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23-TIR APRON C 2015-09-23
Technical Information Report For Boeing Commercial Airplanes 737 Max Flightline Utilities – Apron C 770 Perimeter Road West, Renton WA 98055 Prepared for: Boeing Commercial Airplanes, Seattle District P.O. Box 3707, M/S: 1W-10 Seattle, Washington 98124 Prepared by: 8420 154th Avenue NE Redmond, WA 98052 Tele: (425) 869-2670 FAX: (425) 869-2679 Land Use Permit Submittal September 21, 2015 This report has been prepared by the staff of DOWL under the direction of the undersigned professional engineer whose stamp and signature appears hereon. 13726.01 ROBERT W . SCHI L DGEN Table of Contents 1.0 PROJECT OVERVIEW ................................................................................................... 4 Figure 1 TIR WORKSHEET ................................................................................................................................. 5 Figure 2: VICINITY MAP ................................................................................................................................... 6 Figure 3: DRAINAGE BASIN MAPS .................................................................................................................... 7 Figure 4: SOILS MAPPING ................................................................................................................................ 8 2.0 CONDITIONS & REQUIREMENTS SUMMARY ................................................................ 9 3.0 OFF-SITE ANALYSIS ................................................................................................... 11 4.0 FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS & DESIGN ............................ 12 4.1 Existing Site Hydrology ......................................................................................................................... 12 4.2 Developed Site Hydrology ..................................................................................................................... 13 4.3 Performance Standards ........................................................................................................................ 13 4.4 Flow Control System ............................................................................................................................. 14 4.5 Water Quality....................................................................................................................................... 14 FIGURE 5: APRON C SOUTH EXISTING CONDITIONS ......................................................................................... 16 FIGURE 6: APRON C NORTH EXISTING CONDITIONS ........................................................................................ 17 FIGURE 7: APRON C SOUTH BASIN MAP ......................................................................................................... 18 FIGURE 8: APRON C SOUTH WATER QUALITY MAP .......................................................................................... 19 FIGURE 9: APRON C NORTH BASIN MAP ......................................................................................................... 20 FIGURE 10: APRON C NORTH WATER QUALITY MAP ....................................................................................... 21 5.0 CONVEYANCE SYSTEM ANALYSIS & DESIGN .............................................................. 22 6.0 SPECIAL REPORTS & STUDIES ................................................................................................................ 24 7.0 OTHER PERMITS ....................................................................................................... 25 8.0 CWSPPP ANALYSIS AND DESIGN ............................................................................... 26 ESC Plan Analysis and Design (Part A) ............................................................................................................. 26 Scope of Work ......................................................................................................................................................... 26 Clearing Limits ......................................................................................................................................................... 26 Cover Measures ...................................................................................................................................................... 26 Perimeter Protection .............................................................................................................................................. 26 Traffic Area Stabilization ......................................................................................................................................... 26 Sediment Retention ................................................................................................................................................ 26 Surface Water Collection ........................................................................................................................................ 27 Dewatering Control ................................................................................................................................................. 27 Dust Control ............................................................................................................................................................ 27 Flow Control ............................................................................................................................................................ 27 SWPPP Plan Design (Part B) ........................................................................................................................... 27 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT ......... 30 9.1 Bond Quantities ................................................................................................................................... 30 9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch .......................................................... 30 9.3 Declaration of Covenant for Privately Maintained Flow Control and Water Quality Facilities ...................... 30 10.0 OPERATIONS & MAINTENANCE MANUAL ......................................................................... 37 Appendix A Water Quality Calculations Appendix B Conveyance Calculations Appendix C CSWPPP Plans Appendix D Operations and Maintenance Manual 4 1.0 PROJECT OVERVIEW The Boeing Renton Airport Apron C project is located at 770 Perimeter Road West in Renton, Washington. The site is within Section 7, Township 23 North, Range 5 East W.M.; the King County Parcel Number is: 0723059007. This project will use the King County Surface Water Design Manual 2009 and the City of Renton 2009 Surface Water Design Manual Amendment. This project will be removing or replacing over 2,000 square feet of impervious surface; therefore a full drainage review will be required. Boeing is expanding its manufacturing operation for the new 737 Max aircraft. The increased monthly production rate will require that aircraft be moved out of the assembly building and onto apron parking spots for the final work and testing of the aircraft. Apron C is on the west side of the airport and is owned by the City of Renton. Boeing has a long term lease on the south portion (Apron C South) and a short term lease on the north portion (Apron C North). C North and C South are separated by the Rainier Flight Service building. C South will have 5 stalls (C-1 through C-5) and there is potential for a previously fueled aircraft on Apron C South. C North will have two stalls (C-6 and C-7) and are for never fueled aircraft. Ancillary improvements such as crew and production structures, parking and security fencing will be provided. Apron C is located in a direct discharge area adjacent to Lake Washington. Flow control is not required. Basic water quality is required and oil-water separation will be provided in addition due to the nature of the operation. Separate storm systems are proposed for C South and C North because the receiving storm drain in the west perimeter road is fairly shallow and has potential to backwater onto the airport property. The longer pipe run needed for a single, common storm system would impose a greater vertical fall through the system and complicate the hydraulic grade line. Additionally, separate systems allow for smaller treatment facilities that are simpler and easier to situate than a single larger system. Both basins on Apron C will incorporate a conveyance system using slot drains and catch basins, with a treatment train consisting of oil-water separators and Stormfilters, and then discharge into the existing box culvert in the West Perimeter Road. Apron C South will have a fuel spill containment facility and a pumped discharge into the existing municipal storm drain. The project consists of Alderwood gravelly sandy loam and urban land per the USDA soil map. Alderwood soil has a hydrologic group C rating and is considered a Till soil for KCRTS (King County Runoff Time Series). Information Provided: Figure 1: TIR Worksheet Figure 2: Vicinity Map Figure 3: Drainage Basin Maps Figure 4: Soils Mapping SITE05-YDAPRONCVICINITYMAP425-869-26708420154thAvenueNERedmond,Washington98052770PERIMETERROADWEST,RENTONWA98055FIGURE2 425-869-26708420154thAvenueNERedmond,Washington98052BASINEXHIBITAPRONCFIGURE3 Soil Map—King County Area, Washington (Figure 4 - Apron C) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/20/2015 Page 1 of 3526037052604005260430526046052604905260520526055052605805260610526064052603705260400526043052604605260490526052052605505260580526061052606405260670558770558800558830558860558890558920558950558980 558770 558800 558830 558860 558890 558920 558950 558980 47° 29' 48'' N 122° 13' 11'' W47° 29' 48'' N122° 13' 0'' W47° 29' 38'' N 122° 13' 11'' W47° 29' 38'' N 122° 13' 0'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 50 100 200 300Feet 0 20 40 80 120Meters Map Scale: 1:1,490 if printed on A portrait (8.5" x 11") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 10, Sep 30, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 31, 2013—Oct 6, 2013 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington (Figure 4 - Apron C) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/20/2015 Page 2 of 3 Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgD Alderwood gravelly sandy loam, 15 to 30 percent slopes 3.9 35.6% Ur Urban land 7.1 64.4% Totals for Area of Interest 11.0 100.0% Soil Map—King County Area, Washington Figure 4 - Apron C Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 8/20/2015 Page 3 of 3 9 2.0 CONDITIONS & REQUIREMENTS SUMMARY Existing Conditions Apron C is general aviation use and not currently occupied by Boeing. Ground cover is pavement, both asphalt and concrete. Landscaping is limited to the western perimeter adjacent to the West Perimeter Road. There are various buildings on the apron some of which will remain upon reconstruction to meet Boeing’s needs. Water, sewer and power are underground. The apron is storm sewered with the existing system connecting the taxiway and infield draining through the apron. There is an underground vault providing treatment beneath C South. The existing system discharges to a box culvert (5 by 7-feet and 5 by 8-feet) in the West Perimeter Road. No modification to the runway, infield and taxiway is proposed and the existing storm drain system will be kept in service. A separate collection system and treatment facilities will be added for the reconstructed apron. Site soils are classified as Alderwood gravelly sandy loam AgD, hydrologic group C and Urban land Ur. Figure 4 is a soil map from the USDA Web Soil Survey. Full Drainage Review The project has greater than 2,000 square feet of replaced impervious surface and a Full Drainage Review is required. All 8 Core Requirements and 6 Special Requirements apply. KCSWDM Core Requirements 1. Discharge at the Natural Location The currently collects stormwater runoff in an underground conveyance system that discharges into an existing box culvert under West Perimeter Road. The project will install a separate system for the apron upgrade and will continue to discharge into the Perimeter Road box culvert at essentially the same location. The actual discharge points will shift somewhat as the new system will parallel the existing for hydraulic capacity reasons. 2. Off-Site Analysis The project is exempt from an offsite analysis because the existing impervious surface will be replaced with new impervious surface and rate, volume duration and discharge location will not change. (City of Renton Section 1.2.2 Exemption from Core Requirement #2, item 3). 3. Flow Control The project is located within the Lake Washington direct discharge area. The project is approximately 2100 feet from Lake Washington therefore no flow control measures will be required. (City of Renton Section 1.2.3.1 Direct Discharge Exemption from Core Requirement #3). 4. Conveyance Given the high value of the land use the conveyance system is designed to accommodate the 100-year flow per the Rational Method and not surcharge the grate. This is in excess of the Renton 25-year design storm with a 6 inch freeboard in the structure. 5. Erosion & Sediment Control Temporary erosion and sediment control will provided for the project. Ground disturbance will be relatively minimal and limited to pavement replacement. Dewatering will be a major concern on the project. TESC is covered under section 8 of this report. 6. Maintenance and Operations Ownership of the existing stormwater system (Boeing Renton) will not change and the current maintenance program will remain in place. 10 7. Financial Guarantees and Liability The project will comply with financial guarantees as required by the City of Renton. 8. Water Quality The project is an industrial land use, however, per City of Renton Section 1.2.8.1, exception 3, the water quality treatment may be reduced to the basic level due to a direct piped discharge to a lake larger than 300 acres. Basic treatment will be provided by Contech Stormfilters. Additionally, given the nature of the land use, oil-water separation will be provided. City of Renton Special Requirements 1. Other Adopted Area Specific Requirements The site is not located within an area having specific requirements above and beyond the core requirements. 2. Flood Hazard Delineation Flood Hazard areas are composed of the 100-year floodplain, zero- rise flood fringe, zero-rise floodway and FEMA floodway. This project is not located in a Flood Hazard Area. The project is located within FEMA Zone X per FIRM map number 53033C0976 F revised May 16, 1995. Zone X is areas outside of the 500-year floodplain. King County IMAP shows that the project is on the edge of the 500-year floodplain. 3. Flood Protect Facilities Not applicable. 4. Source Control This project does warrant source controls. Fuel spill control and containment will be provided for those positions that might hold a fueled or previously fueled aircraft. Containment volume is 10,000 gallons (115% truck volume). Aviation hydraulic fluid (Skydrol) has a specific gravity of 1.00 and cannot be separated out by conventional means. Off-line containment is provided at each position in the amount of approximately 420 gallons, well in excess of the Skydrol cart volume. Skydrol carts will be stored under cover and in a containment sump. 5. Oil Control The project does constitute a high use situation. Coalescing plate oil water separators will be installed. 6. Aquifer Protection Area The project is not located in an Aquifer Protection Zone per City of Renton Aquifer Protection map printed on 11/12/2014. 11 3.0 OFF-SITE ANALYSIS The site discharges to the municipal storm drain in the West Perimeter Road. The storm drain is a box culvert, 5-foot rise by 8-foot span, at the Apron C North discharge point. The culvert (Facility ID 111275) runs very close to a quarter mile north along the West Perimeter Road before discharging into Lake Washington (OUT-0136). No modification to the culvert or lake discharge is proposed. The project is exempt from Core Requirement #2 Offsite Analysis because the existing impervious surface will be replaced with new impervious surface. Volume, rate, duration and discharge location will not change. 12 4.0 FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS & DESIGN 4.1 Existing Site Hydrology Apron C is exempt from flow control so no existing condition hydrology was performed. Figure 5 is Apron C South Existing Conditions; Figure 6 is Apron C North Existing Conditions. Both figures illustrate the existing stormwater system within the project area. Apron C South has slopes ranging from 0.5% to 5%. In areas where airplanes are located the slope ranges from 0.5% to 1%; the steeper slopes are along the west side adjacent to the Perimeter Road. Pavement is a mix of concrete and asphalt, portions of the asphalt pavement are in poor condition and not suitable for parking heavier aircraft. The existing collection system is comprised of a relatively new trench drain and catch basins. The existing system will be retained in service as it conveys flow from the infield across the apron. Grates may be replaced with solid lids for those areas that will be served by the proposed collection system. Apron C North has slopes between 0.5% and 4.2%. In areas where airplanes are located the slope ranges from 0.5% to 1.5%, with the steeper slopes again located along the west boundary. The existing system employs typical catch basins and drains the infield to the east of the apron. According to contacts at Boeing the existing systems are over capacity. The existing conveyances will be retained solely for flow from the infield, the apron will be served by a wholly new system which will serve to solve the capacity issue. 13 4.2 Developed Site Hydrology This project will involve new buildings, removing and replacing existing asphalt & concrete, new sidewalk along the West Perimeter Road and associated utilities. The mission is to provide 7 stalls to complete work on 737 MAX aircraft. KCRTS was utilized to determine the water quality flows; the Rational Method was utilized to determine peak flows for hydraulic capacity analysis. Two basins were established, C South and C North, to reflect the separate stormwater systems. Some explanation of the basin modeling is necessary with respect to the water quality treatment scheme. The apron pavement will be partially replaced with the intent of providing a cement concrete surface suitable for heavy aircraft. Not all pavement will need to be replaced. The project is obligated to provide water quality treatment for the redeveloped paved areas whereas the collection system is intended to capture all flow from the apron and segregate it from the existing airport system. As a result the two systems provide treatment to areas that encompass the entire Boeing production effort and are larger than the redeveloped area within the apron. Certain portions of the project that are being redeveloped will not receive water quality treatment, specifically the driveways and parking areas adjacent to the West Perimeter Road. Overall, the area collected and treated exceeds the redeveloped area. Four figures have been prepared to illustrate the situation, areas and peak flows are included on the figures. · Figure 7: Apron C South Basin Map · Figure 8: Apron C South Water Quality Map · Figure 9: Apron C North Basin Map · Figure 10: Apron C North Water Quality Map Basin Total Area Acres WQ Treatment Provided Acres Redeveloped Area Requiring WQ Treatment Acres Area Bypassing WQ Treatment Acres C South 2.84 2.84 2.18 0.47 C North 1.68 1.68 1.50 0.12 Note that the developed condition is 100% impervious for both basins. Basin modeling worksheets and printout are included in the Appendices to this report. Appendix A contains the KCRTS printout, water quality calculations, the flow split to the treatment train and sizing for the CPS and StormFilters. Appendix B contains the hydraulic worksheets for the conveyance sizing. 4.3 Performance Standards Flow Control Not required, no performance standard. Conveyance The City of Renton standard is a 25-year design storm with a minimum of 6-inches of freeboard between the grate and water surfaces as defined by a backwater analysis. This project uses the 100-year storm as the design event with the intent of keeping all flow contained with the pipe system, the reasoning being that a high value industrial facility should not have to contend with a 14 surface flow component. The Rational Method was utilized and the resulting conveyance peak flows are conservative. Water Quality Basic treatment is required. StormFilters are an acceptable means of accomplishing that goal. The water quality flow for the media filters was taken to be 35% of the 15-minute increment 2- year peak flow per KCRTS per KCSWDM 6.5.5.1. Site Specific Requirements While the project is not subject to enhanced treatment standard, the aviation and manufacturing aspects of the site point to additional water quality measures being employed. These measures include fuel spill diversion into containment, Skydrol hydraulic fuel covered storage containment and Skydrol spill diversion into containment, and oil-water separation for the entire production area. 4.4 Flow Control System The project site has a direct discharge exemption because it is located near Lake Washington. No flow control is proposed. 4.5 Water Quality Per section 4.2 above, the water quality basin areas encompass the entire production area on the apron and exceed the redevelopment area as defined by replaced impervious surface. There are several components to the water quality system. Fuel Spill Containment There is one position on Apron C South, C-1, that will park a previously fueled aircraft. The term previously fueled recognizes that the aircraft’s tanks cannot be completely emptied and there is potentially up to 10% of the fuel load on the aircraft. Boeing has a long term lease on C South and there is potential in the future for stalls C-I through C-4 to be reconfigured to allow fully fueled aircraft to be parked and to run engines. In recognition of this potential a spill diversion valve vault is located on the storm drain main leaving stalls C-1 through C-4. The vault will contain two solenoid pneumatically actuated ball valves, a 14-inch valve on the storm sewer main, and a 12-inch valve on the line to the dead end containment. The 14-inch main line valve is normally open, the 12- inch diversion valve normally closed. The containment volume is 10,000 gallons, or 115% of the fuel truck volume. Recognizing that mixing stormwater and spilled fuel is problematic because the containment volume cannot be sized for whatever storm event that might be occurring, the activation of the diversion will be manual via a panic button mounted on a panel at each stall capable of holding a fueled aircraft. In the event of a spill, the crew can activate the diversion and send the spill to the vault. The diversion valve control panel will be located adjacent to the valve vault at the electrical panel next to Building 5-438. There will be a fluid level sensor in the containment vault to track potential groundwater intrusion in to the vault. There are actually two vaults, both Utility Vault precast units holding 5,000 gallons each. The containment vaults will be ballasted with a concrete collar to prevent flotation from high groundwater. Skydrol Spill Containment The hydraulic fluid used in aircraft is non-flammable and has a specific gravity very close to one. The aircraft hydraulic systems are filled and pressurized in the assembly building and leaks are generally discovered and repaired prior to parking the aircraft on the apron. 15 There will be a Skydrol cart at each stall with a capacity of 80 gallons. The cart will be used to add fluid to the system, and in some cases pressurize the system for testing purposes. The carts will be stored beneath a cover with a depression holding a minimum of 115% of the cart capacity. In general the apron slopes from east to west, with stormwater being collected by a slot drain. Each stall will have a catch basin with an aircraft rated lift assisted grate. The catch basin is connected to the storm sewer main and to an adjacent dead end containment vault. There will be hand actuated shear gates in the catch basin, the storm drain connection being normally open, and the Skydrol containment normally closed. During Skydrol operations the storm drain line will be closed and the containment line open. The containment vault will be a Utility Vault precast box holding in excess of 400 gallons to the inlet invert, well in excess of the required volume. The containment vaults will be ballasted with a concrete collar to prevent flotation from high groundwater. Oil-Water Separation A flow split catch basin will divert the water quality flow to the treatment train and divert the higher flows around the system. The initial treatment device will be a Utility Vault coalescing plate separator. Separators were selected based upon flow rate and effective horizontal surface area. Apron C South will incorporate a CPS 816-2 unit and Apron C North will use a CPS 816-1 unit. The CPS vaults will be ballasted with a concrete collar to prevent flotation from high groundwater. Basic Treatment Basic treatment will be provided by Contech StormFilters following the oil-water separators. As a side note wet vaults were sized and considered in the role of both basic treatment and also baffled oil-water separation. Use of a filter media BMP requires additional vertical fall through the system, however, the precast StormFilter vaults are far smaller than cast-in-place wet vaults. Given the predictably high groundwater situation the smaller StormFilters were deemed the more appropriate choice even though this necessitates a pumped system on C South. Apron C South will employ an 8 by 11-foot StormFilter vault with 19 of the deeper 27-inch cartridges. Apron C North will employ an 8 by 11-foot StormFilter vault with 26 of the low head 18-inch cartridges. The StormFilters were sized for both hydraulic and solids loading, calculations and the Contech confirmation are included in Appendix A. Media will be ZPG. Note that pre-treatment device is not deemed necessary for the StormFilters for several reasons. The contributing basin is entirely paved, there is no exposed soil to generate the typical solids loading on the filter. Foreign Object Damage (FOD) is a major concern to Boeing and the apron is policed regularly to insure no detritus from the manufacturing process is ingested by a jet engine. Finally, the StormFilters are preceded by the CPS units. A coalescing plate is as effective at removing solids as it is with lighter than water fluids. The CPS will function as a pre-treatment device. 425-869-2670 8420 154th Avenue NE Redmond, Washington 98052 EXISTING CONDITIONS APRON C SOUTH FIGURE 5 425-869-2670 8420 154th Avenue NE Redmond, Washington 98052 EXISTING CONDITIONS APRON C - NORTH FIGURE 6 425-869-2670 8420 154th Avenue NE Redmond, Washington 98052 BASIN MAP BASIN BBASIN A BASIN C BASIN D BASIN E BASIN F BASIN G APRON C SOUTH FIGURE 7 425-869-2670 8420 154th Avenue NE Redmond, Washington 98052 WATER QUALITY MAP APRON C SOUTH FIGURE 8 425-869-2670 8420 154th Avenue NE Redmond, Washington 98052 BASIN MAP APRON C NORTH FIGURE 9 425-869-2670 8420 154th Avenue NE Redmond, Washington 98052 WATER QUALITY APRON C NORTH FIGURE 10 22 5.0 CONVEYANCE SYSTEM ANALYSIS & DESIGN The existing collection and conveyance system will remain in place to collect the upstream runoff from the infield. Existing catch basins located in the apron will be replaced with solid lids to segregate the apron runoff from the infield flows. The existing collection system has not been analyzed however removing the apron from that system will effectively cut the contributing area in half. The proposed conveyance system has been sized using the Rational Method. The twenty-four hour precipitation depths shown in the table below are from King County Surface Water Design Manual Fig. 3.2.1.A-D. Figures 7 and 9 illustrate the storm sewer systems for Aprons C South and C North respectively, and contain the peak design flows for the 25-year and 100-year return periods. 24-Hour Precipitation Depths from KCSWDM Fig. 3.2.1 A-D Design Storm 24- Hour Precip. Depth (inches) 6-Month (72% of the 2-year) 1.44 2-Year 2.00 10-Year 2.90 25-Year 3.40 100-Year 3.90 Use of slot drains set in concrete is the preferred means of collecting runoff from the apron areas, as slot drains are well suited to pick up flow from large, flat sections of pavement, they can accommodate aircraft wheel loads and the depth from rim to invert is only 2-feet, making it relatively easy to place the collection system above other underground utilities and to minimize the vertical fall though the system. Storm drain will be fusion welded HDPE, DR 17, ductile iron pipe size, in order to minimize groundwater intrusion and to allow valving to be installed on gravity storm drain. An Excel spreadsheet was employed to calculate peak flows using the King County version of the Rational Method and to preliminarily size conveyances assuming uniform flow (Mannings). A second Excel spreadsheet was used to calculate the hydraulic grade line for both the 25 and 100-year events. The intent is to contain the 100-year flow below the grate level and the proposed system does that with a minor exception at the upper end of the C North slot drain, the 100-year flow exceeds the top of slot by 1-inch. This is not deemed detrimental considering that a slot drain collects water over the length of the drain and not all at once at the upper end of the drain as calculated by the spreadsheet. A pumped system is proposed for Apron C South because gravity flow into the box culvert in the West Perimeter Road is not possible and a significant backwater is expected to flush the StormFilter and CPS units. Use of a pump allows the more effective 27-inch cartridge in the smaller vault. A duplex submersible non-clog pump system is proposed, modeled after the pump system employed on Apron B in 2012. Pumps will be Wemco Hidrostol E8K-SS, 1135 RPM, 10 HP, 480 Volt units. This is the same brand employed on Apron B, Boeing is satisfied with the performance and prefers to stay with the same brand and vendor. The 100-year peak flow is 2,648 gpm. The specified design point for each pump is 1,324 gpm against a total dynamic head of 17-feet. The pump station will operate in the typical lead- lag-alternating pump arrangement, with controls set for lead pump on, lag pump on, high level alarm, pump shutoff and low level lockout and alarm. The pump control panel will be nearby the wet well against the west end of building 5-438. An alarm light will be mounted on top of the panel and pump station telemetry will be connected to the Boeing EMCS monitoring system so the station can be monitored along with other components of the facility stormwater system. 23 Apron C North will not employ a pump system as the use of the low head StormFilter allows access to the Perimeter Road box culvert in the center of the culvert rise and above low level flow in the box culvert. A flap valve or tide gate will be placed on the water quality discharge line to check backflow into the StormFilter during larger storms. 24 6.0 SPECIAL REPORTS & STUDIES · The project geotechnical report is being prepared Soil and Environmental Engineers, Inc. and is not available for inclusion in the TIR at this time. The report will be submitted for the Land Use Permit under separate cover. · The Renton Municipal Airport Master Plan is dated 1997 and is currently being revised. The proposed Apron C upgrades comply with the use designations in the current and future plan. 25 7.0 OTHER PERMITS This TIR has been prepared for the Land Use Permit application and SEPA review. We anticipate this report will be updated for the Utility Permit application. Building permits will be required for the new buildings. An NPDES will be required as the project area is over an acre. 26 8.0 CWSPPP ANALYSIS AND DESIGN ESC Plan Analysis and Design (Part A) Scope of Work The disturbed area of the project is 3.68 acres for Apron C South and Apron C North combined. The site is bordered by an airplane taxiway to the east, perimeter road to the west, Apron A to the south and an additional taxiway that is part or Renton Airport to the north. Earthwork for the project will be limited to excavation necessary for foundations, Stormfilters, oil water separators and additional utilities. The existing site is paved, the existing concrete and asphalt will remain in place as long as possible. Both portions of the project will use commercial filtration tanks during construction for stormwater runoff and dewatering. Clearing Limits The clearing limits will be spray painted with white paint on the edge of the existing concrete panels to be removed. Cover Measures The existing asphalt and concrete will remain in place as long as possible. Any exposed disturbed soil areas that are to be left un-worked for more than 12 hours shall be covered by plastic covering. Perimeter Protection The perimeter will have a temporary safety fence. In the perimeter areas on the downhill side a triangular sediment filter dike is to be installed. This triangular sediment filter dike works similar to a silt fence but can easily be installed on existing pavement. The filter fabric traps the sediment so that it can be removed after reaching a depth of four inches. Traffic Area Stabilization Access to the site will be off of the West Perimeter Road. Currently this access is paved, and will be used as existing pavement as long as possible. Once the asphalt is removed, a construction entrance will be installed. If the construction entrance is not providing enough protection to the Perimeter Road then a wheel wash will be required. Sediment Retention Given the nature of the site and the high groundwater present, conventional sediment traps or ponds would be problematic. Commercial settling tanks and chitosan enhanced filtration units will be employed on both the north and south portions of the project. Runoff will be collected and pumped from sumps and dewatering flow will be pumped directly into the treatment system. 27 Surface Water Collection The downstream collection system is in place. The construction area will discharge into the existing system after going through the filtration tanks. Dewatering Control The commercial tank and filtration system will also be used for dewatering the site. There is high ground water in the project locations so dewatering is anticipated throughout the duration of the underground utility or stormwater work. Hydrologic calculations to establish TESC flow rates have not been performed. Based on past history at this site the dewatering flow will be the governing flowrate in terms of treatment capacity. Treatment capacity will have to match the dewatering pump rate. Dust Control Generally speaking dust is not likely to be a problem. Grading on this project will be minimal and the amount of soil exposed at a time will be small. Water will be used for dust control if necessary. Flow Control Flow control will not be provided. The project is located in a direct discharge area. SWPPP Plan Design (Part B) The Stormwater Pollution Prevention Plan (SWPPP) is a stand-alone document that describes the Construction Best Management Practices (BMP’s). The SWPPP will be prepared before construction begins. The 12 elements and BMPs recommended are identified below: Element 1 – Mark Clearing Limits: A temporary safety fence will be installed around the perimeter. The edge of the concrete panel removal area will be spray painted with white paint. The safety fence may be coincidental with the site security fencing. Element 2 – Establish Construction Access: The site is currently paved, the asphalt will remain in place as long as possible. Once the driveway asphalt is removed a construction entrance per the City of Renton standard detail 215.10 could be employed. Sequentially a construction entrance might not be necessary. Wheel washing, street sweeping and street cleaning shall be employed as necessary to prevent sediment from tracking onto the Perimeter Road. Element 3 – Control Flow Rates: This project is located in a direct discharge area for Lake Washington and no flow control will be provided. Element 4 – Install Sediment Controls: All stormwater runoff from disturbed areas shall pass through triangular filtration dikes, storm drain inlet protection or temporary sediment tanks. Element 5 – Stabilize Soils: Exposed and unworked soils shall be stabilized with Plastic Coverings per City of Renton standard detail 213.30 or an equivalent protection. Element 6 – Protect Slopes: The existing slopes adjacent to the site will remain landscaped. 28 Element 7 – Protect Drain Inlets: Catch basin filters will be installed per City of Renton standard detail 216.30 on all catch basins located within the construction area and immediately downstream of the project areas. Element 8 – Stabilize Channels and Outlets: The stormwater will be treated with commercial filtration tanks before being released into the existing box culvert in Perimeter Road. Element 9 – Control Pollutants: The following measures will be taken: · All vehicles, equipment and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance. · Fueling will be conducted on hard pavement. · Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. · In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. · Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. · Process water and slurry resulting from concrete work will be prevented from entering waters of the state by implementing Concrete Handling measures (BMP C151), pH neutralization will be utilized if necessary. The following BMP’s from the Stormwater Management Manual for Western Washington will be used: BMP C151: Concrete Handling BMP C152: Saw cutting and Surfacing Pollution Prevention BMP C153: Material Delivery, Storage and Containment BMP C154: Concrete Washout Area BMP C251: Construction Stormwater Filtration BMP C252: High pH Neutralization BMP C253: pH control for High pH Water S406 Streets/Highways/Applicable BMP’s S407 Dust Control for Disturbed Land Areas and Unpaved Parking Lots S409 Fueling at Dedicated Stations S411 Landscaping and Lawn/Vegetation Management S417 Maintenance for Stormwater Drainage and Treatment Systems S419 Mobile Fueling of Vehicles and Heavy Equipment S424 Roof/Building Drains at Manufacturing and Commercial Buildings S430 Urban Streets Element 10 – Control Dewatering: The water from foundations, vaults, and trenches will be pumped to the filtration tanks, treated and released into the downstream storm system. The dewatering flow is anticipated to be set the flowrate for the treatment system. Element 11 – Maintain BMPs: All temporary and permanent Erosion and Sediment Control (ESC) BMPs shall be inspected, maintained and repaired as needed to ensure continued performance of their intended function. 29 Element 12 – Manage the Project: During construction consideration shall be given to removing and replacing the pavement in stages. Site inspections and monitoring will be conducted in accordance with Special Conditions S4 of the CSWGP. The contractor will update the SWPPP as necessary and keep a copy on site at all times. 30 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 9.1 Bond Quantities The bond quantities worksheet has not been prepared for the initial Land Use Permit submittal. Bond quantities will be taken off the final construction drawing set. 9.2 Flow Control and Water Quality Facility Summary Sheet and Sketch Included in this section. 9.3 Declaration of Covenant for Privately Maintained Flow Control and Water Quality Facilities All stormwater facilities proposed herein will be privately owned and maintained. APRON C 425-869-2670 8420 154th Avenue NERedmond, Washington 98052 NORTH AREA STORMWATER EXHIBIT FIGURE 2 APRON C 425-869-2670 8420 154th Avenue NERedmond, Washington 98052 SOUTH AREA STORMWATER EXHIBIT FIGURE 3 37 10.0 OPERATIONS & MAINTENANCE MANUAL The Operations and Maintenance Manual is located separately in Appendix D. The manual document is meant to be a standalone document and will be incorporated into the larger Boeing operational program. Appendix A Water Quality Calculations KCRTS INPUT KCRTS Program...File Directory: C:\KC_SWDM\KC_DATA\ [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 2.84 0.00 0.000000 Impervious CSouth.tsf T 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies csouth.tsf CSouth.pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 1.68 0.00 0.000000 Impervious CNorth.tsf T 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies cNorth.tsf CNorth.pks [R] RETURN to Previous Menu [C] CREATE a new Time Series ST 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 1.00 0.00 0.000000 Impervious test15min.tsf T 1.00000 F [T] Enter the Analysis TOOLS Module [P] Compute PEAKS and Flow Frequencies test15min.tsf test15min.pks [R] RETURN to Previous Menu SOUTH BASIN Flow Frequency Analysis Time Series File:csouth.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.35 6 8/27/01 18:00 3.35 1 100.00 0.990 0.944 8 9/17/02 17:45 2.56 2 25.00 0.960 2.56 2 12/08/02 17:15 1.84 3 10.00 0.900 1.09 7 8/23/04 14:30 1.51 4 5.00 0.800 1.43 5 10/28/04 16:00 1.43 5 3.00 0.667 1.51 4 10/27/05 10:45 1.35 6 2.00 0.500 1.84 3 10/25/06 22:45 1.09 7 1.30 0.231 3.35 1 1/09/08 6:30 0.944 8 1.10 0.091 Computed Peaks 3.08 50.00 0.980 NORTH BASIN Flow Frequency Analysis Time Series File:cnorth.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.800 6 8/27/01 18:00 1.98 1 100.00 0.990 0.558 8 9/17/02 17:45 1.52 2 25.00 0.960 1.52 2 12/08/02 17:15 1.09 3 10.00 0.900 0.644 7 8/23/04 14:30 0.894 4 5.00 0.800 0.848 5 10/28/04 16:00 0.848 5 3.00 0.667 0.894 4 10/27/05 10:45 0.800 6 2.00 0.500 1.09 3 10/25/06 22:45 0.644 7 1.30 0.231 1.98 1 1/09/08 6:30 0.558 8 1.10 0.091 Computed Peaks 1.83 50.00 0.980 737 MAX Flightline Improvements Project #: 13726.01 Date: September 8, 2015 South Basin Water Quality Areas CB SQ. FT ACRES CB20 20370 0.47 CB21 14839 0.34 CB25 13207 0.30 CB35 21162 0.49 CB27 31808 0.73 CB32 11942 0.27 CB33 10509 0.24 Total 123837 2.84 Providing Water Quality Area To Be Treated Including Bldgs: 96305 2.21 Roof Areas from Parking Lot (not Required to be treated) 4457 0.10 Area Required to Treat (excluding bldgs, including sidewalk) 94986 2.18 Area Actually Treating:123837 2.84 Parking Lot& Sidewalk Area: (To Be Bypassed) 20284 0.47 Additional Area to Be Treated:8567 0.20 North Basin Water Quality Areas CB SQ. FT ACRES CB3 52244 1.19936 CB5A 10805 0.24805 EX 819 5591 0.12835 (TO BE BYPASSED) CB59 4408 0.10119 CB58 5676 0.1303 Area To Be Treated:73188 1.68 Roof Areas from Parking Lot (not Required to be treated) 0 0.00 Area Required to Treat 65494 1.50 Area Actually Treating:73188 1.68 Additional Area to Be Treated:7694 0.18 (Extra area due to grading that we are providing water quality for) (Extra area due to grading that we are providing water quality for) By: TLB Q:\24\13726-01\50Design\Apron C\Storm Drainage\KCDRAIN Apron C.XLS 1 of 1 737 MAX Flightline Improvements Project #: 13726.01 Date: September 11, 2015 Apron C - Flow Splitter (CB-5) To Calculate the diameter of the orifice Q =0.252 water quality flow (cfs) d =5.29 orifice diameter (inches) h =0.11 hydraulic head (ft) Apron C - Flow Splitter (CB-51) To Calculate the diameter of the orifice Q =0.473 water quality flow (cfs) d =4.49 orifice diameter (inches) h =0.75 hydraulic head (ft) h Qd88.36= h Qd88.36= By: TLB Q:\24\13726-01\50Design\Apron C\Storm Drainage\Apron C Flow Splitter.xlsx 1 of 1 737 MAX Flightline Improvements Project #: 13726.01 Date: September 4, 2015 Apron C - North -Coalescing Plate Separators Coalasing Plate Separators Qwq(cfs) =0.28 cfs (Water Quality flow rate is 35% of the 2-year flow) Q (gpm)=126 from King County Surface Water Design Manual 2009, eqn 6-29 Sw =1 Specific gravity of water So=0.85 specific gravity of oil υ =0.015674 absolute viscosity of water at 39 degrees Farenheit Ah =454.7896 required effective horizontal surface area of plate media (sf) Old Castle Precast 816-1-CPS will be used. The manufacturer's values were checked against the dsign values Aa =1184.00 (sf) actual projected coalescing plate area (per Oldcastle Precast) Check Aa>=Ah OWS is acceptable Qdesign (gpm)=280.00 per Oldcastle Precast Check Qdesign>=Q OWS is acceptable Apron C - South - Coalescing Plate Separators Coalasing Plate Separators Qwq(cfs) =0.47 cfs (Water Quality flow rate is 35% of the 2-year flow) Q (gpm)=212 from King County Surface Water Design Manual 2009, eqn 6-29 Sw =1 Specific gravity of water So=0.85 specific gravity of oil υ =0.015674 absolute viscosity of water at 39 degrees Farenheit Ah =767.4575 required effective horizontal surface area of plate media (sf) Old Castle Precast 816-2-CPS will be used. The manufacturer's values were checked against the dsign values Aa =2368.00 (sf) actual projected coalescing plate area (per Oldcastle Precast) Check Aa>=Ah OWS is acceptable Qdesign (gpm)=585.00 per Oldcastle Precast Check Qdesign>=Q OWS is acceptable )(*00386.0 60 u SoSw QAh -= )(*00386.0 60 u SoSw QAh -= By: TLB Q:\24\13726-01\50Design\Apron C\Storm Drainage\Water Quality Sizing Apron C.xlsx 1 of 1 11835 NE Glenn Widing Dr., Portland OR 97220 Toll-free: 800.548.4667 Fax: 800.561.1271 ©2012 Contech Engineered Solutions LLC www.ContechES.com Page 1 of 1 TS-P037 Size and Cost Estimate Prepared by Stephanie Jacobsen on September 18, 2015 Boeing at Renton Field– Stormwater Treatment System Renton, WA Information provided: Structure ID = North Basin South Basin Water Quality Flow, WQF = 0.28 0.473 Peak Flow, Q100 = <1.8cfs <1.8cfs Presiding agency = City of Renton Assumptions: Media = ZPG cartridges Drop required from inlet to outlet = 1.8’ and 3.05’ minimum Size and cost estimates: The StormFilter is a flow-based system, and is therefore sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated by the consulting engineer using WWHM and was provided to Contech Engineered Solutions LLC for the purposes of developing this estimate. The StormFilters for this site are sized based on the water quality flow rates listed below. To accommodate these flow rates, Contech Engineered Solutions LLC recommends using the systems in the below table. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilters and all external plumbing. Structure ID Water Quality Flow Approx. Depth No. of Cartridges Cartridge Size System Size Estimated Cost North Basin 0.252cfs 6’ 26 Low Drop 8' x 11' vault $46,200 South Basin 0.473cfs 6’ 19 27” 8’ x 11’ vault $54,500 737 MAX Flightline Improvements Project #: 13726.01 Date: September 4, 2015 Apron C - North - Stormfilters R 0.47 (Inches)Rainfall from figure 6.4.1.A R 0.039 feet rainfall Area 73,188 sq. ft (impervious to be treated) 1.68 acres (impervious to be treated) 2-yr Flow:0.800 cfs (from KRCTS Cnorth.pks) WQ Flow:0.280 cfs (Water Quality flow rate is 35% of the 2-year flow) WQ Flow:126 gpm Low Flow Cartridges 5 gpm/cartridge # of Cartridges:25 26 PER CONTECH Assumption: Oil Water Separator can count as pre-treatment Apron C - South - Stormfilters R 0.47 (Inches)Rainfall from figure 6.4.1.A R 0.039 feet rainfall Area 123,837 sq. ft (impervious to be treated) 2.84 acres (impervious to be treated) 2-yr Flow:1.350 cfs (from KRCTS Cnorth.pks) WQ Flow:0.473 cfs (Water Quality flow rate is 35% of the 2-year flow) WQ Flow:212 gpm Since We are going to be using a pump all three stormfilter sizes are being considered: Low Flow (5 gpm) 18" (7.5 gpm) 27" (11.25 gpm) # of Cartridges:42 28.27 18.85 Assumption: Oil Water Separator can count as pre-treatment By: TLB Q:\24\13726-01\50Design\Apron C\Storm Drainage\Water Quality Sizing Apron C.xlsx 1 Appendix B Conveyance Calculations PROJ:PIPE SIZING TABLE DOWL HKM WO:(Runoff by Rational Method)8320 154th Avenue NE FILE:(Pipe Capacity by Manning's Eqn.)Redmond, WA 98052 DATE:(Last update: 7/20/90)(206) 869-2670 (206) 869-2679 (fax) Storm:2 YEAR, 24 HOUR TOTAL RAINFALL IN INCHES:2 COEFFICIENTS FOR "i" EQUATION:a=1.58 b=0.58 Location Time of Rain Pipe %Veloc Flow Inc.Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks From To Area Coef.A*C A*C (min.)(in/hr)(cfs)Value (in.)(%)(ft)(cfs)Used (ft/sec)(min) CB20 CB21 0.47 0.90 0.42 0.42 6.30 1.09 0.46 0.024 15 0.16 95 1.40 33 1.14 1.39 CB21 CB23 0.00 0.90 0.00 0.42 7.69 0.97 0.41 0.009 12 0.00 5 0.16 250 0.21 0.40 CB23 CB34 0.00 0.90 0.00 0.42 8.09 0.94 0.40 0.009 12 0.89 89 4.86 8 6.18 0.24 CB34 CB24 0.00 0.90 0.00 0.42 8.33 0.92 0.39 0.009 12 0.55 21 3.82 10 4.86 0.07 CB24 CB25 0.00 0.90 0.00 0.73 8.40 0.92 0.67 0.009 12 0.45 62 3.45 19 4.40 0.24 A*C from CB21 -CB24 CB25 CB35 0.30 0.90 0.00 0.73 8.64 0.90 0.66 0.009 12 0.45 20 3.45 19 4.40 0.08 CB35 CB26 0.49 0.90 0.44 1.16 8.71 0.90 1.05 0.009 12 0.45 28 3.45 30 4.40 0.11 CB26 CB28 0.00 0.90 0.00 1.16 8.82 0.89 1.04 0.009 12 1.50 5 6.30 17 8.03 0.01 CB28 OSV 0.00 0.90 0.00 1.82 8.83 0.89 1.63 0.009 14 1.96 50 10.87 15 10.17 0.08 A*C from CB27-CB28 OSV CB29 0.00 0.90 0.00 1.82 8.91 0.89 1.62 0.009 14 0.50 36 5.49 29 5.13 0.12 CB29 CB51 0.00 0.90 0.00 2.29 9.03 0.88 2.02 0.009 14 0.90 43 7.36 27 6.89 0.10 A*C from S - CB29 CB51=PUMP CB21 CB22 0.34 0.9 0.31 0.31 6.30 1.09 0.33 0.024 15 0.56 106 2.62 13 2.13 0.83 CB22 CB24 0.00 0.9 0.00 0.31 7.13 1.01 0.31 0.009 12 0.00 5 0.16 191 0.21 0.40 CB27 CB28 0.73 0.9 0.66 0.66 6.30 1.09 0.71 0.024 15 0.16 115 1.40 51 1.14 1.68 S CB32 0.27 0.9 0.25 0.25 6.30 1.09 0.27 0.024 15 0.03 33 0.61 44 0.49 1.11 CB32 CB33 0.00 0.9 0.00 0.25 7.41 0.99 0.24 0.009 12 0.50 43 3.64 7 4.63 0.15 CB33 CB29 0.00 0.9 0.00 0.46 7.57 0.98 0.45 0.009 12 0.50 95 3.64 12 4.63 0.34 A*C FROM S2 - CB33 S2 CB33 0.24 0.9 0.22 0.22 6.30 1.09 0.24 0.024 15 4.10 25 7.09 3 5.77 0.07 S3 CB3 1.20 0.9 1.08 1.08 6.30 1.09 1.17 0.024 15 0.35 104 2.07 57 1.69 1.03 CB3 CB5 0.00 0.9 0.00 1.29 7.33 1.00 1.28 0.009 14 0.35 91 4.59 28 4.30 0.35 A*C FROM S4-CB3 CB5 CB6 0.00 0.9 0.00 1.51 7.68 0.97 1.46 0.009 14 1.00 16 7.76 19 7.26 0.04 A*C FROM CB5A - CB5 CB6 CB7 0.00 0.9 0.00 1.51 7.72 0.97 1.46 0.009 14 6.43 35 19.69 7 18.41 0.03 CB7 EX 0.00 0.9 0.00 1.51 7.75 0.96 1.46 0.009 14 0.35 69 4.59 32 4.30 0.27 S4 CB59 0.10 0.9 0.09 0.09 6.30 1.09 0.10 0.024 15 0.39 125 2.19 5 1.78 1.17 CB59 CB60 0.00 0.9 0.00 0.09 7.47 0.98 0.09 0.009 12 0.35 107 3.04 3 3.88 0.46 CB60 CB56 0.00 0.9 0.00 0.21 7.93 0.95 0.20 0.009 12 0.35 29 3.04 7 3.88 0.12 A*C FROM CB58-CB60 CB56 CB3 0.00 0.9 0.00 0.21 8.05 0.94 0.20 0.009 12 0.38 65 3.17 6 4.04 0.27 CB58 CB57 0.13 0.9 0.12 0.12 6.30 1.09 0.13 0.009 15 0.39 125 5.83 2 4.75 0.44 CB57 CB60 0.00 0.9 0.00 0.12 6.74 1.04 0.12 0.009 12 0.35 107 3.04 4 3.88 0.46 CB5A CB5 0.25 0.9 0.22 0.22 6.30 1.09 0.24 0.009 12 0.35 57 3.04 8 3.88 0.25 NO819 NO820 0.13 0.9 0.12 0.12 6.30 1.09 0.13 0.013 12 4.08 26.0 7.20 2 9.16 0.05 R1 R2 0.05 0.9 0.04 0.04 6.30 1.09 0.05 0.009 8 2.00 40 2.47 2 7.07 0.09 R2 R3 0.01 0.9 0.01 0.05 6.39 1.08 0.06 0.009 8 2.00 70 2.47 2 7.07 0.16 R3 EX 0.03 0.9 0.03 0.14 6.56 1.06 0.14 0.009 8 2.00 36 2.47 6 7.07 0.08 R5 R4 0.03 0.9 0.03 0.03 6.30 1.09 0.03 0.009 8 2.00 61 2.47 1 7.07 0.14 R4 EX 0.03 0.9 0.03 0.06 6.44 1.07 0.06 0.009 8 2.00 14 2.47 3 7.07 0.03 PROJ:PIPE SIZING TABLE DOWL HKM WO:(Runoff by Rational Method)8320 154th Avenue NE FILE:(Pipe Capacity by Manning's Eqn.)Redmond, WA 98052 DATE:(Last update: 7/20/90)(206) 869-2670 (206) 869-2679 (fax) Storm:10 YEAR, 24 HOUR TOTAL RAINFALL IN INCHES:2.9 COEFFICIENTS FOR "i" EQUATION:a=2.44 b=0.64 Location Time of Rain Pipe %Veloc Flow Inc.Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks From To Area Coef.A*C A*C (min.)(in/hr)(cfs)Value (in.)(%)(ft)(cfs)Used (ft/sec)(min) CB20 CB21 0.47 0.90 0.42 0.42 6.30 2.18 0.92 0.024 15 0.160 95 1.40 66 1.14 1.39 CB21 CB23 0.00 0.90 0.00 0.42 7.69 1.92 0.81 0.009 12 0.001 5 0.16 496 0.21 0.40 CB23 CB34 0.00 0.90 0.00 0.42 8.09 1.86 0.78 0.009 12 0.890 89 4.86 16 6.18 0.24 CB34 CB24 0.00 0.90 0.00 0.42 8.33 1.82 0.77 0.009 12 0.550 21 3.82 20 4.86 0.07 CB24 CB25 0.00 0.90 0.00 0.73 8.40 1.81 1.32 0.009 12 0.450 62 3.45 38 4.40 0.24 A*C from CB21 -CB24 CB25 CB35 0.30 0.90 0.00 0.73 8.64 1.78 1.30 0.009 12 0.450 20 3.45 38 4.40 0.08 CB35 CB26 0.49 0.90 0.44 1.16 8.71 1.77 2.06 0.009 12 0.450 28 3.45 60 4.40 0.11 CB26 CB28 0.00 0.90 0.00 1.16 8.82 1.76 2.05 0.009 12 1.500 5 6.30 32 8.03 0.01 CB28 OSV 0.00 0.90 0.00 1.82 8.83 1.76 3.20 0.009 14 1.960 50 10.87 29 10.17 0.08 A*C from CB27-CB28 OSV CB29 0.00 0.90 0.00 1.82 8.91 1.75 3.18 0.009 14 0.500 36 5.49 58 5.13 0.12 CB29 CB51 0.00 0.90 0.00 2.29 9.03 1.73 3.96 0.009 14 0.900 43 7.36 54 6.89 0.10 A*C from S - CB29 CB51=PUMP CB21 CB22 0.34 0.9 0.31 0.31 6.30 2.18 0.67 0.024 15 0.560 106 2.62 26 2.13 0.83 CB22 CB24 0.00 0.9 0.00 0.31 7.13 2.01 0.62 0.009 12 0.001 5 0.16 379 0.21 0.40 CB27 CB28 0.73 0.9 0.66 0.66 6.30 2.18 1.43 0.024 15 0.160 115 1.40 102 1.14 1.68 S CB32 0.27 0.9 0.25 0.25 6.30 2.18 0.54 0.024 15 0.030 33 0.61 89 0.49 1.11 CB32 CB33 0.00 0.9 0.00 0.25 7.41 1.96 0.48 0.009 12 0.500 43 3.64 13 4.63 0.15 CB33 CB29 0.00 0.9 0.00 0.46 7.57 1.94 0.90 0.009 12 0.500 95 3.64 25 4.63 0.34 A*C FROM S2 - CB33 S2 CB33 0.24 0.9 0.22 0.22 6.30 2.18 0.47 0.024 15 4.100 25 7.09 7 5.77 0.07 S3 CB3 1.20 0.9 1.08 1.08 6.30 2.18 2.35 0.024 15 0.350 104 2.07 114 1.69 1.03 CB3 CB5 0.00 0.9 0.00 2.40 7.33 1.98 4.75 0.009 14 0.350 91 4.59 103 4.30 0.35 A*C FROM S4-CB3 CB5 CB6 0.00 0.9 0.00 2.63 7.68 1.92 5.04 0.009 14 1.000 16 7.76 65 7.26 0.04 A*C FROM CB5A - CB5 CB6 CB7 0.00 0.9 0.00 2.63 7.72 1.91 5.02 0.009 14 6.430 35 19.69 26 18.41 0.03 CB7 EX 0.00 0.9 0.00 2.63 7.75 1.91 5.01 0.009 14 0.350 69 4.59 109 4.30 0.27 S4 CB59 0.10 2.9 0.29 0.29 6.30 2.18 0.64 0.024 15 0.390 125 2.19 29 1.78 1.17 CB59 CB60 0.00 3.9 0.00 0.29 7.47 1.95 0.57 0.009 12 0.350 107 3.04 19 3.88 0.46 CB60 CB56 0.00 4.9 0.00 1.32 7.93 1.88 2.49 0.009 12 0.350 29 3.04 82 3.88 0.12 A*C FROM CB58-CB60 CB56 CB3 0.00 5.9 0.00 1.32 8.05 1.86 2.46 0.009 12 0.380 65 3.17 78 4.04 0.27 CB58 CB57 0.13 7.9 1.03 1.03 6.30 2.18 2.24 0.009 15 0.390 125 5.83 38 4.75 0.44 CB57 CB60 0.00 8.9 0.00 1.03 6.74 2.09 2.15 0.009 12 0.350 107 3.04 71 3.88 0.46 CB5A CB5 0.25 0.9 0.22 0.22 6.30 2.18 0.49 0.009 12 0.350 57 3.04 16 3.88 0.25 NO819 NO820 0.13 0.9 0.12 0.12 6.30 2.18 0.25 0.013 12 4.080 26 7.20 3 9.16 0.05 R1 R2 0.05 2.9 0.14 0.14 6.30 2.18 0.31 0.009 8 2.000 40 2.47 13 7.07 0.09 R2 R3 0.01 3.9 0.03 0.17 6.39 2.16 0.38 0.009 8 2.000 70 2.47 15 7.07 0.16 R3 EX 0.03 4.9 0.14 0.32 6.56 2.12 0.67 0.009 8 2.000 36 2.47 27 7.07 0.08 R5 R4 0.03 6.9 0.23 0.23 6.30 2.18 0.50 0.009 8 2.000 61 2.47 20 7.07 0.14 R4 EX 0.03 7.9 0.25 0.48 6.44 2.15 1.04 0.009 8 2.000 14 2.47 42 7.07 0.03 PROJ:PIPE SIZING TABLE DOWL HKM WO:(Runoff by Rational Method)8320 154th Avenue NE FILE:(Pipe Capacity by Manning's Eqn.)Redmond, WA 98052 DATE:(Last update: 7/20/90)(206) 869-2670 (206) 869-2679 (fax) Storm:25 YEAR, 24 HOUR TOTAL RAINFALL IN INCHES:3.4 COEFFICIENTS FOR "i" EQUATION:a=2.66 b=0.65 Location Time of Rain Pipe %Veloc Flow Inc.Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks From To Area Coef.A*C A*C (min.)(in/hr)(cfs)Value (in.)(%)(ft)(cfs)Used (ft/sec)(min) CB20 CB21 0.47 0.90 0.42 0.42 6.30 2.73 1.15 0.024 15 0.160 95 1.40 82 1.14 1.39 CB21 CB23 0.00 0.90 0.00 0.42 7.69 2.40 1.01 0.009 12 0.001 5 0.16 621 0.21 0.40 CB23 CB34 0.00 0.90 0.00 0.42 8.09 2.32 0.98 0.009 12 0.890 89 4.86 20 6.18 0.24 CB34 CB24 0.00 0.90 0.00 0.42 8.33 2.28 0.96 0.009 12 0.550 21 3.82 25 4.86 0.07 CB24 CB25 0.00 0.90 0.00 0.73 8.40 2.27 1.65 0.009 12 0.450 62 3.45 48 4.40 0.24 A*C from CB21 -CB24 CB25 CB35 0.30 0.90 0.00 0.73 8.64 2.23 1.62 0.009 12 0.450 20 3.45 47 4.40 0.08 CB35 CB26 0.49 0.90 0.44 1.16 8.71 2.21 2.58 0.009 12 0.450 28 3.45 75 4.40 0.11 CB26 CB28 0.00 0.90 0.00 1.16 8.82 2.20 2.56 0.009 12 1.500 5 6.30 41 8.03 0.01 CB28 OSV 0.00 0.90 0.00 1.82 8.83 2.20 4.00 0.009 14 1.960 50 10.87 37 10.17 0.08 A*C from CB27-CB28 OSV CB29 0.00 0.90 0.00 1.82 8.91 2.18 3.98 0.009 14 0.500 36 5.49 72 5.13 0.12 CB29 CB51 0.00 0.90 0.00 2.29 9.03 2.16 4.95 0.009 14 0.900 43 7.36 67 6.89 0.10 A*C from S - CB29 CB51=PUMP CB21 CB22 0.34 0.9 0.31 0.31 6.30 2.73 0.84 0.024 15 0.560 106 2.62 32 2.13 0.83 CB22 CB24 0.00 0.9 0.00 0.31 7.13 2.52 0.77 0.009 12 0.001 5 0.16 475 0.21 0.40 CB27 CB28 0.73 0.9 0.66 0.66 6.30 2.73 1.80 0.024 15 0.160 115 1.40 128 1.14 1.68 S CB32 0.27 0.9 0.25 0.25 6.30 2.73 0.67 0.024 15 0.030 33 0.61 111 0.49 1.11 CB32 CB33 0.00 0.9 0.00 0.25 7.41 2.46 0.61 0.009 12 0.500 43 3.64 17 4.63 0.15 CB33 CB29 0.00 0.9 0.00 0.46 7.57 2.43 1.13 0.009 12 0.500 95 3.64 31 4.63 0.34 A*C FROM S2 - CB33 S2 CB33 0.24 0.9 0.22 0.22 6.30 2.73 0.59 0.024 15 4.100 25 7.09 8 5.77 0.07 S3 CB3 1.20 0.9 1.08 1.08 6.30 2.73 2.95 0.024 15 0.350 104 2.07 143 1.69 1.03 CB3 CB5 0 0.9 0.00 1.29 7.33 2.48 3.19 0.009 14 0.350 91 4.59 69 4.30 0.35 A*C FROM S4-CB3 CB5 CB6 0 0.9 0.00 1.51 7.68 2.40 3.63 0.009 14 1.000 16 7.76 47 7.26 0.04 A*C FROM CB5A - CB5 CB6 CB7 0 0.9 0.00 1.51 7.72 2.40 3.62 0.009 14 6.430 35 19.69 18 18.41 0.03 CB7 EX 0 0.9 0.00 1.51 7.75 2.39 3.61 0.009 14 0.350 69 4.59 79 4.30 0.27 S4 CB59 0.10 0.9 0.09 0.09 6.30 2.73 0.25 0.024 15 0.390 125 2.19 11 1.78 1.17 CB59 CB60 0.00 0.9 0.00 0.21 7.47 2.45 0.51 0.009 12 0.350 107 3.04 17 3.88 0.46 CB60 CB56 0.00 0.9 0.00 0.21 7.93 2.35 0.49 0.009 12 0.350 29 3.04 16 3.88 0.12 A*C FROM CB58-CB60 CB56 CB3 0.00 0.9 0.00 0.21 8.05 2.33 0.49 0.009 12 0.380 65 3.17 15 4.04 0.27 CB58 CB57 0.13 0.9 0.12 0.12 6.30 2.73 0.32 0.009 15 0.390 125 5.83 6 4.75 0.44 CB57 CB60 0.00 0.9 0.00 0.12 6.74 2.62 0.31 0.009 12 0.350 107 3.04 10 3.88 0.46 CB5A CB5 0.25 0.9 0.22 0.22 6.30 2.73 0.61 0.009 12 0.350 57 3.04 20 3.88 0.25 NO819 NO820 0.13 0.9 0.12 0.12 6.30 2.73 0.32 0.013 12 4.080 26 7.20 4 9.16 0.05 R1 R2 0.05 0.9 0.04 0.04 6.30 2.73 0.12 0.009 8 2.000 40 2.47 5 7.07 0.09 R2 R3 0.01 0.9 0.01 0.05 6.39 2.71 0.14 0.009 8 2.000 70 2.47 6 7.07 0.16 R3 EX 0.03 0.9 0.03 0.08 6.56 2.66 0.21 0.009 8 2.000 36 2.47 8 7.07 0.08 R5 R4 0.03 0.9 0.03 0.03 6.30 2.73 0.08 0.009 8 2.000 61 2.47 3 7.07 0.14 R4 EX 0.03 0.9 0.03 0.06 6.44 2.69 0.16 0.009 8 2.000 14 2.47 6 7.07 0.03 PROJ:PIPE SIZING TABLE DOWL HKM WO:(Runoff by Rational Method)8320 154th Avenue NE FILE:(Pipe Capacity by Manning's Eqn.)Redmond, WA 98052 DATE:(Last update: 7/20/90)(206) 869-2670 (206) 869-2679 (fax) Storm:100 YEAR, 24 HOUR TOTAL RAINFALL IN INCHES:3.9 COEFFICIENTS FOR "i" EQUATION:a=2.61 b=0.63 Location Time of Rain Pipe %Veloc Flow Inc.Runoff Sum Concen. Intens Runoff n Diam Slope Length Capac Capac Full Time Remarks From To Area Coef.A*C A*C (min.)(in/hr)(cfs)Value (in.)(%)(ft)(cfs)Used (ft/sec)(min) CB20 CB21 0.47 0.90 0.42 0.42 6.30 3.19 1.34 0.024 15 0.160 95 1.40 96 1.14 1.39 CB21 CB23 0.00 0.90 0.00 0.42 7.69 2.82 1.19 0.009 12 0.001 5 0.16 728 0.21 0.40 CB23 CB34 0.00 0.90 0.00 0.42 8.09 2.73 1.15 0.009 12 0.890 89 4.86 24 6.18 0.24 CB34 CB24 0.00 0.90 0.00 0.42 8.33 2.68 1.13 0.009 12 0.550 21 3.82 30 4.86 0.07 CB24 CB25 0.00 0.90 0.00 0.73 8.40 2.66 1.94 0.009 12 0.450 62 3.45 56 4.40 0.24 A*C from CB21 -CB24 CB25 CB35 0.30 0.90 0.00 0.73 8.64 2.62 1.90 0.009 12 0.450 20 3.45 55 4.40 0.08 CB35 CB26 0.49 0.90 0.44 1.16 8.71 2.60 3.03 0.009 12 0.450 28 3.45 88 4.40 0.11 CB26 CB28 0.00 0.90 0.00 1.16 8.82 2.58 3.01 0.009 12 1.500 5 6.30 48 8.03 0.01 CB28 OSV 0.00 0.90 0.00 1.82 8.83 2.58 4.70 0.009 14 1.960 50 10.87 43 10.17 0.08 A*C from CB27-CB28 OSV CB29 0.00 0.90 0.00 1.82 8.91 2.57 4.67 0.009 14 0.500 36 5.49 85 5.13 0.12 CB29 CB51 0.00 0.90 0.00 2.29 9.03 2.54 5.82 0.009 14 0.900 43 7.36 79 6.89 0.10 A*C from S - CB29 CB51=PUMP CB21 CB22 0.34 0.9 0.31 0.31 6.30 3.19 0.98 0.024 15 0.560 106 2.62 37 2.13 0.83 CB22 CB24 0.00 0.9 0.00 0.31 7.13 2.95 0.91 0.009 12 0.001 5 0.16 556 0.21 0.40 CB27 CB28 0.73 0.9 0.66 0.66 6.30 3.19 2.10 0.024 15 0.160 115 1.40 150 1.14 1.68 S CB32 0.27 0.9 0.25 0.25 6.30 3.19 0.79 0.024 15 0.030 33 0.61 130 0.49 1.11 CB32 CB33 0.00 0.9 0.00 0.25 7.41 2.88 0.71 0.009 12 0.500 43 3.64 20 4.63 0.15 CB33 CB29 0.00 0.9 0.00 0.46 7.57 2.84 1.32 0.009 12 0.500 95 3.64 36 4.63 0.34 A*C FROM S2 - CB33 S2 CB33 0.24 0.9 0.22 0.22 6.30 3.19 0.69 0.024 15 4.100 25 7.09 10 5.77 0.07 S3 CB3 1.20 0.9 1.08 1.08 6.30 3.19 3.45 0.024 15 0.350 104 2.07 166 1.69 1.03 CB3 CB5 0.00 0.9 0.00 1.29 7.33 2.90 3.74 0.009 14 0.350 91 4.59 81 4.30 0.35 A*C FROM S4-CB3 CB5 CB6 0.00 0.9 0.00 1.51 7.68 2.82 4.26 0.009 14 1.000 16 7.76 55 7.26 0.04 A*C FROM CB5A - CB5 CB6 CB7 0.00 0.9 0.00 1.51 7.72 2.81 4.24 0.009 14 6.430 35 19.69 22 18.41 0.03 CB7 EX 0.00 0.9 0.00 1.51 7.75 2.80 4.23 0.009 14 0.350 69 4.59 92 4.30 0.27 S4 CB59 0.10 0.9 0.09 0.09 6.30 3.19 0.29 0.024 15 0.390 125 2.19 13 1.78 1.17 CB59 CB60 0.00 0.9 0.00 0.09 7.47 2.87 0.26 0.009 12 0.350 107 3.04 9 3.88 0.46 CB60 CB56 0.00 0.9 0.00 0.21 7.93 2.76 0.58 0.009 12 0.350 29 3.04 19 3.88 0.12 A*C FROM CB58-CB60 CB56 CB3 0.00 0.9 0.00 0.21 8.05 2.73 0.57 0.009 12 0.380 65 3.17 18 4.04 0.27 CB58 CB57 0.13 0.9 0.12 0.12 6.30 3.19 0.37 0.009 15 0.390 125 5.83 6 4.75 0.44 CB57 CB60 0.00 0.9 0.00 0.12 6.74 3.06 0.36 0.009 12 0.350 107 3.04 12 3.88 0.46 CB5A CB5 0.25 0.9 0.22 0.22 6.30 3.19 0.71 0.009 12 0.350 57 3.04 23 3.88 0.25 NO819 NO820 0.13 0.9 0.12 0.12 6.30 3.19 0.37 0.013 12 4.080 26 7.20 5 9.16 0.05 R1 R2 0.05 0.9 0.04 0.04 6.30 3.19 0.14 0.009 8 2.000 40 2.47 6 7.07 0.09 R2 R3 0.01 0.9 0.01 0.05 6.39 3.16 0.16 0.009 8 2.000 70 2.47 7 7.07 0.16 R3 EX 0.03 0.9 0.03 0.08 6.56 3.11 0.24 0.009 8 2.000 36 2.47 10 7.07 0.08 0 R5 R4 0.03 0.9 0.03 0.03 6.30 3.19 0.10 0.009 8 2.000 61 2.47 4 7.07 0.14 R4 EX 0.03 0.9 0.03 0.06 6.44 3.15 0.18 0.009 8 2.000 14 2.47 7 7.07 0.03 PROJECT:Ap;ron C - Boeing Flightline HYDRAULIC GRADELINE CALCULATIONS ENTR HEAD LOSS: Ke FROM Tbl 4.3.5A KCSWDM W.O.#:13726 INLET CONTROL: Hw/D FROM Fig 4.3.5C OR Fig 4.3.5D KCSWDM FN:HGLCALCS.XLS PIPE RUN:25-YEAR DISCHARGE BEND HEAD LOSS: Kb FROM Fig 4.3.4E KCSWDM DATE:14-Sep-15 JUNC HEAD LOSS: FROM Fig 4.3.4F KCSWDM (1)(2)(3)(4)(5)(6)(7)(8)(9)(10)(11)(12) (13)(14)(15)(16)(17)(18)(19)(20)(21) BARREL FRICT.ENTR ENTR EXIT OUTLET INLET USE APPR BEND JUNC HEAD LOSS DEPTH CB RIM COMMENT PIPE RUN PIPE OUTLET INLET PIPE BARREL BARREL VEL TW SLOPE FRIC HGL HEAD HEAD CONTROL CONTROLCONTROL VEL HEAD HEAD FROP-T HGL CB TO RIM TO SEGMENT Q LEN SIZE "n"ELEV ELEV So AREA VEL HEAD ELEV Sf LOSS ELEV Ke LOSS LOSS ELEV Hw/D Hw ELEV ELEV HEAD Kb LOSS LOSS BED K=0.5 ELEV NO.INVERT ELEV HGL CB to CB (cfs)(ft)(in)(ft)(ft)(%)(sq ft)(fps)(ft)(ft)(%)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft) CB51 CB29 5.0 43 14 0.009 10.53 14.97 10.33%1.07 4.68 0.34 15.97 0.41%0.18 16.15 0.50 0.17 0.34 16.66 0.90 1.05 16.02 16.66 -0.22 0.02 0.004 0.04 0.00 16.48 CB29 1.51 19.48 3.00 Assume TW = top of pipe CB29 AFL#1 4.0 36 14 0.009 14.97 15.76 2.19%1.07 3.74 0.22 16.48 0.26%0.09 16.57 0.50 0.11 0.22 16.90 0.96 1.12 16.88 16.90 -0.22 0.02 0.004 0.00 0.00 16.69 AFL#1 0.93 19.48 2.79 AFL#1CB28 4.0 50 14 0.009 15.76 16.51 1.50%1.07 3.74 0.22 16.69 0.26%0.13 16.82 0.50 0.11 0.22 17.14 0.97 1.13 17.64 17.64 -0.17 0.02 0.003 0.00 0.00 17.47 CB28 0.96 19.48 2.01 CB28 CB26 2.6 5 12 0.009 16.51 16.54 0.60%0.79 3.31 0.17 17.47 0.25%0.01 17.49 0.50 0.09 0.17 17.74 0.96 0.96 17.50 17.74 -0.17 0.02 0.003 0.07 0.00 17.65 CB26 1.11 19.13 1.48 CB26 CB35 2.6 28 12 0.009 16.54 16.68 0.50%0.79 3.31 0.17 17.65 0.25%0.07 17.72 0.50 0.09 0.17 17.97 0.77 0.77 17.45 17.97 -0.06 1.32 0.085 0.00 0.00 18.00 CB35 1.32 19.20 1.20 CB35 CB25 1.6 20 12 0.009 16.68 16.78 0.50%0.79 2.04 0.06 18.00 0.10%0.02 18.01 0.50 0.03 0.06 18.11 0.77 0.77 17.55 18.11 -0.07 0.02 0.001 0.00 0.00 18.04 CB25 1.26 19.25 1.21 CB25 CB24 1.7 62 12 0.009 16.78 17.09 0.50%0.79 2.16 0.07 18.04 0.11%0.07 18.11 0.50 0.04 0.07 18.22 0.60 0.60 17.69 18.22 -0.03 0.02 0.001 0.00 0.00 18.19 CB24 1.10 19.29 1.10 CB24 CB34 1.0 21 12 0.009 17.09 17.20 0.52%0.79 1.27 0.03 18.19 0.04%0.01 18.20 0.50 0.01 0.03 18.24 0.60 0.60 17.80 18.24 -0.03 0.02 0.001 0.01 0.00 18.22 CB34 1.02 19.69 1.47 CB34 CB23 1.0 89 12 0.009 17.20 17.65 0.51%0.79 1.27 0.03 18.22 0.04%0.03 18.26 0.50 0.01 0.03 18.30 0.50 0.50 18.15 18.30 -0.03 1.32 0.033 0.00 0.00 18.30 CB23 0.65 19.87 1.57 CB23 CB21 1.0 5 12 0.009 18.00 18.00 0.00%0.79 1.27 0.03 18.30 0.04%0.00 18.31 0.50 0.01 0.03 18.34 0.50 0.50 18.50 18.50 -0.01 1.32 0.020 0.00 0.00 18.50 CB21 0.50 20.30 1.80 CB21 CB20 1.2 95 15 0.024 18.00 18.70 0.74%1.23 0.98 0.01 18.50 0.12%0.11 18.62 0.50 0.01 0.01 18.64 0.50 0.63 19.33 19.33 0.00 1.32 0.000 0.00 0.00 19.33 CB20 0.63 20.28 0.96 CB24 CB22 0.8 5 12 0.009 17.32 17.32 0.00%0.79 1.02 0.02 18.22 0.02%0.00 18.23 0.50 0.01 0.02 18.25 0.50 0.50 17.82 18.25 -0.01 1.32 0.009 0.00 0.00 18.25 CB22 0.93 19.67 1.42 CB22 CB21 0.8 106 15 0.024 17.32 17.91 0.56%1.23 0.65 0.01 18.25 0.05%0.05 18.31 0.50 0.00 0.01 18.32 0.60 0.75 18.66 18.66 0.00 0.02 0.000 0.00 0.00 18.66 CB21 0.75 20.28 1.62 CB28 CB27 1.8 115 15 0.024 16.51 16.73 0.19%1.23 1.47 0.03 17.65 0.26%0.30 17.95 0.50 0.02 0.03 18.00 0.68 0.85 17.58 18.00 0.00 0.02 0.000 0.00 0.00 18.00 CB27 1.27 19.02 1.02 CB29 CB33 1.1 95 12 0.009 14.97 15.51 0.57%0.79 1.40 0.03 16.48 0.05%0.04 16.52 0.50 0.02 0.03 16.57 0.50 0.50 16.01 16.57 -0.01 0.02 0.000 0.00 0.00 16.56 CB33 1.05 18.44 1.88 CB33 CB32 0.6 43 12 0.009 15.52 15.73 0.49%0.79 0.76 0.01 16.56 0.01%0.01 16.57 0.50 0.00 0.01 16.58 0.50 0.50 16.23 16.58 -0.01 1.32 0.007 0.00 0.00 16.58 CB32 0.85 18.03 1.45 CB32 S 0.7 33 15 0.024 15.73 15.74 0.03%1.23 0.57 0.01 16.58 0.04%0.01 16.60 0.50 0.00 0.01 16.60 0.50 0.63 16.37 16.60 0.00 0.02 0.000 0.00 0.00 16.60 S 0.86 18.02 1.42 CB33 S2 0.6 25 15 0.024 15.99 17.01 4.08%1.23 0.49 0.00 16.56 0.03%0.01 16.57 0.50 0.00 0.00 16.58 0.50 0.63 17.64 17.64 0.00 0.02 0.000 0.00 0.00 17.64 S2 0.63 18.29 0.65 EX CB7 3.6 69 16 0.009 13.29 13.53 0.35%1.40 2.58 0.10 14.36 0.10%0.07 14.43 0.50 0.05 0.10 14.59 1.00 1.33 14.86 14.86 -0.10 1.32 0.136 0.01 0.00 14.90 CB7 1.37 19.15 4.25 Assumed TW is 1/2 way up the culvert CB7 CB6 3.6 35 16 0.009 13.53 15.18 4.71%1.40 2.58 0.10 14.90 0.10%0.04 14.94 0.50 0.05 0.10 15.09 1.00 1.33 16.51 16.51 -0.18 0.52 0.092 0.01 0.00 16.44 CB6 1.26 19.08 2.64 CB6 CB5 3.6 16 14 0.009 15.35 15.94 3.69%1.07 3.37 0.18 16.44 0.21%0.03 16.47 0.50 0.09 0.18 16.74 1.00 1.17 17.11 17.11 -0.13 0.33 0.043 0.02 0.00 17.04 CB5 1.10 19.32 2.28 CB5 CB3 3.1 91 14 0.009 15.94 16.21 0.30%1.07 2.90 0.13 17.04 0.16%0.14 17.18 0.50 0.07 0.13 17.38 0.95 1.11 17.32 17.38 -0.04 0.02 0.001 0.01 0.00 17.34 CB3 1.13 18.51 1.17 CB3 S3 3.0 104 18 0.024 16.21 16.57 0.35%1.77 1.70 0.04 17.34 0.28%0.29 17.62 0.50 0.02 0.04 17.69 0.95 1.43 18.00 18.00 0.00 1.32 0.000 0.00 0.00 18.00 S3 1.43 18.60 0.61 CB3 CB56 0.5 65 12 0.009 16.21 16.46 0.38%0.79 0.64 0.01 17.34 0.01%0.01 17.34 0.50 0.00 0.01 17.35 0.50 0.50 16.96 17.35 -0.01 0.68 0.004 0.00 0.00 17.35 CB56 0.89 18.81 1.46 CB56 CB60 0.5 29 12 0.009 16.46 16.56 0.34%0.79 0.64 0.01 17.35 0.01%0.00 17.35 0.50 0.00 0.01 17.36 0.50 0.50 17.06 17.36 -0.01 1.32 0.008 0.00 0.00 17.37 CB60 0.81 19.08 1.71 CB60 CB59 0.5 107 12 0.009 16.56 16.93 0.35%0.79 0.64 0.01 17.37 0.01%0.01 17.38 0.50 0.00 0.01 17.39 0.50 0.50 17.43 17.43 0.00 1.32 0.001 0.00 0.00 17.43 CB59 0.50 19.00 1.57 CB59 S4 0.3 123 15 0.024 16.93 17.36 0.35%1.23 0.24 0.00 17.43 0.01%0.01 17.44 0.50 0.00 0.00 17.44 0.50 0.63 17.99 17.99 0.00 0.02 0.000 0.00 0.00 17.99 S4 0.63 19.27 1.29 CB60 CB57 0.3 26 12 0.009 16.56 16.65 0.35%0.79 0.38 0.00 17.37 0.00%0.00 17.37 0.50 0.00 0.00 17.37 0.50 0.50 17.15 17.37 -0.01 1.32 0.015 0.00 0.00 17.38 CB57 0.73 19.30 1.92 CB57 CB58 0.3 92 8 0.009 16.65 16.97 0.35%0.35 0.86 0.01 17.38 0.03%0.03 17.40 0.50 0.01 0.01 17.42 0.50 0.33 17.30 17.42 0.00 0.02 0.000 0.00 0.00 17.42 CB58 0.45 18.99 1.57 CB5 CB5A 0.6 57 12 0.009 15.94 16.14 0.35%0.79 0.76 0.01 17.04 0.01%0.01 17.04 0.50 0.00 0.01 17.06 0.50 0.50 16.64 17.06 0.00 0.02 0.000 0.00 0.00 17.06 CB5A 0.92 18.69 1.63 NO820NO819 1.3 26 12 0.009 14.54 15.60 4.08%0.79 1.66 0.04 15.54 0.06%0.02 15.56 0.50 0.02 0.04 15.62 0.63 0.63 16.23 16.23 0.00 0.02 0.000 0.00 0.00 16.23 NO819 0.63 17.96 1.73 Assumed TW is the top of the pipe PROJECT:Ap;ron C - Boeing Flightline HYDRAULIC GRADELINE CALCULATIONS ENTR HEAD LOSS: Ke FROM Tbl 4.3.5A KCSWDM W.O.#:13726 INLET CONTROL: Hw/D FROM Fig 4.3.5C OR Fig 4.3.5D KCSWDM FN:HGLCALCS.XLS PIPE RUN:100-YEAR DISCHARGE BEND HEAD LOSS: Kb FROM Fig 4.3.4E KCSWDM DATE:14-Sep-15 JUNC HEAD LOSS: FROM Fig 4.3.4F KCSWDM (1)(2)(3)(4)(5)(6)(7)(8)(9)(10)(11)(12) (13)(14)(15)(16)(17)(18)(19)(20)(21) BARREL FRICT.ENTR ENTR EXIT OUTLET INLET USE APPR BEND JUNC HEAD LOSS DEPTH CB RIM COMMENT PIPE RUN PIPE OUTLET INLET PIPE BARREL BARREL VEL TW SLOPE FRIC HGL HEAD HEAD CONTROL CONTROL CONTROL VEL HEAD HEAD FROP-T HGL CB TO RIM TO SEGMENT Q LEN SIZE "n"ELEV ELEV So AREA VEL HEAD ELEV Sf LOSS ELEV Ke LOSS LOSS ELEV Hw/D Hw ELEV ELEV HEAD Kb LOSS LOSS BED K=0.5 ELEV NO.INVERT ELEV HGL CB to CB (cfs)(ft)(in)(ft)(ft)(%)(sq ft)(fps)(ft)(ft)(%)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft) CB51 CB29 5.9 43 14 0.009 10.53 14.97 10.33%1.07 5.52 0.47 16.14 0.57%0.25 16.39 0.50 0.24 0.47 17.10 1.50 1.75 16.72 17.10 -0.30 0.02 0.006 0.05 0.00 16.85 CB29 1.88 19.48 2.63 Assumed TW is at the top of the 14" pipe CB29 AFL#1 4.7 36 14 0.009 14.97 15.76 2.19%1.07 4.40 0.30 16.85 0.36%0.13 16.98 0.50 0.15 0.30 17.43 1.30 1.52 17.28 17.43 -0.31 0.02 0.006 0.00 0.00 17.13 AFL#1 1.37 19.48 2.35 AFL#1CB28 4.8 50 14 0.009 15.76 16.51 1.50%1.07 4.49 0.31 17.13 0.38%0.19 17.31 0.50 0.16 0.31 17.78 1.30 1.52 18.03 18.03 -0.58 0.02 0.012 0.00 0.00 17.46 CB28 0.95 19.48 2.02 CB28 CB26 4.8 5 12 0.009 16.51 16.54 0.60%0.79 6.11 0.58 17.46 0.86%0.04 17.50 0.50 0.29 0.58 18.37 1.30 1.30 17.84 18.37 -0.24 0.02 0.005 0.07 0.00 18.21 CB26 1.67 19.13 0.92 CB26 CB35 3.1 28 12 0.009 16.54 16.68 0.50%0.79 3.95 0.24 18.21 0.36%0.10 18.31 0.50 0.12 0.24 18.67 1.00 1.00 17.68 18.67 -0.24 1.32 0.319 0.00 0.00 18.75 CB35 2.07 19.20 0.45 CB35 CB25 3.1 20 12 0.009 16.68 16.78 0.50%0.79 3.95 0.24 18.75 0.36%0.07 18.82 0.50 0.12 0.24 19.18 1.00 1.00 17.78 19.18 -0.09 0.02 0.002 0.00 0.00 19.09 CB25 2.31 19.25 0.16 CB25 CB24 1.9 62 12 0.009 16.78 17.09 0.50%0.79 2.42 0.09 19.09 0.13%0.08 19.18 0.50 0.05 0.09 19.31 0.73 0.73 17.82 19.31 -0.10 0.02 0.002 0.00 0.00 19.21 CB24 2.12 19.29 0.08 CB24 CB34 2.0 21 12 0.009 17.09 17.20 0.52%0.79 2.55 0.10 19.21 0.15%0.03 19.25 0.50 0.05 0.10 19.40 0.73 0.73 17.93 19.40 -0.03 0.02 0.001 0.01 0.00 19.38 CB34 2.18 19.69 0.31 CB34 CB23 1.1 89 12 0.009 17.20 17.65 0.51%0.79 1.40 0.03 19.38 0.05%0.04 19.42 0.50 0.02 0.03 19.46 0.50 0.50 18.15 19.46 -0.04 1.32 0.048 0.00 0.00 19.47 CB23 1.82 19.87 0.40 CB23 CB21 1.2 5 12 0.009 18.00 18.00 0.00%0.79 1.53 0.04 19.47 0.05%0.00 19.48 0.50 0.02 0.04 19.53 0.50 0.50 18.50 19.53 -0.01 1.32 0.020 0.00 0.00 19.54 CB21 1.54 20.30 0.76 CB21 CB20 1.2 95 15 0.024 18.00 18.70 0.74%1.23 0.98 0.01 19.54 0.12%0.11 19.65 0.50 0.01 0.01 19.67 0.50 0.63 19.33 19.67 0.00 1.32 0.000 0.00 0.00 19.67 CB20 0.97 20.28 0.61 CB24 CB22 0.9 5 12 0.009 17.32 17.32 0.00%0.79 1.15 0.02 19.38 0.03%0.00 19.38 0.50 0.01 0.02 19.41 0.50 0.50 17.82 19.41 -0.01 1.32 0.014 0.00 0.00 19.41 CB22 2.09 19.67 0.26 CB22 CB21 1.0 106 15 0.024 17.32 17.91 0.56%1.23 0.81 0.01 19.41 0.08%0.09 19.50 0.50 0.01 0.01 19.51 0.50 0.63 18.54 19.51 0.00 0.02 0.000 0.00 0.00 19.51 CB21 1.60 20.28 0.77 CB28 CB27 2.1 115 15 0.024 16.51 16.73 0.19%1.23 1.71 0.05 18.21 0.36%0.41 18.62 0.50 0.02 0.05 18.69 0.68 0.85 17.58 18.69 0.00 0.02 0.000 0.00 0.00 18.69 CB27 1.96 19.02 0.33 CB29 CB33 1.3 95 12 0.009 14.97 15.51 0.57%0.79 1.66 0.04 16.85 0.06%0.06 16.91 0.50 0.02 0.04 16.98 0.50 0.50 16.01 16.98 -0.01 0.02 0.000 0.00 0.00 16.97 CB33 1.46 18.44 1.47 CB33 CB32 0.7 43 12 0.009 15.52 15.73 0.49%0.79 0.89 0.01 16.97 0.02%0.01 16.98 0.50 0.01 0.01 16.99 0.50 0.50 16.23 16.99 -0.01 1.32 0.009 0.00 0.00 17.00 CB32 1.27 18.03 1.03 CB32 S 0.8 33 15 0.024 15.73 15.74 0.03%1.23 0.65 0.01 17.00 0.05%0.02 17.01 0.50 0.00 0.01 17.02 0.50 0.63 16.37 17.02 0.00 0.02 0.000 0.00 0.00 17.02 S 1.28 18.02 1.00 CB33 S2 0.7 25 15 0.024 15.99 17.01 4.08%1.23 0.57 0.01 16.97 0.04%0.01 16.98 0.50 0.00 0.01 16.98 0.50 0.63 17.64 17.64 0.00 0.02 0.000 0.00 0.00 17.64 S2 0.63 18.29 0.65 EX CB7 4.2 69 16 0.009 13.29 13.53 0.35%1.40 3.01 0.14 16.86 0.14%0.10 16.96 0.50 0.07 0.14 17.17 1.10 1.47 15.00 17.17 -0.14 1.32 0.185 0.01 0.00 17.22 CB7 3.69 19.15 1.93 Assumed TW is at the top of the 5' cuvlert CB7 CB6 4.2 35 16 0.009 13.53 15.18 4.71%1.40 3.01 0.14 17.22 0.14%0.05 17.27 0.50 0.07 0.14 17.48 1.10 1.47 16.65 17.48 -0.24 0.52 0.125 0.01 0.00 17.38 CB6 2.20 19.08 1.70 CB6 CB5 4.2 16 14 0.009 15.35 15.94 3.69%1.07 3.93 0.24 17.38 0.29%0.05 17.42 0.50 0.12 0.24 17.78 1.10 1.28 17.22 17.78 -0.19 0.33 0.061 0.02 0.00 17.68 CB5 1.74 19.32 1.64 CB5 CB3 3.7 91 14 0.009 15.94 16.21 0.30%1.07 3.46 0.19 17.68 0.22%0.20 17.89 0.50 0.09 0.19 18.17 0.96 1.12 17.33 18.17 -0.06 1.32 0.080 0.01 0.00 18.19 CB3 1.98 18.51 0.32 CB3 S3 3.5 104 18 0.024 16.21 16.57 0.35%1.77 1.98 0.06 18.19 0.37%0.39 18.58 0.50 0.03 0.06 18.68 0.90 1.35 17.92 18.68 0.00 0.02 0.000 0.00 0.00 18.68 S3 2.11 18.60 -0.08 CB3 CB56 0.6 65 12 0.009 16.21 16.46 0.38%0.79 0.76 0.01 18.19 0.01%0.01 18.20 2.50 0.02 0.01 18.23 0.50 0.50 16.96 18.23 -0.01 0.68 0.006 0.00 0.00 18.23 CB56 1.77 18.81 0.58 CB56 CB60 0.6 29 12 0.009 16.46 16.56 0.34%0.79 0.76 0.01 18.23 0.01%0.00 18.24 3.50 0.03 0.01 18.28 0.50 0.50 17.06 18.28 0.00 1.32 0.003 0.00 0.00 18.28 CB60 1.72 19.08 0.80 CB60 CB59 0.3 107 12 0.009 16.56 16.93 0.35%0.79 0.38 0.00 18.28 0.00%0.00 18.28 4.50 0.01 0.00 18.29 0.50 0.50 17.43 18.29 0.00 1.32 0.001 0.00 0.00 18.29 CB59 1.36 19.00 0.71 CB59 S4 0.3 123 15 0.024 16.93 17.36 0.35%1.23 0.24 0.00 18.29 0.01%0.01 18.30 5.50 0.01 0.00 18.31 0.50 0.63 17.99 18.31 0.00 0.02 0.000 0.00 0.00 18.31 S4 0.95 19.27 0.96 CB60 CB57 0.4 26 12 0.009 16.56 16.65 0.35%0.79 0.51 0.00 18.28 0.01%0.00 18.28 7.50 0.03 0.00 18.31 0.50 0.50 17.15 18.31 -0.02 1.32 0.027 0.00 0.00 18.32 CB57 1.67 19.30 0.98 CB57 CB58 0.4 92 8 0.009 16.65 16.97 0.35%0.35 1.15 0.02 18.32 0.05%0.05 18.37 8.50 0.17 0.02 18.56 0.50 0.33 17.30 18.56 0.00 0.02 0.000 0.00 0.00 18.56 CB58 1.59 18.99 0.43 CB5 CB5A 0.7 57 12 0.009 15.94 16.14 0.35%0.79 0.89 0.01 17.68 0.02%0.01 17.69 0.50 0.01 0.01 17.71 0.50 0.50 16.64 17.71 0.00 0.02 0.000 0.00 0.00 17.71 CB5A 1.57 18.69 0.98 NO820NO819 1.5 26 12 0.009 14.54 15.60 4.08%0.79 1.91 0.06 15.54 0.08%0.02 15.56 0.50 0.03 0.06 15.65 0.73 0.73 16.33 16.33 0.00 0.02 0.000 0.00 0.00 16.33 NO819 0.73 17.96 1.63 Assumed TW is the top of the pipe EX R3 0.2 36 8 0.009 15.76 16.48 2.00%0.35 0.69 0.01 16.43 0.02%0.01 16.44 2.50 0.02 0.01 16.46 0.50 0.33 16.81 16.81 0.00 0.02 0.000 0.00 0.00 16.81 R3 0.33 20.45 3.64 R3 R2 0.2 70 8 0.009 16.48 17.88 2.00%0.35 0.46 0.00 16.81 0.01%0.01 16.82 3.50 0.01 0.00 16.83 0.50 0.33 18.21 18.21 0.00 0.02 0.000 0.00 0.00 18.21 R2 0.33 20.47 2.26 R2 R1 0.1 40 8 0.009 17.88 18.68 2.00%0.35 0.40 0.00 18.21 0.01%0.00 18.21 4.50 0.01 0.00 18.23 0.50 0.33 19.01 19.01 0.00 0.02 0.000 0.00 0.00 19.01 R1 0.33 20.50 1.49 EX R4 0.2 14 8 0.009 15.76 16.04 2.00%0.35 0.57 0.01 16.43 0.01%0.00 16.43 7.50 0.04 0.01 16.48 0.50 0.33 16.37 16.48 0.00 0.02 0.000 0.00 0.00 16.47 R4 0.43 20.26 3.79 R4 R5 0.1 61 8 0.009 16.04 17.26 2.00%0.35 0.29 0.00 16.47 0.00%0.00 16.48 8.50 0.01 0.00 16.49 0.50 0.33 17.59 17.59 #REF!0.02 #REF!0.00 0.00 #REF!R5 #REF!19.80 #REF! Appendix C CSWPPP Plans LAND USE PERMIT LAND USE PERMIT Appendix D Operations and Maintenance Manual 425-869-2670 8420 154th Avenue NERedmond, Washington 98052 STORMWATER MAP O&M MANUAL APRON C NORTH 425-869-2670 8420 154th Avenue NERedmond, Washington 98052 STORMWATER MAP APRON C SOUTH O&M MANUAL APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009A-7 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash or debris of more than ½ cubic foot which is located immediately in front of the structure opening or is blocking capacity of the structure by more than 10%. No Trash or debris blocking or potentially blocking entrance to structure. Trash or debris in the structure that exceeds 1/3the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the structure. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60% of the depth from the bottom of the structure to the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Sump of structure contains no sediment. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering structure through cracks, or maintenance person judges that structure is unsound. Structure is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering structure through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Structure has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the structure at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Structure Ladder rungs missing or unsafe Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Ladder meets design standards and allows maintenance person safe access. T section is not securely attached to structure wall and outlet pipe structure should support at least 1,000 lbs of up or down pressure. T section securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight or show signs of deteriorated grout. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. FROP-T Section Damage Any holes—other than designed holes—in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix AA-8 NO. 4 – CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Damaged or missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Orifice Plate Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Overflow Pipe Deformed or damaged lip Lip of overflow pipe is bent or deformed. Overflow pipe does not allow overflow at an elevation lower than design Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil enteringat the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (If Applicable) Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009A-9 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash or debris of more than ½ cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 10%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Trash and debris Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of insects or rodents. Corner of frame extends more than ¾ inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than ¼ inch. Top slab is free of holes and cracks. Damage to frame and/or top slab Frame not sitting flush on top slab, i.e., separation of more than ¾ inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks wider than ½ inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks in walls or bottom Cracks wider than ½ inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of inlet/outlet pipes. Structure Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix AA-10 NO. 5 – CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Unsafe grate opening Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Metal Grates (Catch Basins) Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Cover/lid not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Boltscannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Manhole Cover/Lid Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009A-11 NO. 6 – CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Pipes Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Ditches Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix AA-16 NO. 11 – GROUNDS (LANDSCAPING) Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Trash or litter Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnelor the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Grass/groundcover Grass or groundcover exceeds 18 inches in height. Grass or groundcover mowed to a height no greater than 6 inches. Hazard Any tree or limb of a tree identified as having apotential to fall and cause property damage or threaten human life.A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees and Shrubs Damaged Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix AA-30 NO. 21 – STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Contaminants and pollution Any evidence of contaminants or pollution such as oils, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Site Life cycle System has not been inspected for three years. Facility is re-inspected and any needed maintenance performed. Sediment on vault floor Greater than 2 inches of sediment. Vault is free of sediment. Sediment on top of cartridges Greater than ½ inch of sediment. Vault is free of sediment. Vault Treatment Area Multiple scum lines above top of cartridges Thick or multiple scum lines above top of cartridges. Probably due to plugged canisters or underdrain manifold. Cause of plugging corrected, canisters replaced if necessary. Damage to wall, Frame, Bottom, and/or Top Slab Cracks wider than ½-inch and any evidence of soil particles entering the structure through the cracks, or qualified inspection personnel determines the vault is not structurally sound. Vault replaced or repaired to design specifications. Vault Structure Baffles damaged Baffles corroding, cracking warping, and/or showing signs of failure as determined by maintenance/inspection person. Repair or replace baffles to specification. Standing water in vault 9 inches or greater of static water in the vault for more than 24 hours following a rain event and/or overflow occurs frequently. Probably due to plugged filter media, underdrain or outlet pipe. No standing water in vault 24 hours after a rain event. Filter Media Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and Clean-Outs Sediment/debris Underdrains or clean-outs partially plugged or filled with sediment and/or debris. Underdrains and clean-outs free of sediment and debris. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil enteringat the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access Manhole Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009A-31 NO. 21 – STORMFILTER (CARTRIDGE TYPE) Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009A-33 NO. 23 – COALESCING PLATE OIL/WATER SEPARATOR Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Trash and debris Any trash or debris which impairs the function of the facility. Trash and debris removed from facility. Site Contaminants and pollution Floating oil in excess of 1 inch in first chamber, any oil in other chambers or other contaminants of any type in any chamber. No contaminants present other than a surface oil film. Sediment accumulation in the forebay Sediment accumulation of 6 inches or greater in the forebay. No sediment in the forebay. Discharge water not clear Inspection of discharge water shows obvious signs of poor water quality - effluent discharge from vault shows thick visible sheen. Repair function of plates so effluent is clear. Trash or debris accumulation Trash and debris accumulation in vault (floatables and non-floatables). Trash and debris removed from vault. Vault Treatment Area Oil accumulation Oil accumulation that exceeds 1 inch at the water surface in the in the coalescing plate chamber. No visible oil depth on water and coalescing plates clear of oil. Damaged Plate media broken, deformed, cracked and/or showing signs of failure. Replace that portion of media pack or entire plate pack depending on severity of failure. Coalescing Plates Sediment accumulation Any sediment accumulation which interferes with the operation of the coalescing plates. No sediment accumulation interfering with the coalescing plates. Damage to Wall, Frame, Bottom, and/or Top Slab Cracks wider than ½-inch and any evidence of soil particles entering the structure through the cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Vault replaced or repaired to design specifications. Vault Structure Baffles damaged Baffles corroding, cracking, warping and/or showing signs of failure as determined by maintenance/inspection person. Repair or replace baffles to specifications. Ventilation Pipes Plugged Any obstruction to the ventilation pipes. Ventilation pipes are clear. Shutoff Valve Damaged or inoperable Shutoff valve cannot be opened or closed. Shutoff valve operates normally. Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. Trash and debris Trash and debris accumulated in inlet/outlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Inlet/Outlet Pipe Damaged Cracks wider than ½-inch at the joint of the inlet/outlet pipes or any evidence of soil enteringat the joints of the inlet/outlet pipes. No cracks more than ¼-inch wide at the joint of the inlet/outlet pipe. Cover/lid not in place Cover/lid is missing or only partially in place. Any open manhole requires immediate maintenance. Manhole access covered. Locking mechanism not working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools. Cover/lid difficult to remove One maintenance person cannot remove cover/lid after applying 80 lbs of lift. Cover/lid can be removed and reinstalled by one maintenance person. Access Manhole Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1/9/2009 2009 Surface Water Design Manual – Appendix AA-34 NO. 23 – COALESCING PLATE OIL/WATER SEPARATOR Maintenance Component Defect Condition When Maintenance is Needed Results Expected When Maintenance is Performed Damaged or difficult to open Large access doors or plates cannot be opened/removed using normal equipment. Replace or repair access door so it can opened as designed. Gaps, doesn't cover completely Large access doors not flat and/or access opening not completely covered. Doors close flat and cover access opening completely. Large access doors/plate Lifting Rings missing, rusted Lifting rings not capable of lifting weight of door or plate. Lifting rings sufficient to lift or remove door or plate. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2009 Surface Water Design Manual – Appendix A 1/9/2009A-35 NO. 24 – CATCH BASIN INSERT Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Visible Oil Visible oil sheen passing through media Media inset replaced. Insert does not fit catch basin properly Flow gets into catch basin without going through media. All flow goes through media. Filter media plugged Filter media plugged.Flow through filter media is normal. Oil absorbent media saturated Media oil saturated. Oil absorbent media replaced. Water saturated Catch basin insert is saturated with water, which no longer has the capacity to absorb. Insert replaced. Service life exceeded Regular interval replacement due to typical average life of media insert product, typically onemonth. Media replaced at manufacturer’s recommended interval. Media Insert Seasonal maintenance When storms occur and during the wet season. Remove, clean and replace or install new insert after major storms, monthly during the wet season or at manufacturer’s recommended interval.