Depth Based on Cycle Time Requirements O:\Projects\Orlando\IER\52528\200-52528-14001\SupportDocs\Calcs\Wet Well Calculations\LS6 - Cycle and Run Time Calcs City of Cape Canaveral Wet Well Design Average Daily Flow to Pump Station 453,818 gal/day Future Flow Average Daily Flow to Pump Station 315 gpm Peak Hour Factor 3.3 Peak Flow Design - PHF (QPHF)1058.0 gal/min Future ADF 321.0 gal/min Cycle Time (t) (PHF) 6 min Cycle Time (t) (ADF) 19.5 min No. of Pumps (n) 2 Inside Diameter (d) 10.00 ft Top of Wet well 4.00 ft Lowest Influent Invert Elevation -9.30 ft Min Pump Submergence of 2 feet -13.50 ft Bottom of Wet Well -15.50 ft QPHF QADF V required =tQ/4(n-1) (gal) 1,587 gal 1,565 Volume Required for Alternating Pumps V required =tQ/4(n-1) (cubic ft) 212.66 cubic ft 209.69 Volume Required for Alternating Pumps A=pi(d/2)^2 78.54 sq ft 78.54 Cross Sectional Area of Wet Well D=V/(A*7.48) 2.71 ft 2.67 Minimum Operational Depth Q = (4*pi*(r^2)*(Invert Elevation - Pumps Off)*7.48)/5 1974 gpm 1974 5 min Hydraulic Capacity Q = (4*pi*(r^2)*(Invert Elevation - Pumps Off)*7.48)/10 987 gpm 987 10 min Hydraulic Capacity Cycle Time Basis:Elevations Elevations Top 4.00 4.00 Inlet Pipe Invert -9.30 -9.30 High Water Alarm (Lag On + 0.5 feet) -9.79 -9.83 Lag Pump On (Lead Pump On + 0.5 feet) -10.29 -10.33 Lead Pump On (Pumps off + Min Operational Depth) -10.79 -10.83 Pumps Off (Min Pump Submergence of 2-ft) -13.50 -13.50 Bottom -15.50 -15.50 QPHF QADF 1. The minimum pump run time during a cycle is2.5 minutes (Volume @ Min Operational Depth / Q)4.94 min 4.88 2. The cycle time must be between 6 minutes and30 minutes 6.00 min 19.50 3. Force Main Diameter 10 in 10 4. Force Main Minimum Velocity (Min Vel is 2 fps) 4.3 ft/sec 2 5. Pump Rate Required to Maintain Min Vel. 1052.6 gal/min 489.6 Hydraulic Capacity of Wetwell (Maximum Pump Capacity based on Input Wetwell Elevations and Cycle Time) VERIFICATION CALCULATIONS Minimum Required Operational Volume and Depth Based on Cycle Time Requirements City of Cape Canaveral Lift Stations No. 7 Improvements INPUT DATA (Future PHF Time Cycle) theoretical design point (based on Future Flow Estimation) (Future ADF Time Cycle) P:\IER\52528\200-52528-14001\SupportDocs\Calcs\Wet Well Calculations\LS7 - Cycle and Run Time Calcs.xlsx City of Cape Canaveral Preliminary Design Report Lift Station Nos. 6 & 7 Improvements K-1 November 2014 Tt# 200-52528-14001 APPENDIX K – GEOTECHNICAL REPORT (ARDAMAN AND ASSOCIATES) MEMBERS: A.S.F.E. American Concrete Institute ASTM International Florida Institute of Consulting Engineers Subsurface Soil Exploration and Geotechnical Engineering Evaluation Proposed Improvements for Lift Station Numbers 6 and 7 City of Cape Canaveral Brevard County, Florida Ardaman & Associates, Inc. OFFICES Orlando – 8008 S. Orange Avenue, Orlando Florida 32809 – Phone (407) 855-3860 Alexandria – 3609 Mac Lee Drive, Alexandria, Louisiana 71302 – Phone (318) 443-2888 Bartow – 1525 Centennial Drive, Bartow, Florida 33830 – Phone (863) 533-0858 Baton Rouge – 316 Highlandia Drive, Baton Rouge, Louisiana 70884 – phone (225) 752-4790 Cocoa – 1300 N. Cocoa Blvd., Cocoa, Florida 32922 – Phone (321) 632-2503 Fort Myers – 9970 Bavaria Road, Fort Myers, Florida 33913 – Phone (239) 768-6600 Miami – 2608 W. 84th Street, Hialeah, Florida 33016 – Phone (305) 825-2683 Monroe – 1122 Hayes Street, West Monroe, Louisiana 71292 – Phone (318) 387-4103 New Orleans – 1305 Distributors Row, Suite I, Jefferson, Louisiana 70123 – Phone (504) 835-2593 Port St. Lucie – 460 Concourse Place NW, Unit 1, Port St. Lucie, Florida 34986 – Phone (772) 878-0072 Sarasota – 78 Sarasota Center Blvd., Sarasota, Florida 34240 – Phone (941) 922-3526 Shreveport – 7222 Greenwood Road, Shreveport, Louisiana 71119 – Phone (318) 636-3673 Tallahassee – 3175 West Tharpe Street, Tallahassee, Florida 32303 – Phone (850) 576-6131 Tampa – 3925 Coconut Palm Drive, Suite 115, Tampa, Florida 33619 – Phone (813) 620-3389 West Palm Beach – 2200 North Florida Mango Road, Suite 101, West Palm Beach, Florida 33409 – Phone (561) 687-8200 Ardaman & Associates, Inc. September 24, 2014 Geotechnical, Environmental and Materials Consultants File No. 14-6418 8008 S. Orange Avenue (32809), Post Office Box 593003, Orlando, Florida 32859-3003 Phone (407) 855-3860 FAX (407) 859-8121 Florida: Bartow, Cocoa, Fort Myers, Miami, Orlando, Port St. Lucie, Sarasota, Tallahassee, Tampa, West Palm Beach Louisiana: Alexandria, Baton Rouge, Monroe, New Orleans, Shreveport Tetra Tech Engineering & Architecture Services 201 E. Pine Street Orlando, Florida 32801 Attention: Mr. Rasesh Shah, P.E. Subject: Subsurface Soil Exploration and Geotechnical Engineering Evaluation Proposed Improvements for Lift Station Numbers 6 and 7 City of Cape Canaveral Brevard County, Florida Dear Mr. Shah: As requested and authorized by you, we have completed a subsurface soil exploration and geotechnical engineering evaluation for the subject project. We understand that the project will include the construction of approximately 1,100 linear feet of 8 and 12-inch diameter PVC gravity sewer. In addition, the project includes reconstructing Lift Station No. 6 and relocating Lift Station No. 7. The scope of our work included providing geotechnical engineering recommendations for trench stability, pipe bedding, use of excavated soils, the need for dewatering, thrust resistance, and backfill and compaction requirements. In addition, the purposes of performing the exploration for the proposed lift stations were to evaluate the general subsurface conditions within the proposed lift station areas and to provide recommendations for site preparation and foundation support. Furthermore, we have estimated the normal seasonal high groundwater level at all the boring locations. This report documents our findings and presents our engineering recommendations. SITE LOCATION AND SITE DESCRIPTION The site for the proposed Lift Station No.6 improvements begin at the location of the existing lift station site on Imperial Boulevard, just east of SR A1A. The pipeline then continues to the northwest (i.e. parallel with SR A1A) for a distance of approximately 900 feet before terminating in an area of gently sloping land vegetated with tall grass, underbrush and occasional palms and small trees. Tetra Tech File No. 14-6418 -2- The site for the proposal Lift Station No. 7 improvements begin at the intersection of Central Boulevard West and Thurm Boulevard, continuing to the south for a distance of approximately 200 feet before terminating at the location of the proposed new lift station site, on the east boundary of Manatee Sanctuary Park. The improvement areas are located in section 15 of Township 33 South, Range 37 East. The general site alignments are shown superimposed on the Cape Canaveral, Florida U.S.G.S. quadrangle map presented on Figure 1. PROPOSED CONSTRUCTION Based on information provided by you, the approximate 900-foot long section of 8-inch PVC gravity sewer proposed to be constructed as part of the Lift Station No. 6 rehabilitation will be constructed between approximately 5 and 10 feet below the existing ground surface, with the greatest depth of soil cover being located at the connection with the lift station. The lift station itself will have a wet well embedded approximately 20 feet below the existing ground surface. The approximate 200-foot long section of 12-inch PVC gravity sewer proposed to be constructed as part of the Lift Station No. 7 relocation will be constructed between approximately 12 and 13 feet below the existing ground surface. The lift station itself will have a wet well embedded approximately 20 feet below the existing ground surface. If the actual installation depths exceed these depths, then the recommendations in this report may not be valid. REVIEW OF SOIL SURVEY MAPS Based on the 1974 Soil Survey for Brevard County, Florida, as prepared by the U.S. Department of Agriculture Soil Conservation Service, the sites are located in areas mapped as the "Canaveral Complex, gently undulating" soil series. The "Canaveral Complex, gently undulating" soil series consists of nearly level and gently sloping soils that are mixtures of sand and shell fragments. The internal drainage of the "Canaveral Complex, gently undulating" is poor and the soil permeability is described as greater than 20 inches per hour. According to the Soil Survey, the seasonal high water table for the "Canaveral Complex, gently undulating" soil series is typically within 10 to 40 inches of the natural ground surface for 2 to 4 months and below a depth of 60 inches in dry seasons. Tetra Tech File No. 14-6418 -3- FIELD EXPLORATION PROGRAM Standard Penetration Test (SPT) Borings The field exploration program consisted of drilling eight Standard Penetration Test (SPT) borings. The Standard Penetration Test (SPT) borings was drilled to depths of 15 and 35 feet below the existing ground surface using the methodology outlined in ASTM D1586. A summary of this boring procedure is included in the Appendix. Split-spoon soil samples recovered during performance of the borings were visually classified in the field and representative portions of the soil samples were transported to our laboratory for further visual classification and selective laboratory testing. The groundwater level at each of the boring locations was measured during drilling. The borings were backfilled with soil cuttings upon completion. Test Locations The approximate locations of the borings are schematically illustrated on the aerial photograph sheets shown on Figures 2 and 3. These locations were determined in the field by estimating distances from existing site features and should be considered accurate only to the degree implied by the method of measurement used. LABORATORY TESTING PROGRAM Representative soil samples obtained during our field sampling operation were packaged and transferred to our laboratory for further visual examination and classification. The soil samples were visually classified in general accordance with the Unified Soil Classification System (ASTM D-2488). The resulting soil descriptions are shown on the soil boring profiles presented on Figures 4 and 5. In addition, we conducted five percent fines analyses (ASTM D1140) on selected soil samples obtained from the borings. The results of these tests are presented adjacent to the sample depth on the boring profiles on Figures 4 and 5. GENERAL SUBSURFACE CONDITIONS General Soil Profile The results of the field exploration and laboratory programs are graphically summarized on the soil boring profiles presented on Figures 4 and 5. The stratification of the boring profiles represents our interpretation of the field boring logs and the results of laboratory examinations of the recovered samples. The stratification lines represent the approximate boundary between soil types. The actual transitions may be more gradual than implied. Tetra Tech File No. 14-6418 -4- The results of the borings indicate the following general soil profile: Depth Below Ground Surface (feet) Description 0 - 5 Fine sand (SP) to fine sand with silt (SP-SM) or silty fine sand (SM) 5 - 9 Very loose to loose fine sand with silt (SP-SM), clayey fine sand (SC) or very soft sandy clay to clay (CH) 9 - 22 Medium dense fine sand with silt (SP-SM) 22 - 35 Boring TH-1 encountered medium dense fine sand with silt (SP-SM) to 32½ feet, underlain by loose clayey fine sand (SC). Boring TH-8 encountered very loose clayey fine sand (SC) or silty fine sand (SM) to 32½ feet deep, underlain by soft clay to the boring termination depth of 35 feet. We note that varying amounts of shell fragments were encountered throughout the borings, as noted on Figures 4 and 5. The above soil profile is outlined in general terms only. Please refer to Figures 4 and 5 for soil profile details. Groundwater Level The groundwater level was measured in the boreholes during. As shown on Figures 4 and 5, groundwater was encountered at depths that ranged from 1¾ to 5½ feet below the existing ground surface on the dates indicated. Fluctuation in groundwater levels should be anticipated throughout the year primarily due to seasonal variations in rainfall and other factors that may vary from the time the borings were conducted. NORMAL SEASONAL HIGH GROUNDWATER LEVEL The normal seasonal high groundwater level each year is the level in the August-September period at the end of the rainy season during a year of normal (average) rainfall. The water table elevations associated with a higher than normal rainfall and in the extreme case, flood, would be higher to much higher than the normal seasonal high groundwater level. The normal high water levels would more approximate the normal seasonal high groundwater levels. The seasonal high groundwater level is affected by a number of factors. The drainage characteristics of the soils, the land surface elevation, relief points such as drainage ditches, lakes, rivers, swamp areas, etc., and distance to relief points are some of the more important factors influencing the seasonal high groundwater level. Tetra Tech File No. 14-6418 -5- Based on our interpretation of the site conditions using our boring logs, we estimate the normal seasonal high groundwater level at the boring locations to be approximately ½-foot above the groundwater levels measured at the time of our field exploration. ENGINEERING EVALUATION AND RECOMMENDATIONS General The results of our exploration indicate that, with proper site preparation as recommended in this report, the existing soils are suitable for supporting the proposed lift station structures. Mat foundations should provide adequate support systems for the lift stations. Clayey soils may be encountered near the foundation elevation for Lift Station No. 7. The clayey soil will be very difficult to moisture condition and compact. If moisture conditions preclude compaction of the clayey soil, to facilitate construction, you may wish to over-excavate approximately 1 to 2 feet below the proposed foundation bottom and backfill the excavation with compacted gravel. Very soft sandy clay to clay (CH) and/or very loose clayey fine sand (SC) was encountered around the proposed installation depth for the gravity sewer pipelines. These soils are unsuitable for providing pipeline support and should be completely removed from beneath the proposed pipelines in accordance with the recommendations presented in this report. The following are our recommendations for overall site preparation, foundation support, and pavement construction which we feel are best suited for the proposed facility and existing soil conditions. The recommendations are made as a guide for the design engineer and/or architect, parts of which should be incorporated into the project's specifications. PROPOSED LIFT STATIONS Excavation and Backfilling It is our understanding that the proposed lift stations will be founded approximately 20 feet below existing grade. We anticipate that the majority of the soils encountered in the borings can be excavated with standard earth moving equipment (i.e.; front-end loaders and backhoes). The soils below the bottom of the excavations should be disturbed as little as possible by the excavation process. The actual method(s) of excavation should be determined by the contractor; however, the excavations should be safely braced to prevent injury to personnel or damage to equipment. Following excavation to foundation level of the proposed structures, the bottom of the excavations should be compacted in accordance with the Foundation Support by Mat Foundation and Foundation Compaction Criteria for Lift Stations section of this report. Tetra Tech File No. 14-6418 -6- Excavation and backfilling (as necessary) should be performed “in the dry”. Therefore, dewatering will be necessary to lower the groundwater level 2 to 3 feet below the bottom of the excavation. Dewatering is further discussed in the “Dewatering” section of this report. The excavation should be safely braced to prevent injury to personnel or damage to equipment. Temporary safe slopes should be cut at a minimum in accordance with OSHA, 29 CFR Part 1926 Final Rule, Excavation Requirements. Flatter slopes should be used if deemed necessary. Surcharge loads should be kept a horizontal distance away from the excavation equivalent to the depth of the excavation. Suitable Fill Material and Compaction of Fill Soils All fill materials should be free of organic materials, such as roots and vegetation. We recommend using fill with less than 12 percent by dry weight of material passing the U.S. Standard No. 200 sieve size. The fine sand, fine sand with silt and fine sand with clay (Strata Nos. 1, 2 and 4 without roots, as shown on Figures 4 and 5) are suitable for use as fill material and, with proper moisture control, should densify using conventional compaction methods. Soils with more than 12 percent passing the No. 200 sieve can be used in some applications, but will be more difficult to compact due to their inherent nature to retain soil moisture. All structural fill should be placed in level lifts not to exceed 12 inches in uncompacted thickness. Each lift should be compacted to at least 95 percent of the modified Proctor (ASTM D-1557) maximum dry density value. The filling and compaction operations should continue in lifts until the desired elevation(s) is achieved. If hand-held compaction equipment is used, the lift thickness should be reduced to no more than 6 inches. Foundation Support by Mat Foundation and Foundation Compaction Criteria for Lift Stations Excavate the foundations to the proposed bottom of mat elevations and, thereafter, verify the in- place compaction for a depth of 1 foot below the mat bottoms. If necessary, compact the soils at the bottom of the excavations to at least 95 percent of the modified Proctor maximum dry density (ASTM D-1557) for a depth of 1 foot below the mat bottoms. Based on the existing soil conditions and, assuming the above outlined excavation and compaction criteria are implemented, a net increase in allowable soil bearing pressure of 500 pounds per square foot (psf) may be used in the foundation design. This maximum net increase in bearing pressure should result in foundation settlement within tolerable limits (i.e., 1 inch or less). Due to the potential difficulty in compacting clayey soils (if encountered at or just below the foundation level of Lift Station No. 7), the Contractor may elect at his discretion to overexcavate the clayey soils for a depth of 1 or 2 feet before backfilling with gravel in 1 foot compacted lifts. If elected, the gravel should meet the material requirements by FDOT (Florida Department of Transportation) for No. 89 stone. Each lift of gravel should be compacted to a firm and unyielding condition. Tetra Tech File No. 14-6418 -7- Buoyancy and lateral earth pressures are discussed in the “Uplift Resistance”, the “At-Rest Earth Pressures Acting on Embedded Structures” and the “Earth Pressure on Shoring and Bracing” subsections of this report. There are alternative installation techniques for wet wells (e.g.; caisson method) other than installing the structure in a dewatered excavation. If an installation technique other than installation in a dewatered excavation is planned, we should be retained to review the proposed methods. We can then modify our recommendations as appropriate. Dewatering Based on the groundwater conditions encountered, the control of the groundwater will be required to achieve the necessary excavation and subsequent construction, backfilling, and compaction requirements presented in the preceding sections. The requirement for control of groundwater should particularly be anticipated for footing and utility excavations. The actual method(s) of dewatering should be determined by the contractor. However, regardless of the method(s) used, we suggest drawing down the water table sufficiently, say 2 to 3 feet, below the bottom of any excavation or compaction surface to preclude "pumping" and/or compaction- related problems with the foundation soils. The contractor should be aware that cuts may expose confined aquifers where relatively permeable sandy soils underlie less permeable zones of clayey soils. These relatively permeable zones may require dewatering efforts to include relatively deep full aquifer penetrating wells, airlift of water from wells, trench drains, seepage barriers, etc. Uplift Resistance Permanent structures submerged below the water table will be subject to uplift forces caused by buoyancy. The components resisting this buoyancy include: 1) the total weight of the structure divided by an appropriate factor of safety; 2) the buoyant weight of soil overlying the structure; and 3) the shearing forces that act on shear planes that radiate vertically upward from the edges of the structure to the ground surface. The unit shearing resistance may be determined by the following formula: Unit Shearing Resistance, F=Ko γm h(2/3 tan) (above groundwater table) Unit Shearing Resistance, F=Ko [γm hw+γb (h-hw)] (2/3 tan) (below groundwater table) Tetra Tech File No. 14-6418 -8- Where: F = unit shearing resistance (psf) Ko = coefficient of earth pressure at rest = 0.5 γm = unit weight of moist soil = 110 pcf γb = buoyant unit weight of soil = 60 pcf h = vertical depth (feet) below grade at which shearing resistance is determined hw = vertical depth (feet) below grade to groundwater table = angle of internal friction of the soil = 30 degrees The values given for the above parameters assume that the permanent structures are covered by clean, well compacted granular backfill that extends horizontally at least 2 feet beyond the structures. An appropriate safety factor should be applied to the unit shearing resistance calculated using the preceding equations. At-Rest Earth Pressures Acting on Embedded Structures Lateral loads acting on embedded structures will include at-rest earth pressures as well as hydrostatic pressures and surcharge loads. The lateral earth pressure will be a function of both the soil unit weight (submerged or moist) and the depth below ground surface. The following equation can be used to determine the lateral at-rest earth pressure: h = Ko m h (above groundwater table) h = Ko [m hw + b (h -hw)] (below groundwater table) Where: h = lateral earth pressure (psf) Ko = coefficient of at rest earth pressure (0.5) (this value assumes that the backfill is lightly compacted yet not overcompacted) m = moist unit weight of soil = 115 pcf for compacted moist soil above the water table. b = buoyant unit weight of soil = 60 pcf for compacted saturated soil below the water table. h = vertical depth (feet) below grade at which lateral earth pressure is determined hw = vertical depth (feet) below grade to groundwater table For design, an appropriate factor of safety should be applied to the lateral earth pressure calculated using the above equation. Lateral pressure distributions determined in accordance with the above do not include hydrostatic pressures or surcharge loads. Where applicable, they should be incorporated in the design. Tetra Tech File No. 14-6418 -9- Earth Pressure on Shoring and Bracing If temporary shoring and bracing is required for any excavations, the system should be designed to resist lateral earth pressure. The design earth pressure will be a function of the flexibility of the shoring and bracing system. For a flexible system restrained laterally by braces placed as the excavation proceeds, the design earth pressure for shoring and bracing can be computed using a uniform earth pressure distribution with depth. It is recommended that soils be de-watered around the excavations. For such de-watered excavations, we recommended using the following uniform pressure distribution over the full braced height as follows: Uniform Soil Pressure Distribution, p = 0.65KaγsH Where: p = uniform pressure distribution for design of braced excavation Ka = coefficient of active earth pressure = 0.33 γs = unit weight of saturated soils = 118 pcf H = depth of excavation An appropriate factor of safety should be applied for the design of the braced excavations. Lateral pressure distributions determined in accordance with the above do not take hydrostatic pressures or surcharge loads into account. To the extent that such pressures and forces may act on the walls, they should be included in the design. Construction equipment and excavated fill should be kept a minimum distance of 5 feet from the edge of the braced or shored excavation. Backfill material placed adjacent to (maintaining a minimum 5-foot horizontal clearance) the braced or shored excavation should have a minimum slope of 2.0H:1.0V, or flatter if required by site specific conditions and/or to meet OSHA requirements. Means and methods of excavation and bracing should be the responsibility of the Contractor; however, excavation and/or bracing should at a minimum adhere to the requirements of the Occupational Safety Health Administration (OSHA). PROPOSED PIPELINES General Very soft sandy clay to clay (CH) and/or very loose clayey fine sand (SC) was encountered around the proposed installation elevation of the gravity sewer pipelines. These soils are unsuitable for providing pipeline support and should be completely removed from beneath the proposed pipelines in accordance with the following recommendations. We note that based on the results of the borings, overexcavation of clayey soils should be anticipated for the majority (if Tetra Tech File No. 14-6418 -10- not all) of the pipeline that connects to Lift Station No. 6, and portions of the pipeline that serves Lift Station No. 7 (clayey soils were not encountered in Boring TH-7, drilled at the approximate midpoint of the Lift Station No. 7 pipeline). The actual extent and depth of the required overexcavation should be determined based on visual observation during the construction process. The following are our recommendations for overall site preparation and foundation support which we feel are best suited for the proposed pipelines relative to the soil conditions encountered in the borings shown on Figures 4 and 5. The recommendations are made as a guide for the design engineer, parts of which should be incorporated into the project's specifications. Removal of Deleterious Very Soft Sandy Clay to Clay and/or Clayey Fine Sand The very soft sandy clay to clay (CH) and/or very loose clayey fine sand (SC) (Strata 5 and 6 as shown on Figures 4 and 5) should be removed to its entire vertical limits. Overexcavation should also extend across the entire installation trench bottom width and in no case less than one foot outside of the pipe diameter. Due to the extreme difficulty in moisture conditioning and compacting these soils, the excavated clayey fine sand to sandy clay and clay should not be used as structural fill material and should be disposed of as directed by the owner or his representative (please refer to the Backfill Requirements section of this report for additional discussion). Excavation and backfilling operations should be monitored continuously by Ardaman & Associates to verify that unsuitable material is completely removed and that backfill soils are suitable and well compacted. The soils below the bottom of the excavations should not be disturbed by the excavation process. If soils become disturbed and difficult to compact, they should be overexcavated below the pipeline and other structures to a depth necessary to remove all disturbed soils. Overexcavated areas should be replaced with compacted backfill meeting the “Backfill Requirements” presented in a foregoing section of this report. The excavation should be safely braced or sloped to prevent injury to personnel or damage to equipment. Temporary safe slopes should be cut at a minimum 1.5 Horizontal (H) to 1 Vertical (V) in accordance with OSHA, 29 CFR Part 1926 Subpart P. Flatter slopes should be used if deemed necessary based on actual conditions encountered. Surcharge loads should be kept at least 5 feet from excavations. Spoil banks adjacent to excavations should be sloped no steeper than 2.0H to 1.0V. Provisions for maintaining workers safety within and adjacent to excavations is the sole responsibility of the Contractor. The excavation will extend below the groundwater table, therefore, control of groundwater will be required. Removal of unsuitable soils should be conducted "in-the-dry". Dewatering should be accomplished as discussed in the "Dewatering" section of this report. Tetra Tech File No. 14-6418 -11- Dewatering The control of the groundwater will likely be required to achieve the necessary depths of excavation and subsequent construction, backfilling and compaction requirements. The actual method(s) of dewatering should be determined by the Contractor. However, regardless of the method(s) used, we suggest drawing down the water table sufficiently (i.e., 2 to 3 feet) below the bottom of the excavation(s) to preclude "pumping" and/or compaction-related problems with the foundation soils. We recommend that the dewatering be accomplished in advance of the excavation. Pipeline Bedding Pipe bedding material should be compacted as necessary to achieve a density equivalent to 98 percent of the maximum dry density, as determined by the Standard Proctor (ASTM D-698), to a minimum depth of 6 inches below the bottom of the pipe (compact deeper if recommended by the pipe manufacturer). It is our recommendation that the bedding for the pipe be preshaped by means of a template prior to placement of the structure to ensure that the upward reaction on the bottom of the pipe will be well distributed over the width of the bedding contact. Based on the cost involved with pre-shaping the bedding material and the construction time requirements, an alternative procedure may be to utilize a level bed for the pipe and require a higher pipe strength class which will adequately carry the load on a lower class of bedding. It would be prudent to perform an economic analysis of the two alternatives, or specify both design conditions within the contract documents and allow the Contractor to decide the most efficient method. If level bedding is utilized, it will be necessary to place and compact the haunching backfill (backfill between the bedding and the springline of the pipe) to the springline of the pipe. This material should be placed in simultaneous layers on each side of the pipe and must be compacted in such a manner as to ensure an intimate contact with the sides of the pipe. Do not use blocking to raise the pipe to grade. The final backfill above the haunching or springline of the pipe must extend all the way to the trench walls and should be placed in level lifts not exceeding 8 inches. Each lift should be compacted to at least 98 percent of the maximum dry density, as determined by the Standard Proctor (ASTM D-698). Care should be taken not to damage the pipe or defect it by compacting directly above the pipe where there is insufficient cover material present. Minimum cover criteria should be in accordance with the pipe manufacturer's recommendations. Where the utility line will traverse roadways and/or other permanent structures such as sidewalks, all backfill should be compacted to 98 percent of maximum dry density, as determined by the Standard Proctor (ASTM D-698), from the top of the pipe to the ground surface. Tetra Tech File No. 14-6418 -12- A geotechnical engineer or his/her designated representative from Ardaman & Associates, Inc. should observe and test all prepared and compacted areas to verify that all bedding, haunching and final backfill are prepared and compacted in accordance with the aforementioned specifications Backfill Requirements As a general guide to aid the Contractor, we recommend using fill with up to 12 percent by dry weight of material passing the U.S. Standard No. 200 sieve size. Soils with more than 12 percent passing the No. 200 sieve will be more difficult to compact due to their inherent nature to retain soil moisture. Based on the soil samples obtained during our subsurface investigation, the on-site fine sand, fine sand with silt and fine sand with clay soils (Strata 1, 2 and 4 on the soil boring profiles on Figures 4 and 5) without roots and/or organic matter appear suitable for use as structural backfill for the pipe. However, material removed from below the groundwater table will be wet and will require time to dry sufficiently. Strata 3 and 5 soils with less than 20 percent fines (i.e., percent by dry weight passing the No. 200 standard sieve) may be used as backfill. However, these soils will be more difficult to moisture condition and compact than Strata 1, 2 and 4 soils. These soils will be difficult to compact because of their relatively high fines content. They may be used as backfill if it is possible to achieve the required degree of compaction. However, extensive moisture conditioning would likely be required. Stratum 5 soils having more than 20 percent fines are not recommended for use as backfill because of the extreme difficulty in moisture conditioning and compacting these soils. Stratum 6 soils may not be used as backfill. The need for import soils should be anticipated for this project. Resistance to Horizontal Forces on Pipeline Structures Horizontal forces which act on structures such as thrust blocks or anchor blocks can be resisted to some extent by the earth pressures that develop in contact with the buried vertical face (buried vertical face is perpendicular and in front of the applied horizontal load) of the block structures and by shearing resistance mobilized along the base of the block structures and subgrade interface. Allowable earth pressure resistance may be determined using an equivalent fluid density of 100 pounds per cubic foot (pcf) for moist soil and 60 pcf for submerged soils below the water table. Equivalent fluid density (moist soil) = Kpγm/S.F. = 100 pcf Equivalent fluid density (submerged soil) = Kp (γs-γw)/S.F. = 60 pcf Tetra Tech File No. 14-6418 -13- Where: Kp = effective coefficient of passive earth pressure = 3.0 S.F. = safety factor = (values given above) γm= unit weight of moist soil = 115 pcf γs = unit weight of saturated soils = 118 pcf γw = unit weight of water = 62.4 pcf The passive earth pressures are developed from ground surface (assuming there is no excavation in the vicinity of the block structure that would reduce the available passive pressure) to the bottom of the block structure. The values presented above presume that the block structures are surrounded by well compacted sand backfill extending at least 5 feet horizontally beyond the vertical buried face. In addition, it is presumed that the block structures can withstand horizontal movements on the order of one-quarter (1/4) to three-eighths (3/8) inch before mobilizing full passive resistance. The factors of safety assumed in the above recommendations are 2.5 for passive pressure with submerged conditions, and 3.0 for passive pressure without submerged conditions. The sliding shearing resistance mobilized along the base of the block structure may be determined by the following formula: Allowable Shearing Resisting Force, P=V tan(2/3φ)/F.S. Where: P = Shearing Resistance Force (pounds) V = Net Vertical Force (total weight of block and soil overlying the structure minus uplift forces including buoyancy forces) (pounds) φ = Angle of Internal Friction of Soil = 30 degrees S.F. = Safety Factor = 1.5 The vertical earth pressures developed by the overburden weight of soil can be calculated using the following unit weights: Compacted moist soil = 115 pcf Saturated soil = 118 pcf Vertical pressure distributions in accordance with the above do not take into account vertical forces from construction equipment, wheel loads or other surcharge loads. Tetra Tech File No. 14-6418 -14- Foundation Support and Estimated Settlements - Pipeline Elements The permanent structures such as anchor blocks, thrust blocks, air release valves, blow offs, etc., bearing at least 18 inches below adjacent grade can be designed for the maximum vertical bearing capacities presented below. 1,500 psf on undisturbed natural granular soils. 2,000 psf on compacted natural or backfilled subgrade; this value assumes compaction of 95 percent of the standard Proctor maximum density (ASTM D-698, AASHTO T-99) for a depth of 2 feet below the structure. Pipe settlement during and after construction should be negligible (less than ½-inch), provided the overexcavation of soft clayey soils, bedding and backfilling criteria in the above sections are satisfied. The volume of soil displaced by the pipe, compared to the weight of the pipe when full, will result in little if any net increase in bearing stress to the subsurface soils. QUALITY CONTROL We recommend establishing a comprehensive quality control program to verify that all excavation, bedding, and backfilling is conducted in accordance with the appropriate plans and specifications. Materials testing and inspection services should be provided by Ardaman & Associates, Inc. In-situ density tests should be conducted during bedding and backfilling activities to verify that the required densities are achieved. Backfill for the proposed pipeline should be tested at a minimum frequency of one in-place density test for each lift for each 200 lineal feet of pipe. Additional tests should be performed beneath foundations and in backfill for the proposed lift station and other associated structures. In-situ density values should be compared to laboratory Proctor moisture-density results for each of the different natural and fill soils encountered. Also, we recommend inspecting and testing the construction materials and other structural components. CLOSURE The analyses and recommendations submitted herein are based on the data obtained from the soil borings presented on Figures 4 and 5 and the assumed loading conditions. This report does not reflect any variations which may occur adjacent to or between the borings. The nature and extent of the variations between the borings may not become evident until during construction. If variations then appear evident, it will be necessary to re-evaluate the recommendations presented in this report after performing on-site observations during the construction period and noting the characteristics of the variations. N 0 1000 2000 APPROXIMATE SCALE: 1"=2000' EXISTING LIFT STATION NO. 6LEGENDN050100APPROXIMATE SCALE: 1"=100'NOTE:THE AERIAL PHOTOGRAPH FOR THE BORINGLOCATION PLAN WAS OBTAINED FROMGOOGLE EARTH PRO, DATED 02/13/2014.STANDARD PENETRATION TEST (SPT)BORING LOCATION APPROXIMATE PROPOSED LOCATIONOF NEW LIFT STATION NO. 7EXISTING LIFT STATION NO. 7LEGENDN02550APPROXIMATE SCALE: 1"=50'NOTE:THE AERIAL PHOTOGRAPH FOR THE BORINGLOCATION PLAN WAS OBTAINED FROMGOOGLE EARTH PRO, DATED 02/13/2014.STANDARD PENETRATION TEST (SPT)BORING LOCATION DEPTH 2015105FEET 017341BWOH3N09/10/1416HANDAUGER2513302535610632C33N09/09/14HANDAUGER9522A41N09/09/14HANDAUGER16611B71N09/09/1417522D31N09/08/14151050DEPTH FEET 5B6E2D6D3D2D5DWITH LITTLE SHELLTO 12-INCH SIZETO6BWITH TRACESHELLWITH SOMESHELL TO1-INCH SIZEWITH FEWSHELLWITHTRACESHELLWITH LITTLESHELL ANDMEDIUM SAND2B2B5D2DWITH FEW SHELLWITH TRACE SHELLWITH LITTLE SHELLWITH TRACE SHELL-200: 453D5D2D-200: 19WITH CLAYEY NODULESWITH TRACE SHELLWITHWITH TRACE SHELL6D4B2E1D5E2B1E16166WITH6EWITH TRACE SHELLWITH TRACE SHELL-200: 52111475B1B5D6D2D1DWITH TRACE SHELLWITH LITTLE SHELLWITH6D20151050DEPTH FEET 253035151050DEPTH FEET -200PERCENT PASSING NO. 200 SIEVE SIZE (PERCENT FINES)(ASTM D-1140)STANDARD PENETRATION RESISTANCE IN BLOWS PER FOOTGROUNDWATER LEVEL MEASURED ON DATE DRILLEDNSTANDARD PENETRATION TEST (SPT) BORINGFINE SAND WITH SILT (SP-SM)CLAYEY FINE SAND (SC)FINE SAND WITH CLAY (SP-SC)SILTY FINE SAND (SM)SANDY CLAY TO CLAY (CH)54623LIGHT BROWN TO BROWNGREENISH BROWNEDBCSOIL DESCRIPTIONSFINE SAND (SP)1LEGENDGRAYISH BROWNCOLORSAI COHESIONLESS SOILSII COHESIVE SOILSUNCONFINED COMPRESSIVESTRENGTH, QU, TSFSTIFFVERY STIFFHARDVERY SOFTMEDIUM STIFFDESCRIPTIONSOFTVERY LOOSEMEDIUM DENSEVERY DENSEDESCRIPTIONLOOSEDENSE8 TO 151 TO 22 TO 4>415 TO 30>30>50BLOW COUNT "N"30 TO 5010 TO 304 TO 10<41/2 TO 11/4 TO 1/2<1/42 TO 4BLOW COUNT "N"<24 TO 8UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)ENGINEERING CLASSIFICATIONSP,SP-SMSM,SC,CH2. WHILE THE BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIRRESPECTIVE LOCATIONS AND FOR THEIR RESPECTIVE VERTICAL REACHES, LOCAL VARIATIONSCHARACTERISTIC OF THE SUBSURFACE MATERIALS OF THE REGION ARE ANTICIPATED AND MAYBE ENCOUNTERED. THE BORING LOGS AND RELATED INFORMATION ARE BASED ON THEDRILLER'S LOGS AND VISUAL EXAMINATION OF SELECTED SAMPLES IN THE LABORATORY. THEDELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS APPROXIMATE AND THEDESCRIPTION REPRESENTS OUR INTERPRETATION OF SUBSURFACE CONDITIONS AT THEDESIGNATED BORING LOCATIONS ON THE PARTICULAR DATE DRILLED. GROUNDWATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT GROUNDWATERSURFACES ENCOUNTERED ON THE DATES SHOWN. FLUCTUATIONS IN WATER TABLE LEVELSSHOULD BE ANTICIPATED THROUGHOUT THE YEAR.ALL SPT BORINGS WERE PERFORMED USING A SAFETY HAMMER IN THEUPPER 10 FEET AND AN AUTOMATIC HAMMER BELOW 10 FEET TO THEBORING TERMINATION DEPTH. AUTOMATIC HAMMER N-VALUES MAY BECONVERTED TO EQUIVALENT SAFETY HAMMER N-VALUES BY MULTIPLYINGBY 1.24.1.3.SHELL CONTENTTRACE: <5%FEW: 5 TO 10%LITTLE: 15 TO 25%SOME: 30 TO 45%MOSTLY: 50 TO 100%DARK BROWNGRAY TO GREENISH GRAYUPON COMPLETION OF EACH HAND AUGER BORING, THE BOREHOLE WASBACKFILLED WITH SOIL CUTTINGS.SHELL TO 1/4-INCH SIZE UNLESS NOTED OTHERWISE ON THE BORING PROFILE.NOTES:SAMPLER ADVANCED BY STATIC WEIGHT OF HAMMER AND RODS ONLYWOH 20151050DEPTH FEET 25303514621A42N09/09/14HANDAUGER8831B31N09/09/14HANDAUGER10721B31N09/09/148HANDAUGER132DEPTH 2015105FEET 02530352B4A1A6D5D2AWITH TRACE SHELLWITH LITTLE SHELLWITH LITTLE SHELL2A1B2E2DWITH TRACE SHELL-200: 52B2D3D6D2D4C2D5D3D6DWITH LITTLE SHELLWITH FEW SHELL ANDCONSOLIDATED FRAGMENTSWITH FEW SHELLWITH TRACE SHELL-200: 5-200PERCENT PASSING NO. 200 SIEVE SIZE (PERCENT FINES)(ASTM D-1140)STANDARD PENETRATION RESISTANCE IN BLOWS PER FOOTGROUNDWATER LEVEL MEASURED ON DATE DRILLEDNSTANDARD PENETRATION TEST (SPT) BORINGFINE SAND WITH SILT (SP-SM)CLAYEY FINE SAND (SC)FINE SAND WITH CLAY (SP-SC)SILTY FINE SAND (SM)CLAY (CH)54623LIGHT BROWN TO BROWNGREENISH BROWNEDBCSOIL DESCRIPTIONSFINE SAND (SP)1LEGENDGRAYISH BROWNCOLORSAI COHESIONLESS SOILSII COHESIVE SOILSUNCONFINED COMPRESSIVESTRENGTH, QU, TSFSTIFFVERY STIFFHARDVERY SOFTMEDIUM STIFFDESCRIPTIONSOFTVERY LOOSEMEDIUM DENSEVERY DENSEDESCRIPTIONLOOSEDENSE8 TO 151 TO 22 TO 4>415 TO 30>30>50BLOW COUNT "N"30 TO 5010 TO 304 TO 10<41/2 TO 11/4 TO 1/2<1/42 TO 4BLOW COUNT "N"<24 TO 8UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487)ENGINEERING CLASSIFICATIONSP,SP-SMSM,SC,CH2. WHILE THE BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIRRESPECTIVE LOCATIONS AND FOR THEIR RESPECTIVE VERTICAL REACHES, LOCAL VARIATIONSCHARACTERISTIC OF THE SUBSURFACE MATERIALS OF THE REGION ARE ANTICIPATED AND MAYBE ENCOUNTERED. THE BORING LOGS AND RELATED INFORMATION ARE BASED ON THEDRILLER'S LOGS AND VISUAL EXAMINATION OF SELECTED SAMPLES IN THE LABORATORY. THEDELINEATION BETWEEN SOIL TYPES SHOWN ON THE LOGS IS APPROXIMATE AND THEDESCRIPTION REPRESENTS OUR INTERPRETATION OF SUBSURFACE CONDITIONS AT THEDESIGNATED BORING LOCATIONS ON THE PARTICULAR DATE DRILLED. GROUNDWATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT GROUNDWATERSURFACES ENCOUNTERED ON THE DATES SHOWN. FLUCTUATIONS IN WATER TABLE LEVELSSHOULD BE ANTICIPATED THROUGHOUT THE YEAR.ALL SPT BORINGS WERE PERFORMED USING A SAFETY HAMMER IN THEUPPER 10 FEET AND AN AUTOMATIC HAMMER BELOW 10 FEET TO THEBORING TERMINATION DEPTH. AUTOMATIC HAMMER N-VALUES MAY BECONVERTED TO EQUIVALENT SAFETY HAMMER N-VALUES BY MULTIPLYINGBY 1.24.1.3.SHELL CONTENTTRACE: <5%FEW: 5 TO 10%LITTLE: 15 TO 25%SOME: 30 TO 45%MOSTLY: 50 TO 100%DARK BROWNGRAY TO GREENISH GRAYUPON COMPLETION OF EACH HAND AUGER BORING, THE BOREHOLE WASBACKFILLED WITH SOIL CUTTINGS.SHELL TO 1/4-INCH SIZE UNLESS NOTED OTHERWISE ON THE BORING PROFILE.NOTES: APPENDIX Standard Penetration Test (SPT) Boring Procedure STANDARD PENETRATION TEST The standard penetration test is a widely accepted test method of in situ testing of foundation soils (ASTM D 1586). A 2-foot long, 2-inch O.D. split-barrel sampler attached to the end of a string of drilling rods is driven 18 inches into the ground by successive blows of a 140-pound hammer freely dropping 30 inches. The number of blows needed for each 6 inches of penetration is recorded. The sum of the blows required for penetration of the second and third 6-inch increments of penetration constitutes the test result or N-value. After the test, the sampler is extracted from the ground and opened to allow visual examination and classification of the retained soil sample. The N-value has been empirically correlated with various soil properties allowing a conservative estimate of the behavior of soils under load. The tests are usually performed at 5-foot intervals. However, more frequent or continuous testing is done by our firm through depths where a more accurate definition of the soils is required. The test holes are advanced to the test elevations by rotary drilling with a cutting bit, using circulating fluid to remove the cuttings and hold the fine grains in suspension. The circulating fluid, which is a bentonitic drilling mud, is also used to keep the hole open below the water table by maintaining an excess hydrostatic pressure inside the hole. In some soil deposits, particularly highly pervious ones, NX-size flush-coupled casing must be driven to just above the testing depth to keep the hole open and/or prevent the loss of circulating fluid. Representative split-spoon samples from the soils at every 5 feet of drilled depth and from every different stratum are brought to our laboratory in air-tight jars for further evaluation and testing, if necessary. Samples not used in testing are stored for 30 days prior to being discarded. After completion of a test boring, the hole is kept open until a steady state groundwater level is recorded. The hole is then sealed, if necessary, and backfilled.