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RS_ Approved Seattle Pipe Trades DRAINAGE REPORT (TIR) U15005192_PR15000025-FLATTENED.pdf
Seattle 425-753-1869 Portland 971-295-6441 SEATTLE PIPE TRADES ADDITION 595 MONSTER RD SW RENTON, WASHINGTON Prepared Exclusively for Seattle Pipe Trades by: Novadyne Civil Engineers (425) 753-1869 15 April 8, 2015June 19, 2015 January 6, 2017 Rev. February 23, 2017 Rev. March 15, 2017 Rev. March 23, 2017 Rev. May 31, 2017 Rev. Civil Engineers NOVAdyne U15005192 SURFACE WATER UTILITY rstraka 06/01/2017 DEVELOPMENT ENGINEERING rnair 06/08/2017 TABLE OF CONTENTS 1.0 PROJECT OVERVIEW ................................................................................................................. 1 2.0 CONDITIONS AND REQUIREMENTS SUMMARY ................................................................. 2 2.1 Analysis of the Eight Core Requirements ............................................................................... 2 2.2 Analysis of the Five Special Requirements ............................................................................ 3 3.0 OFF-SITE ANALYSIS .................................................................................................................... 5 3.1 Upstream Drainage .................................................................................................................... 5 3.2 Downstream Drainage Course ................................................................................................. 5 4.0 ANALYSIS AND DESIGN ............................................................................................................. 6 4.1 Existing Site Hydrology ............................................................................................................. 6 4.2 Developed Site Hydrology ........................................................................................................ 6 4.3 Flow Control ................................................................................................................................ 7 4.4 Water Quality .............................................................................................................................. 7 4.5 Flood Plain................................................................................................................................... 7 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................................................................ 9 6.0 SPECIAL REPORTS AND STUDIES ....................................................................................... 10 7.0 OTHER PERMITS ........................................................................................................................ 11 8.0 ESC ANALYSIS AND DESIGN .................................................................................................. 12 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT . 13 10.0 OPERATIONS AND MAINTENANCE MANUAL ..................................................................... 14 GEOTECHNICAL REPORT............................................................................................................101 Page 1 1.0 PROJECT OVERVIEW The Seattle Pipe Trades Addition is located at the Seattle Pipe Trades facility in the City of Renton Washington at 595 Monster RD SW andlies within Section 24, Township 23 North, Range 4 East. Please refer to the Vicinity Map within this section for a depiction of the project site. The project site is currently an undeveloped grassed area just west of an existing parking lot. The surrounding properties are the Boeing Building 25-01 to the north, Oakesdale Avenue Southwest to the east, vacant land owned by Boeing to the south, and existing stormwater ponds and mitigated wetlands to the west. According to the City of Renton soils maps, the on-site soils consist of Puget Silty Clay Loam, also known as till soils. The site is located within the 100-year floodplain per current adopted FIRM mapping. No regulated wetlands currently exist on site. The site is also located within a Seismic Hazard Area according to the City of Renton mapping. The project area drains to the north through an existing 12-inch culvert to existing stormwater ponds that were constructed as a part of the Boeing Company Surface Water Management Project in 1999. The site is within the Black River Basin, also a part of the Duwamish-Green watershed. The parking lot expansion area will incorporate permeable paving to provide stormwater treatment, storage, and infiltration. WWHM was used to model the permeable pavement section. The 8-inch base will provide stormwater storage, while the stormwater infiltrates into the underlying soils. Surface runoff from the permeable pavement is not anticipated and will only occur in the event that the porous asphalt pores get clogged or a storm event that exceeds the 100 year model. The permeable pavement section has been modeled to infiltrate the entire 100-year developed storm event. The parking area expansion will minimize impacts to the existing floodplain and will not reduce the effective storage volume within the floodplain. The onsite stormwater facilities will be designed in accordance with the 2009 King County Surface Water Design Manual (KCSWDM), 2012 Low Impact Development Technical Guidance Manual for Puget Sound, and the City of Renton Amendments to the KCSWDM. The Seattle Pipe Trades Addition is located at the Seattle Pipe Trades facility in the City of Renton Washington at 595 Monster RD SW and lies within Section 24, Township 23 North, Range 4 East. Please refer to the Vicinity Map within this section for a depiction of the project site. Seattle Area Pipe Trades is proposing to add an 11,900SF addition to the current 53,400sf Building on the south side of the building located at 595 Monster Rd SW Renton, WA 98057 Parcel 240324-9122 County of King, State of Washington. This will require relocation of some utilities and expansion of parking to the south of the 5.53 Acre Site. The neighboring property Owner has agreed to sell additional area and/or possibly grant construction and slope easements to allow additional parking to be developed. According to the City of Renton soils maps, the on-site soils consist of Puget Silty Clay Loam, however the Geotech Report indicates alluvial soils in the area of pavement so we have modeled this as outwash A/B . The site is located within the 100-year floodplain per current adopted FIRM mapping. No regulated wetlands currently exist on site. The site is also located adjacent to a Seismic Hazard Area according to the City of Renton mapping. The project area drains to the north through an existing 12-inch culvert to existing stormwater ponds that were constructed as with the original building construction. The site is within the Green River Basin, also a part of the Duwamish-Green watershed. The parking lot expansion area will incorporate permeable paving to provide stormwater treatment, storage, and infiltration. WWHM was used to model the permeable pavement section. The 8-inch base will provide stormwater storage, while the stormwater infiltrates into the underlying soils. Surface runoff from the permeable pavement is not anticipated and will only occur in the event that the porous asphalt pores get clogged or a storm event that exceeds the 100 year model. The permeable pavement section has been modeled to infiltrate the entire 100-year developed storm event. The parking area expansion will minimize impacts to the existing floodplain and will not reduce the effective storage volume within the floodplain. The onsite stormwater facilities will be designed in accordance with the 2009 King County Surface Water Design Manual (KCSWDM), 2012 Low Impact Development Technical Guidance Manual for Puget Sound, and the City of Renton Amendments to the KCSWDM. We have designed and verified the facilities using the WWHM2012 analysis tools according to the Washington Department of Ecology WWHM2012 amended in DEC 2014. Criteria is Peak Rate Flow Control matching existing flows. Page 2 2.0 CONDITIONS AND REQUIREMENTS SUMMARY The project is subject to Full Drainage Review as dictated by the KCSWDM and the City of Renton Amendments to the KCSWDM. Core Requirements No. 1 through 8 and Special Requirements No. 1 through 5 are described below: 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natural Location. The intent of this requirement is to “prevent adverse impacts to downstream properties caused by diversion of flow from one flowpath to another, and to discharge in a manner that does not significantly impact downhill properties or drainage systems,” KCWSWDM pages 1-19. The existing site drains to northerly to the existing onsite stormwater facilities and is then conveyed easterly into Springbrook Creek. The ultimate discharge location for the site will remain unchanged. Stormwater runoff will be infiltrated with the use of permeable paving. Core Requirement No. 2: Off-Site Analysis. The intent of this requirement is to identify and evaluate off-site flooding and erosion problems that may be created or aggravated by the proposed project and to ensure appropriate measures are provided for preventing creation or aggravation of those problems. This project is proposing to infiltrate stormwater runoff with the use of permeable paving. This will result in lower peak flows from the site; therefore, no off-site flooding or erosion problems will be created or aggravated by this project. Based on these conditions, an offsite analysis is not required. Core Requirement No. 3: Flow Control. The intent is to ensure the minimum level of control needed to protect downstream properties and resources from increases in peak, duration, and volume of runoff generated by new development. This site is located within a Peak Rate Flow Control zone according to the City of Renton flow control map. A reduction in peak flows is expected as a result of the development. This is because the proposed permeable paving system will infiltrate of all stormwater runoff within the development area. Core Requirement No. 4: Conveyance System. The intent of this requirement is to ensure proper design and construction of engineered conveyance system elements. New conveyance systems are designed to convey the developed 100-year peak storm event. The existing site drains to northerly to the existing onsite stormwater facilities and is then conveyed southwesterly to Green River. The ultimate discharge location for the site will remain unchanged. Stormwater runoff will be infiltrated with the use of permeable paving. There is no discharge from the pavement to any underground conveyance systems. The new building addition will discharge to the 12" conveyance pipes which are relocated around the addition resulting in less flow due to the elimination of the existing parking lot flow to the existing CB's and Private Storm Conveyance System. See the analysis that occurs follows under the WWHM Calcs Section. Page 3 Core Requirement No. 5: Temporary Erosion and Sediment Control. The intent of this requirement is to prevent the transport of sediment and other impacts, such as increased runoff, related to land disturbing activities. A Temporary Erosion and Sedimentation Control (TESC) Plan has been prepared as part of the Civil Plan Set. The TESC Plan will control the transport of sediment to downstream surface waters and adjacent properties in accordance with all the applicable standards of the KCWSWDM and the City of Renton. Core Requirement No. 6: Maintenance and Operations. The intent is to ensure that the maintenance responsibility for drainage facilities is clearly assigned and that these facilities will be properly maintained and operated in perpetuity. Operations and Maintenance instructions are included in Section 10.0. Core Requirement No. 7: Financial Guarantees and Liability. This requirement is intended to ensure financial guarantees are posted to sufficiently cover the cost of correcting, if necessary, incomplete or substandard drainage facility construction work, and to warrant for two years the satisfactory performance and maintenance of those newly-constructed drainage facilities to be assumed by the City of Renton for maintenance and operation. All applicable guarantees will be provided for the project. The bond quantities are included in Section 9.0 of this report. Core Requirement No. 8: Water Quality. The intent of the water quality requirement is "to require an efficient, cost- effective level of water quality treatment tailored to the sensitivities and resource protection needs of the downstream receiving water to which the project site drains." and "Core Requirement No. 8 requires that water quality treatment facilities be provided to remove pollutants from runoff discharging from the project site." Stormwater treatment will be provided via a soil treatment layer beneath the permeable paving section. 2.2 Analysis of the Five Special Requirements Special Requirement No. 1: Other Adopted Area-Specific Requirements. The following is a list of other possible adopted area-specific requirements according to the KCWSWDM: Critical Drainage Areas – This development is not located within a critical drainage area. All new and replaced paving will be permeable asphalt with infiltration and WQ filtration. See soils report for soils characteristics and Section 4.0 below. Thus the PGIS area is reduced from existing roughly 22,000sf. See areas in the Exhibits. No sediment runoff shall go outside project limits during construction. Stormwater flow control BMP Covenant draft is provided in this TIR. Six Page 4 Master Drainage Plan – The area is not part of a master drainage plan. Basin Plans – This project does not fall into any specified basin plan. Salmon Conservation Plan – A Salmon Conservation Plan does not apply to this development. Lake Management Plan – It does not appear that there is a Lake Management Plan that impacts the proposed development. Flood Hazard Reduction Plan Updates – It does not appear that the flood hazard reduction plan adversely affects the proposed development. Shared Facility Drainage Plan – The project does not propose to connect to a shared detention facility system or create a shared facility. This plan does not apply. Special Requirement No. 2: Flood Hazard Area Delineation. The proposed site is located within the 100-year floodplain of Springbrook Creek. The base flood elevation identified by FEMA is approximately 19.0 (datum in NGVD 29). Based on a review of current survey information, the 100-year floodplain corresponds to elevation 22.5 (datum in NAVD 88). Please refer to the included FIRM map. Special Requirement No. 3: Flood Protection Facilities. Special Requirement No. 3 is not applicable to the proposed site because the site does not meet either of the conditions set forward in the 2009 KCWSWDM: · Contains or is adjacent to a Class 1 or 2 stream that has an existing flood protection facility (such as a levee, revetment, or berm). · Proposed to construct a new or to modify an existing flood protection facility. The design of the site will not affect any existing flood protection facilities. Special Requirement No. 4: Source Control. Special Requirement No. 4 will be met through a variety of on-site source control BMPs. This includes the good housekeeping practices and maintenance. Special Requirement No. 5: Oil Control. The proposed parking area is not classified as a high use site as defined in the KCSWDM. Special Requirement No. 6: Aquifer Protection AreaNot applicable. FEMA elevation certificate is required for building addition. Page 5 3.0 OFF-SITE ANALYSIS 3.1 Upstream Drainage There is an upstream basin of approximately 1.3-acres that drains to the project site. The upstream area will be collected and routed around the proposed parking lot expansion and is therefore considered negligible and has no impact on the proposed development. 3.2 Downstream Drainage Course The existing downstream drainage course for the project area starts at the existing 12-inch culvert at the northern portion of the project site. This culvert conveys flows to the north and runoff then flows to the northwest into the existing storm drainage and mitigated wetland system. Runoff then flows to the east in a series of culverts and ditches, until entering Springbrook Creek approximately one half mile downstream from the project site. This project is proposing to infiltrate stormwater runoff from the proposed parking expansion area with the use of permeable pavement. Infiltration of stormwater runoff will result in a reduction of peak flows to the downstream area; therefore, no off-site flooding or erosion problems will be created or aggravated by this project. Based on these conditions, an offsite analysis is not required. There is no uptream drainage onto the site. Drainage off the hillside to the south drains to the existing seasonal pond that is offsite. We maintain the runoff from this hillside to it's natural direction. Existing Drainage from the Building and parking lot is collected into a system of 12" storm drains and Catch Basins and conveyed to the North to a Storm Facility then southwesterly to a Regional Pump Station where it is pumped to the River. This project is proposing to infiltrate stormwater runoff from the proposed parking expansion area with the use of permeable pavement. Infiltration of stormwater runoff will result in a reduction of peak flows to the downstream area; therefore, no off-site flooding or erosion problems will be created or aggravated by this project. Based on these conditions, an offsite analysis is not required. The expanded parking area will be Permeable Pavement and infiltrate. Page 6 4.0 ANALYSIS AND DESIGN 4.1 Existing Site Hydrology According to the City of Renton soils maps, the on-site soils consist of Puget Silty Clay Loam, also known as till soils. The site is has slopes ranging from 1 percent to 3 percent, tending to the north. The site is currently a vacant grassed area. Per the City of Renton Amendment to the KCSWDM, the existing site conditions are those that existed prior to 1979. During that time, the site existed as a portion of the Longacres Racetrack per aerial photography and has been modeled as till grass. Please see Pre-Developed Basin Map for the existing site conditions. Runoff from the predeveloped site sheet flows northerly until entering a 12-inch culvert, is then conveyed to the northwest into the existing stormwater system, and eventually discharges into Springbrook Creek one half mile downstream from the site. The predeveloped peak flows are as follows (from WWHM output): Q2= 0.095 cfs Q10= 0.236 cfs Q100= 0.494 cfs 4.2 Developed Site Hydrology The proposed construction of the parking lot, sidewalk and internal landscaping will utilize permeable paving to infiltrate stormwater runoff. The proposed improvements cover approximately 1.21-acres of the site. The site will be graded within a 1.5 percent slope to the west. An interceptor swale will be constructed along the west to intercept any runoff that may occur during an emergency event (i.e. soil saturation or permeable pavement failure). The existing land use cover was modeled as till grass. The geotechnical report by Geo Engineers found that the factored underlying soils support a 0.25 inches/hour infiltration rate. Please see the Developed Conditions Exhbit. Site Area = 1.21 acres Assume all is permeable pavement = 1.21 acres Pervious Area (landscaping) will infiltrate into the permeable subsurface therefore will be modeled as permeable pavement Assuming that infiltration is not possible the peak flows would be: Q2= 0.54 cfs Q10= 0.78 cfs The existing Parking Lot drains to existing Catch Basins and 12" Storm Drains that convey the water to the north to the facility constructed for the existing building. The railroad spur and area south of the Site currently drain to the south to a seasonal swale and pond. The expansion to the south as well as replacement of existing pavement will be regraded to avoid impacts to the floodwater volumes and impervious areas replaced with pervious asphalt pavement to provide water quality treatment and infiltration for groundwater recharge, an LID, Low Impact Development Technique. The wetland is identified and classified along with the 25ft buffer as shown on the plans. No work to be done within this buffer or wetland. 4.2 Developed Site Hydrology The area to the south of the existing parking is landscaped area and will be parking area with pervious asphalt and landscaping. Page 7 Q100= 1.11 cfs 4.3 Flow Control Permeable paving, a Low Impact Development (LID) technique, is proposed to mitigate for the increased stormwater from new impervious surfaces constructed on site. The permeable pavement section has been modeled with WWHM 2012, which has the ability to model permeable pavement. The in accordance with the KCSWDM guidance and will infiltrate the full developed 100-year peak storm event. The permeable paving section was modeled over the entire area. The permeable paving layer thickness is 0.25 feet with a pavement porosity of 0.20 or 20 percent. The choker course thickness is 0.17 feet and has an assumed 0.20 porosity. The base course (storage) is 0.67 feet and has a conservative 0.30 porosity or 30 percent voids within the aggregate base storage bed. The soil layer was modeled with a 0.25 inch/hour infiltration to be confirmed by the Geo Engineers. The modeled permeable pavement basin will infiltrate 100 percent of storm event. 4.4 Water Quality This site is subject to Enhanced Basic Water Quality treatment since it is a commercial property. The site is exempt from providing a traditional water quality treatment facility since the project’s stormwater runoff will be infiltrated into subsurface soils. The subsurface soils will act as a soil treatment layer, which meet the groundwater protection criteria per the City of Renton Surface Water Design Manual Amendment. The criteria are outlined as follows: 1) The first 2 feet or more of soil beneath the infiltration facility has a cation exchange capacity greater than 5 and an organic content of greater than 0.5%, AND 2) The soil must have a measured infiltration rate of less than or equal to 12 inches per hour. The project will infiltrate 100 percent of the stormwater runoff into the subsurface soils, which meets the treatment criteria. Please refer to the calculations within this section and included soil reports in Section 6.0 for values regarding cation exchange, organic content, and infiltration rates. 4.5 Flood Plain Review of the King County Flood Insurance Rate Map (Firm) #53033C0976 F, found that the site is within the 100-year flood Zone AH. Much of the site is below the 100-year flood elevation contour of 19.0. The site will be graded to minimize Permeable paving, a Low Impact Development (LID) technique, is proposed to mitigate for the increased stormwater from new paving constructed on site. The permeable pavement section has been modeled with WWHM 2012, which has the ability to model permeable pavement. This is in accordance with the KCSWDM guidance and will infiltrate the full developed 100-year peak storm event. Technically, there is less impervious area and reduced PGIS that exempts this project however the development was modeled to prove the results. The permeable paving section was used over the entire area of new pavement. There are two Points of Compliance shown on the maps below and each analyzed. The modeled permeable pavement basin will infiltrate 100 percent of storm event and both points of compliance pass. Page 8 impact within the flood plain. We have created additional floodwater volume by excavating into the hillside to the south. Volumes below the flood plain (elev=22.58'): EG = 1394 CF FG = 1313 CF Thus the new grades created additional Flood Plain Volume. PROPOSED GRADING MODEL EXISTING GRADING MODEL impact within the flood plain. We have created additional floodwater volumeby excavating into the hillside to the south. POINT OFCOMPLIANCE 1POINT OFCOMPLIANCE 2 POINT OFCOMPLIANCE 1POINT OFCOMPLIANCE 2 WWHM2012 PROJECT REPORT Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 2 General Model Information Project Name:Seattle Pipe Trades 2017-02-21 Site Name:Seattle Pie Trades Site Address:595 SW Monster RD City:Renton Report Date:3/21/2017 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2016/11/23 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:100 Percent of the 2 Year High Flow Threshold for POC1:50 Year Low Flow Threshold for POC2:100 Percent of the 2 Year High Flow Threshold for POC2:50 Year Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 3 Landuse Basin Data Predeveloped Land Use Disturbed Area Bypass:No GroundWater:No Pervious Land Use acre A B, Lawn, Flat 0.1 Pervious Total 0.1 Impervious Land Use acre PARKING FLAT 0.5 Impervious Total 0.5 Basin Total 0.6 Element Flows To: Surface Interflow Groundwater Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 4 Basin 2 SOUTH DRAINAGE Bypass:No GroundWater:No Pervious Land Use acre A B, Forest, Steep 0.22 A B, Pasture, Mod 0.45 Pervious Total 0.67 Impervious Land Use acre Impervious Total 0 Basin Total 0.67 Element Flows To: Surface Interflow Groundwater Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 5 Mitigated Land Use Basin 1 Bypass:Yes GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.18 Impervious Total 0.18 Basin Total 0.18 Element Flows To: Surface Interflow Groundwater Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 6 Basin 2 South Drainage Bypass:Yes GroundWater:No Pervious Land Use acre A B, Forest, Steep 0.22 A B, Pasture, Mod 0.18 Pervious Total 0.4 Impervious Land Use acre Impervious Total 0 Basin Total 0.4 Element Flows To: Surface Interflow Groundwater Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 7 Routing Elements Predeveloped Routing Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 8 Mitigated Routing Permeable Pavement 1 Pavement Area:0.5730 acre.Pavement Length: 60.00 ft. Pavement Width: 416.00 ft. Pavement slope 1:0.02 To 1 Pavement thickness: 0.25 Pour Space of Pavement: 0.2 Material thickness of second layer: 0.167 Pour Space of material for second layer: 0.2 Material thickness of third layer: 0.67 Pour Space of material for third layer: 0.3 Infiltration On Infiltration rate:0.3 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):84.141 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):84.141 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:5.904 Element Flows To: Outlet 1 Outlet 2 Permeable Pavement Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.573 0.000 0.000 0.000 0.0120 0.574 0.002 0.000 0.173 0.0241 0.576 0.004 0.000 0.173 0.0361 0.578 0.006 0.000 0.173 0.0481 0.579 0.008 0.000 0.173 0.0602 0.581 0.010 0.000 0.173 0.0722 0.583 0.012 0.000 0.173 0.0842 0.584 0.014 0.000 0.173 0.0963 0.586 0.016 0.000 0.173 0.1083 0.588 0.018 0.000 0.173 0.1203 0.589 0.021 0.000 0.173 0.1324 0.591 0.023 0.000 0.173 0.1444 0.592 0.025 0.000 0.173 0.1564 0.594 0.027 0.000 0.173 0.1685 0.596 0.029 0.000 0.173 0.1805 0.597 0.031 0.000 0.173 0.1925 0.599 0.033 0.000 0.173 0.2046 0.601 0.036 0.000 0.173 0.2166 0.602 0.038 0.000 0.173 0.2286 0.604 0.040 0.000 0.173 0.2407 0.606 0.042 0.000 0.173 0.2527 0.607 0.044 0.000 0.173 0.2647 0.609 0.047 0.000 0.173 0.2768 0.611 0.049 0.000 0.173 0.2888 0.612 0.051 0.000 0.173 0.3008 0.614 0.053 0.000 0.173 0.3129 0.616 0.055 0.000 0.173 0.3249 0.617 0.058 0.000 0.173 0.3369 0.619 0.060 0.000 0.173 Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 9 0.3490 0.621 0.062 0.000 0.173 0.3610 0.622 0.064 0.000 0.173 0.3730 0.624 0.067 0.000 0.173 0.3851 0.626 0.069 0.000 0.173 0.3971 0.627 0.071 0.000 0.173 0.4091 0.629 0.073 0.000 0.173 0.4212 0.631 0.076 0.000 0.173 0.4332 0.632 0.078 0.000 0.173 0.4452 0.634 0.080 0.000 0.173 0.4573 0.636 0.082 0.000 0.173 0.4693 0.637 0.085 0.000 0.173 0.4813 0.639 0.087 0.000 0.173 0.4934 0.641 0.089 0.000 0.173 0.5054 0.642 0.092 0.000 0.173 0.5174 0.644 0.094 0.000 0.173 0.5295 0.646 0.096 0.000 0.173 0.5415 0.647 0.099 0.000 0.173 0.5535 0.649 0.101 0.000 0.173 0.5656 0.651 0.103 0.000 0.173 0.5776 0.652 0.106 0.000 0.173 0.5896 0.654 0.108 0.000 0.173 0.6017 0.656 0.110 0.000 0.173 0.6137 0.657 0.113 0.000 0.173 0.6257 0.659 0.115 0.000 0.173 0.6378 0.661 0.118 0.000 0.173 0.6498 0.662 0.120 0.000 0.173 0.6618 0.664 0.122 0.000 0.173 0.6739 0.666 0.124 0.000 0.173 0.6859 0.667 0.126 0.000 0.173 0.6979 0.669 0.127 0.000 0.173 0.7100 0.671 0.129 0.000 0.173 0.7220 0.672 0.130 0.000 0.173 0.7340 0.674 0.132 0.000 0.173 0.7461 0.676 0.134 0.000 0.173 0.7581 0.677 0.135 0.000 0.173 0.7701 0.679 0.137 0.000 0.173 0.7822 0.681 0.139 0.000 0.173 0.7942 0.682 0.140 0.000 0.173 0.8062 0.684 0.142 0.000 0.173 0.8183 0.686 0.144 0.000 0.173 0.8303 0.687 0.145 0.000 0.173 0.8423 0.689 0.147 0.000 0.173 0.8544 0.691 0.148 0.000 0.173 0.8664 0.692 0.150 0.000 0.173 0.8784 0.694 0.152 0.000 0.173 0.8905 0.696 0.154 0.000 0.173 0.9025 0.697 0.155 0.000 0.173 0.9145 0.699 0.157 0.000 0.173 0.9266 0.701 0.159 0.000 0.173 0.9386 0.702 0.160 0.000 0.173 0.9506 0.704 0.162 0.000 0.173 0.9627 0.706 0.164 0.000 0.173 0.9747 0.707 0.165 0.000 0.173 0.9867 0.709 0.167 0.000 0.173 0.9988 0.711 0.169 0.000 0.173 1.0108 0.712 0.170 0.000 0.173 1.0228 0.714 0.172 0.000 0.173 1.0349 0.716 0.174 0.000 0.173 Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 10 1.0469 0.717 0.176 0.000 0.173 1.0589 0.719 0.177 0.000 0.173 1.0710 0.721 0.179 0.000 0.173 Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 11 Permeable Pavement 2 Pavement Area:0.1415 acre.Pavement Length: 268.00 ft. Pavement Width: 23.00 ft. Pavement slope 1:0.02 To 1 Pavement thickness: 0.25 Pour Space of Pavement: 0.3 Material thickness of second layer: 0.167 Pour Space of material for second layer: 0.2 Material thickness of third layer: 0.67 Pour Space of material for third layer: 0.3 Infiltration On Infiltration rate:0.3 Infiltration safety factor:1 Total Volume Infiltrated (ac-ft.):20.766 Total Volume Through Riser (ac-ft.):0 Total Volume Through Facility (ac-ft.):20.766 Percent Infiltrated:100 Total Precip Applied to Facility:0 Total Evap From Facility:1.458 Element Flows To: Outlet 1 Outlet 2 Permeable Pavement Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.141 0.000 0.000 0.000 0.0120 0.148 0.000 0.000 0.042 0.0241 0.156 0.001 0.000 0.042 0.0361 0.163 0.001 0.000 0.042 0.0481 0.171 0.002 0.000 0.042 0.0602 0.178 0.002 0.000 0.042 0.0722 0.185 0.003 0.000 0.042 0.0842 0.193 0.004 0.000 0.042 0.0963 0.200 0.004 0.000 0.042 0.1083 0.208 0.005 0.000 0.042 0.1203 0.215 0.006 0.000 0.042 0.1324 0.222 0.007 0.000 0.042 0.1444 0.230 0.008 0.000 0.042 0.1564 0.237 0.008 0.000 0.042 0.1685 0.245 0.009 0.000 0.042 0.1805 0.252 0.010 0.000 0.042 0.1925 0.260 0.011 0.000 0.042 0.2046 0.267 0.012 0.000 0.042 0.2166 0.274 0.013 0.000 0.042 0.2286 0.282 0.014 0.000 0.042 0.2407 0.289 0.015 0.000 0.042 0.2527 0.297 0.016 0.000 0.042 0.2647 0.304 0.017 0.000 0.042 0.2768 0.311 0.018 0.000 0.042 0.2888 0.319 0.020 0.000 0.042 0.3008 0.326 0.021 0.000 0.042 0.3129 0.334 0.022 0.000 0.042 0.3249 0.341 0.023 0.000 0.042 0.3369 0.348 0.024 0.000 0.042 0.3490 0.356 0.026 0.000 0.042 0.3610 0.363 0.027 0.000 0.042 Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 12 0.3730 0.371 0.028 0.000 0.042 0.3851 0.378 0.030 0.000 0.042 0.3971 0.385 0.031 0.000 0.042 0.4091 0.393 0.032 0.000 0.042 0.4212 0.400 0.034 0.000 0.042 0.4332 0.408 0.035 0.000 0.042 0.4452 0.415 0.037 0.000 0.042 0.4573 0.422 0.038 0.000 0.042 0.4693 0.430 0.040 0.000 0.042 0.4813 0.437 0.041 0.000 0.042 0.4934 0.445 0.043 0.000 0.042 0.5054 0.452 0.045 0.000 0.042 0.5174 0.459 0.046 0.000 0.042 0.5295 0.467 0.048 0.000 0.042 0.5415 0.474 0.050 0.000 0.042 0.5535 0.482 0.051 0.000 0.042 0.5656 0.489 0.053 0.000 0.042 0.5776 0.496 0.055 0.000 0.042 0.5896 0.504 0.057 0.000 0.042 0.6017 0.511 0.059 0.000 0.042 0.6137 0.519 0.060 0.000 0.042 0.6257 0.526 0.062 0.000 0.042 0.6378 0.533 0.064 0.000 0.042 0.6498 0.541 0.066 0.000 0.042 0.6618 0.548 0.068 0.000 0.042 0.6739 0.556 0.069 0.000 0.042 0.6859 0.563 0.071 0.000 0.042 0.6979 0.571 0.072 0.000 0.042 0.7100 0.578 0.073 0.000 0.042 0.7220 0.585 0.075 0.000 0.042 0.7340 0.593 0.076 0.000 0.042 0.7461 0.600 0.078 0.000 0.042 0.7581 0.608 0.079 0.000 0.042 0.7701 0.615 0.081 0.000 0.042 0.7822 0.622 0.082 0.000 0.042 0.7942 0.630 0.084 0.000 0.042 0.8062 0.637 0.085 0.000 0.042 0.8183 0.645 0.087 0.000 0.042 0.8303 0.652 0.088 0.000 0.042 0.8423 0.659 0.091 0.000 0.042 0.8544 0.667 0.093 0.000 0.042 0.8664 0.674 0.095 0.000 0.042 0.8784 0.682 0.098 0.000 0.042 0.8905 0.689 0.100 0.000 0.042 0.9025 0.696 0.103 0.000 0.042 0.9145 0.704 0.105 0.000 0.042 0.9266 0.711 0.108 0.000 0.042 0.9386 0.719 0.111 0.000 0.042 0.9506 0.726 0.113 0.000 0.042 0.9627 0.733 0.116 0.000 0.042 0.9747 0.741 0.118 0.000 0.042 0.9867 0.748 0.121 0.000 0.042 0.9988 0.756 0.124 0.000 0.042 1.0108 0.763 0.127 0.000 0.042 1.0228 0.770 0.129 0.000 0.042 1.0349 0.778 0.132 0.000 0.042 1.0469 0.785 0.135 0.000 0.042 1.0589 0.793 0.138 0.000 0.042 Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 13 1.0710 0.800 0.141 0.000 0.042 Seattle Pipe Trades 2017-02-21 3/21/2017 9:03:38 PM Page 14 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.1 Total Impervious Area:0.5 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.18 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.191283 5 year 0.24207 10 year 0.276627 25 year 0.321503 50 year 0.355884 100 year 0.391128 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.068628 5 year 0.086685 10 year 0.098953 25 year 0.114867 50 year 0.127047 100 year 0.139523 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.247 0.089 1950 0.267 0.096 1951 0.157 0.056 1952 0.137 0.049 1953 0.148 0.053 1954 0.156 0.056 1955 0.176 0.063 1956 0.173 0.062 1957 0.196 0.071 1958 0.158 0.057 Seattle Pipe Trades 2017-02-21 3/21/2017 9:04:16 PM Page 15 1959 0.161 0.058 1960 0.159 0.057 1961 0.168 0.060 1962 0.146 0.053 1963 0.163 0.058 1964 0.159 0.057 1965 0.203 0.073 1966 0.135 0.049 1967 0.233 0.084 1968 0.265 0.095 1969 0.184 0.066 1970 0.178 0.064 1971 0.212 0.076 1972 0.225 0.079 1973 0.132 0.048 1974 0.193 0.070 1975 0.223 0.080 1976 0.150 0.054 1977 0.162 0.058 1978 0.198 0.071 1979 0.271 0.098 1980 0.244 0.088 1981 0.199 0.072 1982 0.281 0.101 1983 0.229 0.082 1984 0.144 0.052 1985 0.199 0.072 1986 0.172 0.062 1987 0.266 0.096 1988 0.161 0.058 1989 0.202 0.073 1990 0.360 0.122 1991 0.277 0.098 1992 0.143 0.051 1993 0.124 0.045 1994 0.135 0.048 1995 0.177 0.064 1996 0.193 0.068 1997 0.185 0.066 1998 0.185 0.067 1999 0.379 0.136 2000 0.189 0.068 2001 0.207 0.075 2002 0.242 0.087 2003 0.188 0.068 2004 0.354 0.128 2005 0.162 0.058 2006 0.145 0.051 2007 0.331 0.119 2008 0.269 0.096 2009 0.246 0.089 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.3786 0.1363 2 0.3599 0.1275 3 0.3542 0.1223 Seattle Pipe Trades 2017-02-21 3/21/2017 9:04:16 PM Page 16 4 0.3311 0.1192 5 0.2809 0.1011 6 0.2767 0.0977 7 0.2715 0.0977 8 0.2693 0.0960 9 0.2668 0.0960 10 0.2658 0.0957 11 0.2648 0.0953 12 0.2474 0.0889 13 0.2464 0.0887 14 0.2435 0.0877 15 0.2415 0.0869 16 0.2329 0.0838 17 0.2286 0.0823 18 0.2250 0.0801 19 0.2226 0.0787 20 0.2118 0.0763 21 0.2070 0.0745 22 0.2029 0.0728 23 0.2017 0.0726 24 0.1992 0.0717 25 0.1988 0.0716 26 0.1983 0.0714 27 0.1962 0.0706 28 0.1932 0.0696 29 0.1930 0.0678 30 0.1886 0.0677 31 0.1882 0.0676 32 0.1850 0.0666 33 0.1849 0.0663 34 0.1841 0.0657 35 0.1776 0.0639 36 0.1767 0.0636 37 0.1758 0.0633 38 0.1730 0.0623 39 0.1723 0.0620 40 0.1676 0.0603 41 0.1628 0.0584 42 0.1621 0.0584 43 0.1619 0.0583 44 0.1615 0.0581 45 0.1613 0.0581 46 0.1591 0.0573 47 0.1586 0.0570 48 0.1583 0.0570 49 0.1572 0.0558 50 0.1561 0.0555 51 0.1499 0.0539 52 0.1482 0.0533 53 0.1460 0.0526 54 0.1452 0.0519 55 0.1443 0.0515 56 0.1428 0.0514 57 0.1373 0.0494 58 0.1352 0.0486 59 0.1346 0.0484 60 0.1324 0.0477 61 0.1237 0.0445 Seattle Pipe Trades 2017-02-21 3/21/2017 9:04:16 PM Page 17 Seattle Pipe Trades 2017-02-21 3/21/2017 9:04:16 PM Page 18 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.1913 111 0 0 Pass 0.1929 110 0 0 Pass 0.1946 106 0 0 Pass 0.1963 104 0 0 Pass 0.1979 98 0 0 Pass 0.1996 93 0 0 Pass 0.2013 89 0 0 Pass 0.2029 87 0 0 Pass 0.2046 86 0 0 Pass 0.2062 83 0 0 Pass 0.2079 77 0 0 Pass 0.2096 76 0 0 Pass 0.2112 72 0 0 Pass 0.2129 70 0 0 Pass 0.2146 66 0 0 Pass 0.2162 65 0 0 Pass 0.2179 63 0 0 Pass 0.2195 62 0 0 Pass 0.2212 60 0 0 Pass 0.2229 55 0 0 Pass 0.2245 55 0 0 Pass 0.2262 53 0 0 Pass 0.2279 53 0 0 Pass 0.2295 51 0 0 Pass 0.2312 50 0 0 Pass 0.2328 49 0 0 Pass 0.2345 46 0 0 Pass 0.2362 46 0 0 Pass 0.2378 44 0 0 Pass 0.2395 41 0 0 Pass 0.2412 40 0 0 Pass 0.2428 36 0 0 Pass 0.2445 34 0 0 Pass 0.2462 32 0 0 Pass 0.2478 30 0 0 Pass 0.2495 29 0 0 Pass 0.2511 29 0 0 Pass 0.2528 29 0 0 Pass 0.2545 26 0 0 Pass 0.2561 24 0 0 Pass 0.2578 24 0 0 Pass 0.2595 22 0 0 Pass 0.2611 21 0 0 Pass 0.2628 21 0 0 Pass 0.2644 19 0 0 Pass 0.2661 17 0 0 Pass 0.2678 16 0 0 Pass 0.2694 14 0 0 Pass 0.2711 14 0 0 Pass 0.2728 13 0 0 Pass 0.2744 12 0 0 Pass 0.2761 12 0 0 Pass 0.2777 10 0 0 Pass Seattle Pipe Trades 2017-02-21 3/21/2017 9:04:16 PM Page 19 0.2794 9 0 0 Pass 0.2811 8 0 0 Pass 0.2827 8 0 0 Pass 0.2844 8 0 0 Pass 0.2861 8 0 0 Pass 0.2877 8 0 0 Pass 0.2894 8 0 0 Pass 0.2910 8 0 0 Pass 0.2927 8 0 0 Pass 0.2944 8 0 0 Pass 0.2960 8 0 0 Pass 0.2977 8 0 0 Pass 0.2994 8 0 0 Pass 0.3010 8 0 0 Pass 0.3027 8 0 0 Pass 0.3043 8 0 0 Pass 0.3060 8 0 0 Pass 0.3077 8 0 0 Pass 0.3093 8 0 0 Pass 0.3110 8 0 0 Pass 0.3127 8 0 0 Pass 0.3143 8 0 0 Pass 0.3160 7 0 0 Pass 0.3176 7 0 0 Pass 0.3193 7 0 0 Pass 0.3210 7 0 0 Pass 0.3226 7 0 0 Pass 0.3243 6 0 0 Pass 0.3260 6 0 0 Pass 0.3276 6 0 0 Pass 0.3293 6 0 0 Pass 0.3309 6 0 0 Pass 0.3326 5 0 0 Pass 0.3343 5 0 0 Pass 0.3359 5 0 0 Pass 0.3376 4 0 0 Pass 0.3393 4 0 0 Pass 0.3409 4 0 0 Pass 0.3426 4 0 0 Pass 0.3442 4 0 0 Pass 0.3459 3 0 0 Pass 0.3476 3 0 0 Pass 0.3492 3 0 0 Pass 0.3509 3 0 0 Pass 0.3526 3 0 0 Pass 0.3542 3 0 0 Pass 0.3559 2 0 0 Pass Seattle Pipe Trades 2017-02-21 3/21/2017 9:04:16 PM Page 20 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Seattle Pipe Trades 2017-02-21 3/21/2017 9:04:16 PM Page 21 LID Report Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:06 PM Page 22 POC 2 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #2 Total Pervious Area:0.67 Total Impervious Area:0 Mitigated Landuse Totals for POC #2 Total Pervious Area:0.4 Total Impervious Area:0.714509 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #2 Return Period Flow(cfs) 2 year 0.000652 5 year 0.001563 10 year 0.002664 25 year 0.004999 50 year 0.007767 100 year 0.011819 Flow Frequency Return Periods for Mitigated. POC #2 Return Period Flow(cfs) 2 year 0.000344 5 year 0.000785 10 year 0.001298 25 year 0.002351 50 year 0.003564 100 year 0.005296 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #2 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.011 0.005 1951 0.003 0.001 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.003 0.001 1957 0.000 0.000 1958 0.000 0.000 1959 0.000 0.000 Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 23 1960 0.001 0.001 1961 0.002 0.001 1962 0.000 0.000 1963 0.000 0.000 1964 0.001 0.001 1965 0.000 0.000 1966 0.000 0.000 1967 0.001 0.000 1968 0.000 0.000 1969 0.001 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.007 0.004 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.001 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.001 0.001 1991 0.002 0.001 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.001 0.001 1996 0.016 0.008 1997 0.002 0.001 1998 0.000 0.000 1999 0.003 0.001 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.030 0.014 2008 0.001 0.000 2009 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #2 Rank Predeveloped Mitigated 1 0.0303 0.0140 2 0.0156 0.0075 3 0.0109 0.0046 4 0.0070 0.0037 Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 24 5 0.0031 0.0015 6 0.0030 0.0014 7 0.0027 0.0013 8 0.0023 0.0011 9 0.0020 0.0010 10 0.0016 0.0007 11 0.0015 0.0007 12 0.0012 0.0005 13 0.0012 0.0005 14 0.0012 0.0005 15 0.0008 0.0003 16 0.0008 0.0003 17 0.0006 0.0003 18 0.0005 0.0003 19 0.0005 0.0003 20 0.0005 0.0003 21 0.0005 0.0003 22 0.0005 0.0003 23 0.0005 0.0003 24 0.0005 0.0003 25 0.0005 0.0003 26 0.0005 0.0003 27 0.0005 0.0003 28 0.0005 0.0003 29 0.0005 0.0003 30 0.0005 0.0003 31 0.0005 0.0003 32 0.0005 0.0003 33 0.0005 0.0003 34 0.0005 0.0003 35 0.0005 0.0003 36 0.0005 0.0003 37 0.0005 0.0003 38 0.0005 0.0003 39 0.0005 0.0003 40 0.0005 0.0003 41 0.0005 0.0003 42 0.0005 0.0003 43 0.0005 0.0003 44 0.0005 0.0003 45 0.0005 0.0003 46 0.0005 0.0003 47 0.0005 0.0003 48 0.0005 0.0003 49 0.0005 0.0003 50 0.0004 0.0002 51 0.0004 0.0002 52 0.0004 0.0002 53 0.0004 0.0002 54 0.0004 0.0002 55 0.0004 0.0002 56 0.0004 0.0002 57 0.0004 0.0002 58 0.0004 0.0002 59 0.0004 0.0002 60 0.0004 0.0002 61 0.0004 0.0002 Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 25 Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 26 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0007 142 55 38 Pass 0.0007 130 51 39 Pass 0.0008 115 46 40 Pass 0.0009 103 41 39 Pass 0.0009 94 35 37 Pass 0.0010 88 32 36 Pass 0.0011 77 30 38 Pass 0.0012 70 26 37 Pass 0.0012 64 26 40 Pass 0.0013 62 23 37 Pass 0.0014 56 22 39 Pass 0.0014 53 20 37 Pass 0.0015 52 16 30 Pass 0.0016 50 16 32 Pass 0.0017 50 14 28 Pass 0.0017 47 13 27 Pass 0.0018 43 11 25 Pass 0.0019 40 11 27 Pass 0.0019 36 11 30 Pass 0.0020 36 11 30 Pass 0.0021 30 11 36 Pass 0.0022 30 11 36 Pass 0.0022 29 11 37 Pass 0.0023 27 11 40 Pass 0.0024 27 11 40 Pass 0.0024 27 11 40 Pass 0.0025 27 10 37 Pass 0.0026 26 10 38 Pass 0.0027 26 10 38 Pass 0.0027 24 10 41 Pass 0.0028 24 10 41 Pass 0.0029 22 10 45 Pass 0.0030 20 10 50 Pass 0.0030 19 10 52 Pass 0.0031 18 10 55 Pass 0.0032 16 9 56 Pass 0.0032 16 9 56 Pass 0.0033 15 9 60 Pass 0.0034 15 9 60 Pass 0.0035 11 9 81 Pass 0.0035 11 9 81 Pass 0.0036 11 9 81 Pass 0.0037 11 9 81 Pass 0.0037 11 8 72 Pass 0.0038 11 8 72 Pass 0.0039 11 7 63 Pass 0.0040 11 7 63 Pass 0.0040 11 7 63 Pass 0.0041 11 7 63 Pass 0.0042 11 7 63 Pass 0.0042 11 7 63 Pass 0.0043 11 7 63 Pass 0.0044 11 7 63 Pass Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 27 0.0045 11 7 63 Pass 0.0045 11 6 54 Pass 0.0046 10 5 50 Pass 0.0047 10 5 50 Pass 0.0047 10 5 50 Pass 0.0048 10 5 50 Pass 0.0049 10 5 50 Pass 0.0050 10 5 50 Pass 0.0050 10 5 50 Pass 0.0051 10 5 50 Pass 0.0052 10 5 50 Pass 0.0053 10 5 50 Pass 0.0053 10 5 50 Pass 0.0054 10 5 50 Pass 0.0055 10 5 50 Pass 0.0055 10 5 50 Pass 0.0056 10 5 50 Pass 0.0057 10 5 50 Pass 0.0058 10 5 50 Pass 0.0058 10 5 50 Pass 0.0059 10 5 50 Pass 0.0060 10 5 50 Pass 0.0060 10 5 50 Pass 0.0061 10 5 50 Pass 0.0062 10 4 40 Pass 0.0063 10 4 40 Pass 0.0063 10 4 40 Pass 0.0064 10 4 40 Pass 0.0065 10 4 40 Pass 0.0065 10 4 40 Pass 0.0066 10 4 40 Pass 0.0067 10 4 40 Pass 0.0068 10 4 40 Pass 0.0068 10 4 40 Pass 0.0069 10 4 40 Pass 0.0070 9 4 44 Pass 0.0070 8 4 50 Pass 0.0071 8 4 50 Pass 0.0072 8 4 50 Pass 0.0073 8 4 50 Pass 0.0073 8 4 50 Pass 0.0074 8 4 50 Pass 0.0075 8 3 37 Pass 0.0076 8 2 25 Pass 0.0076 8 2 25 Pass 0.0077 8 2 25 Pass 0.0078 8 2 25 Pass Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 28 Water Quality Water Quality BMP Flow and Volume for POC #2 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 29 LID Report Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 30 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 31 Appendix Predeveloped Schematic Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 32 Mitigated Schematic Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 33 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Seattle Pipe Trades 2017-02-21.wdm MESSU 25 PreSeattle Pipe Trades 2017-02-21.MES 27 PreSeattle Pipe Trades 2017-02-21.L61 28 PreSeattle Pipe Trades 2017-02-21.L62 30 POCSeattle Pipe Trades 2017-02-211.dat 31 POCSeattle Pipe Trades 2017-02-212.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 7 IMPLND 11 PERLND 3 PERLND 5 COPY 501 COPY 502 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Disturbed Area MAX 1 2 30 9 2 Basin 2 SOUTH DRAINAGE MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 502 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 7 A/B, Lawn, Flat 1 1 1 1 27 0 3 A/B, Forest, Steep 1 1 1 1 27 0 5 A/B, Pasture, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 34 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 7 0 0 1 0 0 0 0 0 0 0 0 0 3 0 0 1 0 0 0 0 0 0 0 0 0 5 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 7 0 0 4 0 0 0 0 0 0 0 0 0 1 9 3 0 0 4 0 0 0 0 0 0 0 0 0 1 9 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 7 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 7 0 5 0.8 400 0.05 0.3 0.996 3 0 5 2 400 0.15 0.3 0.996 5 0 5 1.5 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 7 0 0 2 2 0 0 0 3 0 0 2 2 0 0 0 5 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 7 0.1 0.5 0.25 0 0.7 0.25 3 0.2 0.5 0.35 0 0.7 0.7 5 0.15 0.5 0.3 0 0.7 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 7 0 0 0 0 3 1 0 3 0 0 0 0 3 1 0 5 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 PARKING/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 11 0 0 1 0 0 0 END ACTIVITY Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 35 PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 11 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 11 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 11 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 11 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 11 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Disturbed Area*** PERLND 7 0.1 COPY 501 12 PERLND 7 0.1 COPY 501 13 IMPLND 11 0.5 COPY 501 15 Basin 2 SOUTH DRAINAGE*** PERLND 3 0.22 COPY 502 12 PERLND 3 0.22 COPY 502 13 PERLND 5 0.45 COPY 502 12 PERLND 5 0.45 COPY 502 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 36 <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 502 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:38 PM Page 37 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 Seattle Pipe Trades 2017-02-21.wdm MESSU 25 MitSeattle Pipe Trades 2017-02-21.MES 27 MitSeattle Pipe Trades 2017-02-21.L61 28 MitSeattle Pipe Trades 2017-02-21.L62 30 POCSeattle Pipe Trades 2017-02-211.dat 31 POCSeattle Pipe Trades 2017-02-212.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 1 IMPLND 16 RCHRES 1 PERLND 3 PERLND 5 IMPLND 17 RCHRES 2 COPY 1 COPY 501 COPY 601 COPY 2 COPY 502 COPY 602 DISPLY 1 DISPLY 2 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Permeable Pavement 1 MAX 1 2 30 9 2 Permeable Pavement 2 MAX 1 2 31 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 601 1 1 2 1 1 502 1 1 602 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 38 # - # User t-series Engl Metr *** in out *** 3 A/B, Forest, Steep 1 1 1 1 27 0 5 A/B, Pasture, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 3 0 0 1 0 0 0 0 0 0 0 0 0 5 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 3 0 0 4 0 0 0 0 0 0 0 0 0 1 9 5 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 3 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 3 0 5 2 400 0.15 0.3 0.996 5 0 5 1.5 400 0.1 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 3 0 0 2 2 0 0 0 5 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 3 0.2 0.5 0.35 0 0.7 0.7 5 0.15 0.5 0.3 0 0.7 0.4 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 3 0 0 0 0 3 1 0 5 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 16 Porous Pavement 1 1 1 27 0 17 Porous Pavement 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 39 <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 16 0 0 1 0 0 0 17 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 16 0 0 4 0 0 0 1 9 17 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 16 0 0 0 0 0 17 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 16 400 0.01 0.1 0.1 17 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 16 0 0 17 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 16 0 0 17 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** IMPLND 16 0.573 RCHRES 1 5 IMPLND 17 0.1415 RCHRES 2 5 Basin 1*** IMPLND 1 0.18 COPY 501 15 IMPLND 1 0.18 COPY 601 15 Basin 2 South Drainage*** PERLND 3 0.22 COPY 502 12 PERLND 3 0.22 COPY 602 12 PERLND 3 0.22 COPY 502 13 PERLND 3 0.22 COPY 602 13 PERLND 5 0.18 COPY 502 12 PERLND 5 0.18 COPY 602 12 PERLND 5 0.18 COPY 502 13 PERLND 5 0.18 COPY 602 13 ******Routing****** RCHRES 1 1 COPY 501 17 RCHRES 2 1 COPY 502 17 Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 40 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 COPY 502 OUTPUT MEAN 1 1 48.4 DISPLY 2 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Permeable Paveme-005 2 1 1 1 28 0 1 2 Permeable Paveme-008 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 2 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 2 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 1 1 0.01 0.0 0.0 0.5 0.0 2 2 0.05 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 41 0.000000 0.573003 0.000000 0.000000 0.000000 0.012033 0.573003 0.002069 0.000000 0.173333 0.024067 0.573003 0.004137 0.000000 0.173333 0.036100 0.573003 0.006206 0.000000 0.173333 0.048133 0.573003 0.008274 0.000000 0.173333 0.060167 0.573003 0.010343 0.000000 0.173333 0.072200 0.573003 0.012411 0.000000 0.173333 0.084233 0.573003 0.014480 0.000000 0.173333 0.096267 0.573003 0.016548 0.000000 0.173333 0.108300 0.573003 0.018617 0.000000 0.173333 0.120333 0.573003 0.020685 0.000000 0.173333 0.132367 0.573003 0.022754 0.000000 0.173333 0.144400 0.573003 0.024822 0.000000 0.173333 0.156433 0.573003 0.026891 0.000000 0.173333 0.168467 0.573003 0.028960 0.000000 0.173333 0.180500 0.573003 0.031028 0.000000 0.173333 0.192533 0.573003 0.033097 0.000000 0.173333 0.204567 0.573003 0.035165 0.000000 0.173333 0.216600 0.573003 0.037234 0.000000 0.173333 0.228633 0.573003 0.039302 0.000000 0.173333 0.240667 0.573003 0.041371 0.000000 0.173333 0.252700 0.573003 0.043439 0.000000 0.173333 0.264733 0.573003 0.045508 0.000000 0.173333 0.276767 0.573003 0.047576 0.000000 0.173333 0.288800 0.573003 0.049645 0.000000 0.173333 0.300833 0.573003 0.051713 0.000000 0.173333 0.312867 0.573003 0.053782 0.000000 0.173333 0.324900 0.573003 0.055851 0.000000 0.173333 0.336933 0.573003 0.057919 0.000000 0.173333 0.348967 0.573003 0.059988 0.000000 0.173333 0.361000 0.573003 0.062056 0.000000 0.173333 0.373033 0.573003 0.064125 0.000000 0.173333 0.385067 0.573003 0.066193 0.000000 0.173333 0.397100 0.573003 0.068262 0.000000 0.173333 0.409133 0.573003 0.070330 0.000000 0.173333 0.421167 0.573003 0.072399 0.000000 0.173333 0.433200 0.573003 0.074467 0.000000 0.173333 0.445233 0.573003 0.076536 0.000000 0.173333 0.457267 0.573003 0.078605 0.000000 0.173333 0.469300 0.573003 0.080673 0.000000 0.173333 0.481333 0.573003 0.082742 0.000000 0.173333 0.493367 0.573003 0.084810 0.000000 0.173333 0.505400 0.573003 0.086879 0.000000 0.173333 0.517433 0.573003 0.088947 0.000000 0.173333 0.529467 0.573003 0.091016 0.000000 0.173333 0.541500 0.573003 0.093084 0.000000 0.173333 0.553533 0.573003 0.095153 0.000000 0.173333 0.565567 0.573003 0.097221 0.000000 0.173333 0.577600 0.573003 0.099290 0.000000 0.173333 0.589633 0.573003 0.101358 0.000000 0.173333 0.601667 0.573003 0.103427 0.000000 0.173333 0.613700 0.573003 0.105496 0.000000 0.173333 0.625733 0.573003 0.107564 0.000000 0.173333 0.637767 0.573003 0.109633 0.000000 0.173333 0.649800 0.573003 0.111701 0.000000 0.173333 0.661833 0.573003 0.113770 0.000000 0.173333 0.673867 0.573003 0.251672 0.000000 0.173333 0.685900 0.573003 0.389575 0.000000 0.173333 0.697933 0.573003 0.527478 0.000000 0.173333 0.709967 0.573003 0.665380 0.000000 0.173333 0.722000 0.573003 0.803283 0.000000 0.173333 0.734033 0.573003 0.941186 0.000000 0.173333 0.746067 0.573003 1.079088 0.000000 0.173333 0.758100 0.573003 1.216991 0.000000 0.173333 0.770133 0.573003 1.354894 0.000000 0.173333 0.782167 0.573003 1.492796 0.000000 0.173333 0.794200 0.573003 1.630699 0.000000 0.173333 0.806233 0.573003 1.768602 0.000000 0.173333 0.818267 0.573003 1.906504 0.000000 0.173333 0.830300 0.573003 2.044407 0.000000 0.173333 Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 42 0.842333 0.573003 2.182310 0.000000 0.173333 0.854367 0.573003 2.320212 0.000000 0.173333 0.866400 0.573003 2.458115 0.000000 0.173333 0.878433 0.573003 2.596018 0.000000 0.173333 0.890467 0.573003 2.733920 0.000000 0.173333 0.902500 0.573003 2.871823 0.000000 0.173333 0.914533 0.573003 3.009726 0.000000 0.173333 0.926567 0.573003 3.147628 0.000000 0.173333 0.938600 0.573003 3.285531 0.000000 0.173333 0.950633 0.573003 3.423434 0.000000 0.173333 0.962667 0.573003 3.561336 0.000000 0.173333 0.974700 0.573003 3.699239 0.000000 0.173333 0.986733 0.573003 3.837142 0.000000 0.173333 0.998767 0.573003 3.975044 0.000000 0.173333 1.010800 0.573003 4.112947 0.000000 0.173333 1.022833 0.573003 4.250850 0.000000 0.173333 1.034867 0.573003 4.388752 0.000000 0.173333 1.046900 0.573003 4.526655 0.000000 0.173333 1.058933 0.573003 4.664558 0.000000 0.173333 1.070967 0.573003 4.802460 0.000000 0.173333 END FTABLE 1 FTABLE 2 90 5 Depth Area Volume Outflow1 Outflow2 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** 0.000000 0.141506 0.000000 0.000000 0.000000 0.012033 0.141506 0.000511 0.000000 0.042806 0.024067 0.141506 0.001022 0.000000 0.042806 0.036100 0.141506 0.001533 0.000000 0.042806 0.048133 0.141506 0.002043 0.000000 0.042806 0.060167 0.141506 0.002554 0.000000 0.042806 0.072200 0.141506 0.003065 0.000000 0.042806 0.084233 0.141506 0.003576 0.000000 0.042806 0.096267 0.141506 0.004087 0.000000 0.042806 0.108300 0.141506 0.004598 0.000000 0.042806 0.120333 0.141506 0.005108 0.000000 0.042806 0.132367 0.141506 0.005619 0.000000 0.042806 0.144400 0.141506 0.006130 0.000000 0.042806 0.156433 0.141506 0.006641 0.000000 0.042806 0.168467 0.141506 0.007152 0.000000 0.042806 0.180500 0.141506 0.007663 0.000000 0.042806 0.192533 0.141506 0.008173 0.000000 0.042806 0.204567 0.141506 0.008684 0.000000 0.042806 0.216600 0.141506 0.009195 0.000000 0.042806 0.228633 0.141506 0.009706 0.000000 0.042806 0.240667 0.141506 0.010217 0.000000 0.042806 0.252700 0.141506 0.010728 0.000000 0.042806 0.264733 0.141506 0.011238 0.000000 0.042806 0.276767 0.141506 0.011749 0.000000 0.042806 0.288800 0.141506 0.012260 0.000000 0.042806 0.300833 0.141506 0.012771 0.000000 0.042806 0.312867 0.141506 0.013282 0.000000 0.042806 0.324900 0.141506 0.013793 0.000000 0.042806 0.336933 0.141506 0.014303 0.000000 0.042806 0.348967 0.141506 0.014814 0.000000 0.042806 0.361000 0.141506 0.015325 0.000000 0.042806 0.373033 0.141506 0.015836 0.000000 0.042806 0.385067 0.141506 0.016347 0.000000 0.042806 0.397100 0.141506 0.016858 0.000000 0.042806 0.409133 0.141506 0.017368 0.000000 0.042806 0.421167 0.141506 0.017879 0.000000 0.042806 0.433200 0.141506 0.018390 0.000000 0.042806 0.445233 0.141506 0.018901 0.000000 0.042806 0.457267 0.141506 0.019412 0.000000 0.042806 0.469300 0.141506 0.019923 0.000000 0.042806 0.481333 0.141506 0.020433 0.000000 0.042806 0.493367 0.141506 0.020944 0.000000 0.042806 0.505400 0.141506 0.021455 0.000000 0.042806 0.517433 0.141506 0.021966 0.000000 0.042806 0.529467 0.141506 0.022477 0.000000 0.042806 Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 43 0.541500 0.141506 0.022988 0.000000 0.042806 0.553533 0.141506 0.023498 0.000000 0.042806 0.565567 0.141506 0.024009 0.000000 0.042806 0.577600 0.141506 0.024520 0.000000 0.042806 0.589633 0.141506 0.025031 0.000000 0.042806 0.601667 0.141506 0.025542 0.000000 0.042806 0.613700 0.141506 0.026053 0.000000 0.042806 0.625733 0.141506 0.026564 0.000000 0.042806 0.637767 0.141506 0.027074 0.000000 0.042806 0.649800 0.141506 0.027585 0.000000 0.042806 0.661833 0.141506 0.028096 0.000000 0.042806 0.673867 0.141506 0.062152 0.000000 0.042806 0.685900 0.141506 0.096208 0.000000 0.042806 0.697933 0.141506 0.130263 0.000000 0.042806 0.709967 0.141506 0.164319 0.000000 0.042806 0.722000 0.141506 0.198375 0.000000 0.042806 0.734033 0.141506 0.232431 0.000000 0.042806 0.746067 0.141506 0.266486 0.000000 0.042806 0.758100 0.141506 0.300542 0.000000 0.042806 0.770133 0.141506 0.334598 0.000000 0.042806 0.782167 0.141506 0.368654 0.000000 0.042806 0.794200 0.141506 0.402709 0.000000 0.042806 0.806233 0.141506 0.436765 0.000000 0.042806 0.818267 0.141506 0.470821 0.000000 0.042806 0.830300 0.141506 0.504877 0.000000 0.042806 0.842333 0.141506 0.555960 0.000000 0.042806 0.854367 0.141506 0.607044 0.000000 0.042806 0.866400 0.141506 0.658128 0.000000 0.042806 0.878433 0.141506 0.709211 0.000000 0.042806 0.890467 0.141506 0.760295 0.000000 0.042806 0.902500 0.141506 0.811379 0.000000 0.042806 0.914533 0.141506 0.862462 0.000000 0.042806 0.926567 0.141506 0.913546 0.000000 0.042806 0.938600 0.141506 0.964630 0.000000 0.042806 0.950633 0.141506 1.015713 0.000000 0.042806 0.962667 0.141506 1.066797 0.000000 0.042806 0.974700 0.141506 1.117881 0.000000 0.042806 0.986733 0.141506 1.168964 0.000000 0.042806 0.998767 0.141506 1.220048 0.000000 0.042806 1.010800 0.141506 1.271132 0.000000 0.042806 1.022833 0.141506 1.322215 0.000000 0.042806 1.034867 0.141506 1.373299 0.000000 0.042806 1.046900 0.141506 1.424383 0.000000 0.042806 1.058933 0.141506 1.475466 0.000000 0.042806 1.070967 0.141506 1.526550 0.000000 0.042806 END FTABLE 2 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 RCHRES 1 EXTNL POTEV WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL COPY 601 OUTPUT MEAN 1 1 48.4 WDM 901 FLOW ENGL REPL COPY 2 OUTPUT MEAN 1 1 48.4 WDM 702 FLOW ENGL REPL COPY 502 OUTPUT MEAN 1 1 48.4 WDM 802 FLOW ENGL REPL COPY 602 OUTPUT MEAN 1 1 48.4 WDM 902 FLOW ENGL REPL END EXT TARGETS Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 44 MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS-LINK 17 END MASS-LINK END RUN Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 45 Predeveloped HSPF Message File Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 46 Mitigated HSPF Message File Seattle Pipe Trades 2017-02-21 3/21/2017 9:05:39 PM Page 47 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Page 9 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Stormwater runoff generated from the parking lot expansion area will be 100 percent infiltrated through permeable pavement section. No new flow to conveyance systems or pipes are a part of this proposal. Existing upstream flow is rerouted around the new building addition and the flow to the moved CB's now infiltrates through the PAP. Thus the flow in the pipes is reduced but the size remains the same as the existing.No increase in flow characteristics for the Private Stormwater system. Existing pipes are 12" diameter. Page 10 6.0 SPECIAL REPORTS AND STUDIES Geotechnical Engineering Services, Boeing 25-20 Parking Lot Addition Boeing Longacres Park, Renton, Washington, prepared by GeoEngineers, dated November 15, 2013. Wetland Determination for Boeing Building 25-20 Parking Expansion, prepared by Ecological Solutions, Inc. , dated September 3, 2013 Geotech Consultants Report JN14436 GES - Seattle Pipe Trades. Dated December 9, 2014 Wetlands Assessment by J. S. Jones Associates Date March 25, 2009 and updates by: Wetland Resources, Inc. Dated September 8, 2014 Geotech Report by PanGeo for Seattle Pipe Trades Dated June 26, 2015 Page 11 7.0 OTHER PERMITS The following permits and/or approvals are thought to be required as part of this project: · Construction Stormwater General Permit (Department of Ecology) May not be needed as no discharge from the site due to the permeable pavement. Confirm. City please confirm. willConstruction Stormwater General Permit (Department of Ecology) may be needed as the total cleared area is about one acre. Owner and Contractor have applied for a waiver from DOE. They likely will receive a waiver as the work is planned for the summer months and the area of clearing in total is just over the limit. Application is attached below. · SEPA Environmental Review · Land Surface Modification (grading) Permit · Drainage Plan Review · Clearing and Grading Permit Page 12 8.0 ESC ANALYSIS AND DESIGN TESC measures are put into place to prevent sediment from leaving the site. The site is generally flat. The proposed TESC plan will include, but not be limited to, the following guidelines set in the 2009 KCWSWDM in order to comply with Core Requirement No. 5. 1. Clearing Limits – Clearing limits specify the boundary of the work to be done. Clearing are defined on the TESC plans and will be flagged in the field. 2. Cover Measures – Cover measures are involved (typically) with the means to control erosion of exposed soil and are specified on the TESC plans. 3. Perimeter Protection – Perimeter protection keeps site sediment from leaving the construction site. This type of protection typically involves a silt fence. The silt fence and clearing limits are shown on the TESC plans. 4. Traffic Area Stabilization – Traffic area stabilization is addressed by a stabilized construction entrance. 5. Sediment Retention – Retention will be established by silt fences around the perimeter and catch basin inserts that will control of the on-site sediment-laden water. 6. Surface Water Collection – An interceptor ditch with check dams is shown in the plans and will be implemented in the field if necessary. 7. Dewatering Control – Any water from dewatering shall be filtered or contained so sediment can filter out prior to discharge downstream. 8. Dust Control – Dust control will be provided by sprinkling. 9. Wet Season Construction – Construction will be conducted according to the City of Renton standards during the wet season. 10. Construction Within Sensitive Areas and Buffers - Any construction within the wetland buffer will be subject to sensitive areas restrictions and is contained in the TESC notes. 11. Maintenance – Maintenance requirements are detailed in the TESC notes within the engineering plans. 12. Final Stabilization – Upon completion of the project, all disturbed areas will be stabilized and Best Management Practices removed. Page 13 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200••Section I: Project Information•••Section II: Bond Quantities Worksheets••Section II.a EROSION CONTROL (Stabilization/Erosion Sediment Control (ESC))•Section II.b TRANSPORTATION (Street and Site Improvements)•Section II.c DRAINAGE (Drainage and Stormwater Facilities): •Section II.d WATER - ONLY APPLICABLE IF WATER SERVICE IS PROVIDED BY CITY OF RENTON•Section II.e SANITARY SEWER - ONLY APPLICABLE IF SEWER SERVICE IS PROVIDED BY CITY OF RENTON••••••Section III. Bond Worksheet• This section calculates the required Permit Bond for construction permit issuance as well as the required Maintenance Bond for project close-out submittals to release the permit bond on a project. All unit prices include labor, equipment, materials, overhead and profit. Complete the 'Quantity' columns for each of the appropriate section(s). Include existing Right-of-Way (ROW), Future Public Improvements and Private Improvements.The 'Quantity Remaining' column is only to be used when a project is under construction. The City allows one (1) bond reduction during the life of the project with the exception of the maintenance period reduction.Excel will auto-calculate and auto-populate the relevant fields and subtotals throughout the document. Only the 'Quantity' columns should need completing.Additional items not included in the lists can be added under the "write-in" sections. Provide a complete description, cost estimate and unit of measure for each write-in item. Note: Private improvements, with the exception of stormwater facilities, are not included in the bond amount calculation, but must be entered on the form. Stormwater facilities (public and private) are required to be included in the bond amount.BOND QUANTITY WORKSHEET INSTRUCTIONSThis worksheet is intended to be a "working" copy of the bond quantity worksheet, which will be used throughout all phases of the project, from initial submittal to project close-out approval. Submit this workbook, in its entirety, as follows:The following forms are to be completed by the engineer/developer/applicant as applicable to the project: The Bond Worksheet form will auto-calculate and auto-populate from the information provided in Section I and Section II.This section includes all pertinent information for the projectSection II contains a separate spreadsheet TAB for each of the following specialties: (1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for civil construction permit submittal. Hard copies are to be included as part of the Technical Information Report (TIR).(1) electronic copy (.xlsx format) and (1) hard copy of the entire workbook for final close-out submittal.This section must be completed in its entiretyInformation from this section auto-populates to all other relevant areas of the workbookPage 1 of 14Ref 8-H Bond Quantity WorksheetINSTRUCTIONSUnit Prices Updated: 03/2016Version: 06/2016Printed 5/5/2017 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NOWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalPhoneEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationSeattle Pipe TradesRenton, WA 242304-9122 and 3Seattle Pipe Trades##-######425-277-6680 1/6/2017Prepared by:FOR APPROVALProject Phase 1dons@novadyne.usDonald K Scarberry, P.E.18347Novadyne Civil Engineers414 N Bridgeton Rd425-753-1869595 MONSTER RD SW Renton WA595 Monster Rd SWAdditional Project OwnerMonster RoadU15005192AddressAbbreviated Legal Description:Abbreviated Legal Description: A PORTION OF THE NW 14 OF THE NW 14, SEC. 24, T 23N, R 4E, W.M.City, State, ZipPage 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CY Check dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each Catch Basin ProtectionESC-335.50$ Each5177.50Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY100900.00Excavation-bulkESC-62.00$ CY100200.00Fence, siltESC-7SWDM 5.4.3.11.50$ LF590885.00Fence, Temporary (NGPE)ESC-81.50$ LF340510.00Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each2010.00HydroseedingESC-11SWDM 5.4.2.40.80$ SY33332,666.40Interceptor Swale / DikeESC-121.00$ LF100100.00Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF2543.75Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY33336,666.00Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF Piping, temporary, CPP, 12"ESC-1918.00$ LF1001,800.00Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ Each13,200.00Sediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:17,158.65SALES TAX @ 9.5%1,630.07EROSION/SEDIMENT TOTAL:18,788.72(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CYBackfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre0.52065,205.69Excavation - bulkGI-72.00$ CY16723,344.00Excavation - TrenchGI-85.00$ CYFencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CY55413,850.00Fill & compact - gravel baseGI-1427.00$ CYFill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SY2777.85,555.56Monuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ Each1070.00Sodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ AcreTopsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HRTrail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:28,025.25(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 4 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SYAC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY165057,750.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF94011,750.00Curb and Gutter, demolition and disposalRI-918.00$ LFCurb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF100185.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LF100200.00Shoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SYSidewalk, 4" thick, demolition and disposalRI-1732.00$ SYSidewalk, 5" thickRI-1841.00$ SY277.7811,388.89Sidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ Each4340.00Striping, per stallRI-217.00$ Each64448.00Striping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LFAdditional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SYHMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:82,061.89(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY274476,832.004" select borrowPL-35.00$ SY274413,720.001.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:90,552.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1Street Light System ( # of Poles)TR-2Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:110,087.14SALES TAX @ 9.5%10,458.28STREET AND SITE IMPROVEMENTS TOTAL:120,545.42(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ EachCB Type ILD-51,750.00$ Each11,750.00CB Type II, 48" diameterD-62,300.00$ Each12,300.00 for additional depth over 4' D-7480.00$ FT1480.00CB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" (Not allowed in ROW)D-2310.00$ LFCulvert, PVC, 6" (Not allowed in ROW)D-2413.00$ LFCulvert, PVC, 8" (Not allowed in ROW)D-2515.00$ LFCulvert, PVC, 12" (Not allowed in ROW)D-2623.00$ LFCulvert, PVC, 15" (Not allowed in ROW)D-2735.00$ LFCulvert, PVC, 18" (Not allowed in ROW)D-2841.00$ LFCulvert, PVC, 24" (Not allowed in ROW)D-2956.00$ LFCulvert, PVC, 30" (Not allowed in ROW)D-3078.00$ LFCulvert, PVC, 36" (Not allowed in ROW)D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:4,530.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)Page 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE, 6" (Not allowed in ROW)D-5114.00$ LFCulvert, CPE, 8" (Not allowed in ROW)D-5216.00$ LFCulvert, CPE, 12" (Not allowed in ROW)D-5324.00$ LFCulvert, CPE, 15" (Not allowed in ROW)D-5435.00$ LFCulvert, CPE, 18" (Not allowed in ROW)D-5541.00$ LFCulvert, CPE, 24" (Not allowed in ROW)D-5656.00$ LFCulvert, CPE, 30" (Not allowed in ROW)D-5778.00$ LFCulvert, CPE, 36" (Not allowed in ROW)D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LF20515,170.00Culvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LFCulvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:15,170.00(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)Specialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-141.00$ SF2469624,696.00Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:24,696.00(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3Each Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each StormFilterSF-15Each Rain GardenSF-16Each SUBTOTAL STORMWATER FACILITIES:(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)WRITE-IN-ITEMSWI-1WI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:29,226.00SALES TAX @ 9.5%2,776.47DRAINAGE AND STORMWATER FACILITIES TOTAL:32,002.47(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ Each24,000.00Ductile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LF24216,940.00Ductile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ Each14,000.00Permanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ Each19,000.00Compound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:33,940.00SALES TAX @ 9.5%3,224.30WATER TOTAL:37,164.30(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 CED Permit #:U15005192ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ Each11,000.00Grease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LF807,600.00Sewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS-26Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:8,600.00SALES TAX @ 9.5%817.00SANITARY SEWER TOTAL:9,417.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)(a)18,788.72$ Existing Right-of-Way Improvements Subtotal (b)(b)-$ Future Public Improvements Subtotal(c)(c)-$ Stormwater & Drainage Facilities Subtotal (d)(d)32,002.47$ Bond Reduction (Quantity Remaining)2(e)(e)-$ Site RestorationCivil Construction PermitMaintenance Bond6,400.49$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)425-753-1869dons@novadyne.usSeattle Pipe Trades##-######595 MONSTER RD SW Renton WA242304-9122 and 3FOR APPROVALU15005192414 N Bridgeton Rd76,186.79$ P (a) x 150%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS1/6/2017Donald K Scarberry, P.E.18347Novadyne Civil EngineersR((b)+(c)+(d)) x 150%EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)18,788.72$ -$ 48,003.71$ 28,183.08$ -$ -$ 32,002.47$ S(e) x 150%Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 06/14/2016Printed 5/5/2017 Page 14 10.0 OPERATIONS AND MAINTENANCE MANUAL The drainage facilities on this project will be private facilities owned and maintained by the owner. Maintenance of the onsite drainage facilities are limited to maintaining the permeable pavement parking lot and the adjacent ditch, conveyance pipe and pipe inlet trash rack. Existing Pipe and Conveyance Systems Please see the following Maintenance requirements No. 6 – Conveyance Pipes and Ditches and No. 7 – Debris Barriers (i.e. Trash Racks). Permeable Pavement The primary goal of porous pavement maintenance is to prevent the pavement surface and/or the underlying infiltration bed from being clogged with fine sediments. To keep the system clean throughout the year and prolong its lifespan, the pavement surface should be vacuumed biannually with a commercial cleaning unit. All inlet structures within or draining to the infiltration beds should also be cleaned out on a biannual basis. Planted areas adjacent to porous pavement should be well maintained to prevent soil washout onto the pavement. If any washout does occur it should be cleaned off the pavement immediately to prevent further clogging of the pores. Furthermore, if any bare spots or eroded areas are observed within the planted areas, they should be replanted and/or stabilized at once. Planted areas should be inspected on a semi-annual basis. All trash and other litter that is observed during these inspections should be removed. Superficial dirt does not necessarily clog the pavement voids. However, dirt that is ground in repeatedly by tires can lead to clogging. Therefore, trucks or other heavy vehicles should be prevented from tracking or spilling dirt onto the pavement. Furthermore, all construction or hazardous materials carriers should be prohibited from entering a porous pavement lot. Winter Maintenance Winter maintenance for a porous parking lot may be necessary, but is usually less intensive than that required for a standard asphalt lot. By its very nature, a porous pavement system with subsurface aggregate bed has superior snow melting characteristics than does standard pavement. Therefore, ice and light snow accumulation are generally not as problematic. However, snow will accumulate during heavier storms. Abrasives such as sand or cinders should not be applied on or adjacent to the porous pavement. Snow plowing is necessary for significant snow accumulation, but should be done carefully (i.e. by setting the blade slightly higher than usual, about an inch). Standard road salt is acceptable for use as a deicer on porous pavement, although a non-toxic, organic deicer, applied either as a blended, magnesium chloride- based liquid product or as pretreated rock salt, is recommended. Please consult local governmental agency for an acceptable deicer. RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: CITY CLERK’S OFFICE CITY OF RENTON 1055 SOUTH GRADY WAY RENTON, WA 98057 DECLARATION OF COVENANT FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPS Grantor: Grantee: City of Renton Legal Description: Additional Legal(s) on: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton(check one of the following) residential building permit, commercial building permit, clearing and grading permit, subdivision permit, or short subdivision permit for Application File No. LUA/SWP ____________________ relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby Seattle Area Plumbing and Pipefitting Industry Journeyman & Apprenticeship Training Trust 242304-9122 X PARCEL Y, CITY OF RENTON BOUNDARY LINE ADJUSTMENT NO. LUA16-000265, RECORDED SEPTEMBER 1, 2016 UNDER KING COUNTY RECORDING NO. 20160901900006, RECORDS OF KING COUNTY, WASHINGTON. covenants(covenant) with City or Renton, a political subdivision of the state of Washington, that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 8 below with regard to the Property. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: 1. Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall retain, uphold, and protect the stormwater management devices, features, pathways, limits, and restrictions, known as flow control best management practices ("BMPs"), shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as Exhibit A. 2. The Owners shall at their own cost, operate, maintain, and keep in good repair, the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 3. City or Renton shall provide at least 30 days written notice to the Owners that entry on the Property is planned for the inspection of the BMPs. After the 30 days, the Owners shall allow the City of Renton to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City, the Owners may elect to engage a licensed civil engineer registered in the state of Washington who has expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the engineer option is chosen, the Owners shall provide written notice to the City of Renton within fifteen days of receiving the City's notice of inspection. Within 30 days of giving this notice, the Owners, or the engineer on behalf of the Owners, shall provide the engineer's report to the City of Renton. If the report is not provided in a timely manner as specified above, the City of Renton may inspect the BMPs without further notice. 4. If the City determines from its inspection, or from an engineer's report provided in accordance with Paragraph 3, that maintenance, repair, restoration, and/or mitigation work is required for the BMPs, The City shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation work (Work) required under RMC 4-6-030. The City shall also set a reasonable deadline for completing the Work or providing an engineer's report that verifies completion of the Work. After the deadline has passed, the Owners shall allow the City access to re-inspect the BMPs unless an engineer's report has been provided verifying completion of the Work. If the work is not completed properly within the time frame set by the City, the City may initiate an enforcement action. Failure to properly maintain the BMPs is a violation of RMC 4-6-030 and may subject the Owners to enforcement under the RMC 1-3, including fines and penalties. 5. Apart from performing routine landscape maintenance, the Owners are hereby required to obtain written approval from the City or Renton before performing any alterations or modifications to the BMPs. 6. Any notice or approval required to be given by one party to the other under the provisions of this Declaration of Covenant shall be effective upon personal delivery to the other party, or after three (3) days from the date that the notice or approval is mailed with delivery confirmation to the current address on record with each Party. The parties shall notify each other of any change to their addresses. 7. This Declaration of Covenant is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest and assigns. 8. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City of Renton that is recorded by King County in its real property records. IN WITNESS WHEREOF, this Declaration of Covenant for the Maintenance and Inspection of Flow Control BMPs is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this _____ day of ____________________, 20_____. Printed name Notary Public in and for the State of Washington, residing at My appointment expires Exhibit A Exhibit B PERMEABLE PAVEMENT MAINTENANCE INSTRUCTIONS Your property contains a stormwater management flow control BMP (best management practice) called"permeable pavement," which was installed to minimize the stormwater quantity and quality impacts ofsome or all of the paved surfaces on your property. Permeable pavements reduce the amount of rainfallthat becomes runoff by allowing water to seep through the pavement into a free-draining gravel or sandbed, where it can be infiltrated into the ground. Permeable PavementThe type(s) of permeable pavement used on your property is: porous asphaltic concrete, The area covered bypermeable pavement as depicted by the flow control BMP site plan and design details must be maintained as permeable pavement and may not be changed without written approval from the City of Renton. Permeable pavements must be inspected after one major storm each year to make sure it is workingproperly. Prolonged ponding or standing water on the pavement surface is a sign that the system isdefective and may need to be replaced. If this occurs, contact the pavement installer or the City of Renton for further instructions. A typical permeable pavement system has a life expectancy of approximately 25-years. To help extend the useful life of the system, the surface of the permeable pavement should be kept clean andfree of leaves, debris, and sediment through regular sweeping or vacuum sweeping. The owner is responsiblefor the repair of all ruts, deformation, and/or broken paving units. Seattle Pipe Trades425-277-6680595 Monster RD SW #100Renton, WA 98057Donald Scarberry, PENovadyne Civil Engineers425-753-1869Seattle Pipe TradesAddition24N3E24Renton, WA595 Monster RD SW #100x Black RiverGreen River ValleyEnhanced Basic WQ / Peak Rate Flow ControlXXZone AHPu/WoSlight2-10%XX 22.5888 NAVDFF EL 1ft above flood level.Training Facility, School, Union1PAPTBD XXXXXXXXXXXPermeable PavingXTreatment layerin paving sectionPermeable PavingXPermeable Asphalt Pavement 06/19/2015 Ur AgC AgC Ur InC AmC Wo AmC So An AkF Py Wo AgB RdC BeC AkF No PITS BeC Py Ng Pu Py Py Tu AkF Py BeD SkAgB AgD Bh AkF AgB AkF Pc Py AgD Rh EvC AkF Sk AkF Sk BeD Sk AkF EvD AmC Py AgB Pc An No AmC InD Pu AgD An AmB AmC Py EvB BeC BeC PITS No RdC PITS AgB AmB AgB Rh AmB BeC BeD AgB Pu W AgD AgD BeD Pu AgD No AgD Pu BeD KpC AgD Py So AgD EvC AgD Ma AgB AmB EvC Ma AgD Sm RdE EvC EvC Rh RdC EvB AgD Ng EvCTu EvC Bh AgD EvB AgD AgD Ng RdE AgD AgD AmB BeD AgD EvC Ma EvC EvDEvB Sk Sk AgD Sm EvB EvD EvB RdE KpD AmB InA KpD An Py Ur An Sk EvC Ur Sk EvD An Bh Ur Py An AkF An EvB InC AkF EvC UrBeC An No AkF AkF AnAkF EvB AmB Ur AgC AgB Green RiverG i n g e r C r e e kJohns C reek M a y C r e e k Coa l C r e e k Cedar Riv e r Springbrook Creek Garrison CreekRolling Hills Creek Big S oo s C r e e k Mill CreekHon e y C r e e k Madsen C r ee kGypsy C reek P a n t h e r C r e e k Mo l a s s e s C r e e k Maple w oo d Cr e ek S p r i n g b r o o k C r e e k Big S o o s C r e e k May Creek May Cree k Ma y C r e e k Mill CreekC o a l C r e e k Ma d s e n C r e e kCedar RiverSpringbrook CreekCe d a r R i v e r Bi g S o o s C r e e kPanther Creek May C r e e kMay CreekCoal C r e e k Panther Creek Ce d a r R i v e r Madsen CreekMol a s s e s C r e e kMa p l e w o o d C r e e k Ma d s e n C r e e k P a n t h e r C r e e kGreen RiverGypsy C r e e k Panther Creek Groundwater Protection Area Boundary Aquifer Protection Area Zone 1 Aquifer Protection Area Zone 1 Modified Renton City Limits City of Renton Soil Survey Map Public Works Surface Water Utility G. Del Rosario 12/22/2009 ´0 0.5 1 Miles Reference 11-C SITE §¨¦405 ¬«167 ¬«169 Ginger CreekSpringbrook CreekGarrison CreekKennyda l e C r e e k Rol ling H i l ls CreekMadsen Creek J o h n s C r e e k Maple woo d Cr eek May Creek Gypsy C r e e k Mo l a s s e s C r e e k Panther Creek Ce d a r R i v e r Mola s se s C r e e kThunder H i l l s C re e kGreen RiverMay C r e e k Ma d s e n C r e e k Hon e y C r e e k Mill CreekBig Soos CreekBi g S o o s C r e e k Ce d a r R i v e rSpringbrook CreekBig Soos CreekGr een R i ve r Ma d s e n C r e e k S p r i n g b r o o k C r e e k Panther CreekBN Inc RdSR 167Cedar River Trl S 135th S t Rainier AveGreen River TrlSW 27th St Sidn e y A v e N Jones Ave NEB e a c o n C o a l M i n e R d S S 132n d S t Industry DrSE 196th D r 89th Ave S66 t h L n S N 33rd Pl N 35th St 75th A ly S SE 6 4 t h W a y Fir Ln Puget Dr SES Avon St La ke Y o u ng s T ra i l W a l k143rd Pl SES E 1 7 1 s t W a y SE J o n e s R d SE 8 3 r d P l 183rd Ave SESE 160th Pl SE 174th StLake Washington TrlLogan Ave NSE 132nd St SE 91st St 110th Ave SESE 122n d S t SE 64th St SE 209th St NE 27th S t So o s C r e e k T r lSR 515SE Carr Rd Costco Dr Nile Ave NES 32nd St S Creston St 72nd Ave S77th Ave SEWo o d s i d e D r S E S 77th PlSE 68th St SE 3rd Pl 98th Pl S183rd Way SE113th Pl SES 129th St M e a d o w L n 99th Pl S120th Ave SE118th Pl SE83rd Ave SES 23rd St SE 100 th S t S Taft St Gl e n w o o d A v e S E SE 187th St S 196th St 184th Pl SE 103rd Pl SES 45th Pl Lake Youngs Service RdS 36th Pl S 120th St N 41st Pl161st Pl SESE 179th P l SE 133rd St94th Ave SESE 72nd Pl S 1 1 6 t h P l S 126th S t 166th Pl SES 55th St N 38th St Rosario Pl NES 112th St Renton Ave SNE 7th St NE 9th St 87th Ave S105th Ave SEN 8th St SE 123rd Pl SE 82nd St SE 109th St 125th Ave SERipley Ln N191st Pl SEInterurban TrlSE 188th Way N 31st St90th Ave SE SW 34th St Mon t e re y P l NE59th Aly SS 48th St 174th Ave SES Myrtle St 129th Ave SEFor e s t A v e S NE 4th St61st Ave SS 75th Pl17 1 s t A v e S E 190th Ave SESE 180th St S 119th St63rd Ave SSE 141st St S 199th Pl 80th Pl SS 168th St Benson Rd SAndover Park E184th Ave SE16 9 t h A v e S E 111th Ave SES E 8 9 t h P l 157th Pl SEDuvall Ave NES 113th St S 115th St 178th Ave SESE 159th Pl 163rd Pl SESW 41st St S 117th Pl Renton Maple Valley Rd SE 108th St 106th Ave SE188th Ave SESE 128th St 136th Pl SESE 191st St Kli c k i t a t D r Main Ave SSE 2nd St121st Ave SESE 170th StLind Ave SWNE 21st St West Valley Hwy132nd Ave SENE 8th St122nd Ave SEIn t e r u r b a n A v e S 77th Ave SHard ie Ave SW SW 19th St 68th Ave SSE 95th Wa y SE 200th St SE 160th St S 118th Pl 116th Ave SEAvalon Dr173 rd Av e SE177th Ave SESE 102nd St SE 120th St SE 72nd St SE 208th St117th Ave SE85th Pl SE186th Ave SEIsland Dr SMonste r R d S W Forest Dr SE NE 5th S t 76th Ave SSE 121st Pl 96th Ave SNE 25th St 166th Ave SEB e a c o n W a y S 14 3 rd A v e SES 123rd St84th Ave S80th Ave SES 184th StSE 79th Pl 113th Ave SES 124th St S 116th St SE 204th Pl SE 139th Pl NE 24th StNE 23rd Pl NE 2nd St NE 16th S t 164th Ave SESE 168th St SE 186th St 152nd Ave SE57th Ave SSE 161st St112th Ave SESouthcenter PkwySE 172nd Pl 108th Ave SEPark Ave NNewcast l e G o l f C l u b R d S 3rd St 118th Ave SE148th Pl SE124th Ave SES 2nd St SE 63rd St S E 1 7 0 t h P l Ra i n i e r A v e S 66th Ave SPie rce Ave SE SE M a y V a l l e y R d SE 192nd D r N 4th St 109th Ave SESW Grady W a y SE 65th Pl 151st Ave SE Minkler Blvd S 128th St SE P e t r o v i t s k y R d S Tobin St SE 190th St S 212th Way156th Ave SEMonroe Ave NE15 9 th A v e SEE Mercer Way62nd Ave SNE 20th Pl Aberdeen Ave NE59th Ave S5 6 t h P l S SE 201st Pl 168th P l SE SE 116th StNE 10th St 168th Ave SES 188th St SE 112th St 138th Ave SE80th Ave SS 130th St 92nd Ave SSW 39th StMaule A ve S134th Ave SE65th Ave SMa p l e V a l l e y H w y SE 184th St 14 0 t h W a y S E S 194th St Lakemont Blvd SE164th Pl SE13 6 t h A v e S E NE 6th Pl Kent Boeing AcRd S 190th St S Holly St Lind Ave NW129th Pl SE180th Ave SE181st Ave SE142nd Ave SESE 144th St SE 1 6 1 s t P l S 121st St S 114th St 135th P l SE148th Ave SEI-5 R a m p S 194th St 84th Ave SP e d e s t r i a n W a l k 183rd Ave SEI-405 Ra m p 116th Ave SESR 515 N E 2 7 t h S t NE 7th St East Valley RdI-405 F w y SE 188th St S 132nd St NE 3rd St Talbot Rd SPrivate Rd SE May V a l l e y R d BN Inc Rd110th Ave SE1 7 1 s t A v e S E 148th Ave SEI-405 FwySE 82n d St SE 120th St 174t h Ave SEPedestrian WalkSE Jones Rd 80th Ave SS 116th P l Private RdPedestrian WalkLake Youn gs T r a i l W a l k SE Jones R d SR 167SE 208th St Ra i n i e r A v e S Soos Creek TrlPrivate RdS 190th St 116th Ave SEPri v a t e R dSunset Blvd NESE 159th PlSR 167S 200th St Flow Control Standards Peak Rate Flow Control Standard (Existing Site Conditions) Flow Control Duration Standard (Existing Site Conditions) Flow Control Duration Standard (Forested Conditions) Renton City Limits Potential Annexation Area ± 0 1 2Miles Flow Control Application Map Printed 1/14/2010 Reference 11-A SITE SITE Geotechnical & Earthquake Engineering Consultants GEOTECHNICAL ENGINEERING REPORT Seattle Pipe Trades Expansion 595 Monster Road SW Renton, Washington PROJECT NO. 15-140 June 26, 2015 Prepared for: Seattle Pipe Trades 3213 Eastlake Avenue E Suite B, Seattle, WA 98102 T. 206.262.0370 F. 206.262.0374 Geotechnical & Earthquake Engineering Consultants _______________________________ 3213 Eastlake Avenue East Suite B Seattle, WA 98102-7127 Tel: (206) 262-0370 Fax: (206) 262-0374 June 26, 2015 File No. 15-140 Mr. Scott Rice Collins Woerman 710 2nd Ave #1400 Seattle, WA 98104-1710 Re: Geotechnical Engineering Report Seattle Pipe Trades Expansion 595 Monster Road SW Renton, Washington Dear Mr. Rice, Enclosed is our geotechnical report for the design of the foundations for the new addition to the existing Seattle Pipe Trades building. The existing building, which is supported on spread footings, was constructed on fill overlying floodplain deposits consisting of loose sand and soft to medium stiff silt. To provide a consistent level of performance with the existing structure, the new addition should also be supported on spread footings designed for an allowable bearing capacity of 2.5 ksf. The silts underlying the site are generally not susceptible to liquefaction, but some minor settlement may occur as a result of earthquake ground shaking. The near surface silts underlying the site may be used for stormwater infiltration as based on an estimated infiltration rate of 0.3 inches per hour. Sincerely, W. Paul Grant, P.E. Principal Enclosure: Geotechnical Report 15-140 595 Monster Rd.doc PanGEO, Inc. i TABLE OF CONTENTS 1.0 INTRODUCTION ........................................................................................................1 1.1 SITE AND PROJECT DESCRIPTION ....................................................................................1 1.2 SCOPE OF WORK AND AUTHORIZATION ..........................................................................1 2.0 SITE RECONNAISSANCE ........................................................................................1 3.0 SUBSURFACE CONDITIONS ..................................................................................2 3.1 SOILS ..............................................................................................................................2 3.2 GROUNDWATER ..............................................................................................................2 4.0 CONCLUSIONS AND RECOMMENDATIONS .....................................................2 4.1 SEISMIC DESIGN PARAMETERS ........................................................................................3 4.2 LIQUEFACTION ................................................................................................................3 4.3 SPREAD FOOTING FOUNDATIONS ....................................................................................3 4.4 STRUCTURAL FILL AND COMPACTION .............................................................................4 4.5 FLOOR SLABS ..................................................................................................................4 4.6 STORMWATER INFILTRATION ..........................................................................................5 4.7 PAVEMENT ......................................................................................................................5 5.0 CONSTRUCTION CONSIDERATIONS .................................................................6 5.1 MATERIAL REUSE ...........................................................................................................6 5.2 SURFACE DRAINAGE AND EROSION CONSIDERATIONS ....................................................6 5.3 WET WEATHER EARTHWORK ..........................................................................................6 6.0 CONSTRUCTION SUPPORT SERVICES ..............................................................7 7.0 LIMITATIONS ............................................................................................................7 REFERENCES ...................................................................................................................9 15-140 595 Monster Rd.doc PanGEO, Inc. ii LIST OF FIGURES AND APPENDIX (FOLLOWING TEXT) Figure 1 Vicinity Map Figure 2 Site and Exploration Plan LIST OF APPENDICES Appendix A Summary Exploration Logs Figure A-1 Terms and Symbols for Boring and Test Pit Logs Figure A-2 Log of Test Boring B-1 Figure A-3 Log of Test Boring B-2 Appendix B Laboratory Test Results Figure B-1 Grain Size Distributions, Borings B-1 and B-2 GEOTECHNICAL ENGINEERING REPORT SEATTLE PIPE TRADES EXPANSION 595 MONSTER ROAD SW RENTON, WASHINGTON ________________________________________________________________________ 1.0 INTRODUCTION PanGEO, Inc. (PanGEO) completed a geotechnical engineering study to provide foundation design parameters for the new addition of the existing Seattle Pipe Trades building in Renton which is located at 595 Monster Road (see Figure 1). The study included evaluating the subsurface conditions at the site and providing recommendations for the foundation design of the new addition. The following summarizes our findings and conclusions. 1.1 SITE AND PROJECT DESCRIPTION The new two story addition will be located on the southeast side of the existing structure where the ground surface is relatively level at about elevation 25 feet. The new addition will encompass existing landscape and paved parking areas. The existing paved parking will be removed and reconstructed to the southeast. On-site stormwater infiltration will be incorporated into the new construction. 1.2 SCOPE OF WORK AND AUTHORIZATION Our work was accomplished in accordance with our proposal letter dated April 14, 2015, which was authorized by Mr. Scott Rice with Collins Woerman May 8th. Our work scope included reviewing existing geotechnical data for the site and nearby locations and advancing two borings adjacent to the existing building to explore subsurface conditions and provide the basis from which we developed design recommendations for the proposed expansion. 2.0 SITE RECONNAISSANCE On June 2, 2015, we conducted a site reconnaissance to mark locations of the proposed borings and observe any potential indication of differential settlement of the existing paved parking areas and the building. As a result of our reconnaissance, we did not observe any indication of significant settlement of the building. However, we did observe settlement and cracking of the pavements in the parking lots suggesting that the fill beneath the pavement has settled. 15-140 595 Monster Rd.doc PanGEO, Inc. 2 3.0 SUBSURFACE CONDITIONS 3.1 SOILS Subsurface conditions at the site were inferred from the results of two new borings that were drilled at the locations shown on Figure 2. Both borings were drilled to depths of 25 to 26 feet below the existing ground surface using hollow stem auger drilling equipment. Soil samples were taken in the borings at 2.5 foot intervals in the upper 10 feet of the borings and at 5 foot intervals thereafter. All sampling was conducted using the Standard Penetration Test (SPT) procedures. Summary logs of the borings are presented in Appendix A. Based upon the materials encountered in the borings, the site is underlain by recent fill overlying flood plain deposits, which overlie sandstone of the Tukwila Formation. The following describes the soils encountered in the explorations: Recent Fill – Both borings, which were located in the parking lot, encountered 2.5 inches of asphalt overlying loose to medium dense, silty, fine sand (Fill) which extended to depths of 3 to 4 feet. Floodplain Deposits – Underlying the fill, both borings encountered floodplain deposits consisting of approximately 5 to 7 feet of loose silty fine sand overlying about 10 feet of soft to medium stiff silt and clay. Bedrock – Bedrock consisting of weak sandstone of the Tukwila Formation was encountered at a depth of about 20 feet in Boring B-1. While not encountering bedrock, Boring B-2 encountered a medium dense sand below a depth of 23 feet, which may be alluvium overlying the bedrock. 3.2 GROUNDWATER Groundwater was inferred at a depth about 14 to 15 feet based on the appearance of the samples retrieved from the borings. 4.0 CONCLUSIONS AND RECOMMENDATIONS We recommend supporting the new addition on conventional spread and continuous footings, similar to the foundations supporting the existing building, to maintain a consistent level of support to the building and thereby avoid stress concentrations that might otherwise occur with the use of a mixed foundation system supporting different building sections. With loose fill underlying the footprint of the new addition, we recommend over excavating 2 feet of subgrade beneath the new footings and replacing the soil with structural fill compacted with a Ho-Pac to a dense and unyielding condition. Detailed design recommendations are presented below. 15-140 595 Monster Rd.doc PanGEO, Inc. 3 4.1 SEISMIC DESIGN PARAMETERS The following seismic design parameters are consistent with ASCE/SEI 41-13 which requires analyses for two Basic Safety Earthquakes (BSE’s) corresponding to a 10% probability of exceedance in 50 years (BSE-1) and a 2% probability of exceedance in 50 years (BSE-2). Furthermore, the BSE-1 earthquake motions may be limited to not exceed two-thirds of the motions from the BSE-2 event. The following parameters, which are consistent with the 2008 USGS seismic hazard maps, are recommended for the seismic design of the building improvements at the site with the following coordinates: 47.614°N, 122.328°W 4.2 LIQUEFACTION The floodplain deposits below the water table are typically low strength clayey silts to organic silts that may experience some reduction in strength as a result of strong earthquake ground shaking. However, because these soils are overlain by nearly 15 feet of soil that would not experience liquefaction; any slight reduction of strength in the underlying soft silt is not expected to affect the performance of the existing building or the new addition. 4.3 SPREAD FOOTING FOUNDATIONS In our opinion, conventional spread and strip footings may be used to support the new addition. All footings should be founded a minimum distance of 18 inches below the finished grade and should have a minimum width of 18 inches. To reduce footing settlement, we recommend that all footings be over excavated to a depth of 2 feet and the excavated material replaced with a compacted structural fill, which will also serve as a working platform for the footing construction. We recommend use of a Ho-Pac to compact the over-excavated subgrade and the structural fill to a dense and unyielding condition. All footing excavations should observed by PanGEO to confirm that the Event Site Class SS S1 Site Coefficients Spectral Response Parameters Control Periods (sec.) Design PGA (SDS/2.5 ) Fa Fv SxS Sx1 TO TS BSE-1 (10%/50) D 0.72 0.27 1.22 1.85 0.88 0.50 0.11 0.57 0.35 BSE-2 (2%/50) D 1.46 0.55 1.0 1.50 0.97 0.55 0.11 0.57 0.39 15-140 595 Monster Rd.doc PanGEO, Inc. 4 exposed footing subgrade is consistent with the expected conditions and adequate to support the building addition. We recommend that the footings be sized using a maximum allowable bearing pressure of 2.5 ksf which may be increased by 1/3 for transient conditions such as wind and seismic loadings. Total static settlements for the footings as constructed as described above are anticipated to be on the order of 1 inch. Most settlement will occur during construction as loads are applied. Total building settlements following a large earthquake are expected to be on the order of 1 to 2 inches. Lateral forces from wind or seismic loading may be resisted by the combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 360 pounds per cubic foot (pcf). This value includes a factor safety of at least 2 assuming that the properly compacted structural fill will be placed adjacent to the sides of the footings. A coefficient friction of 0.5 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor safety of approximate 1.5. 4.4 STRUCTURAL FILL AND COMPACTION We recommend using all weather material such as City of Seattle Mineral Aggregate Type 17 (2003 City of Seattle Standard Specifications, 9-03.12(3)) or WSDOT Gravel Borrow (9-03.14(1)) for structural fill. The backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. 4.5 FLOOR SLABS Slab on grade floors (i.e. floors that are not structurally supported) should be constructed over subgrade that has been compacted to a dense and unyielding condition. We recommend use of a modulus of subgrade reaction of 100 pci for the floor slab design. All floor slabs should be constructed on a minimum 4-inch thick capillary break consisting of free-draining, crushed rock or well-graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. City of Seattle Type 22 material meets this gradation requirement. We also recommend that a 10-mil polyethylene vapor barrier be placed below the slab. 15-140 595 Monster Rd.doc PanGEO, Inc. 5 4.6 STORMWATER INFILTRATION Should pervious pavements be used for the new construction, there must be at least 12 inches of soil below the pavement that is suitable for treating the infiltrating water before the water reaches the groundwater table. The 2012 Ecology Manual specifies soils suitable for treatment have a long term infiltration rate of less than 3 inches per hour, a cation exchange capacity (CEC) greater than or equal to 5.0 meq/100g, and an organic content (OC) of greater than 1 percent. However, the 2012 LID Technical Guidance Manual for Puget Sound (WSU 2012) indicates that an organic content of 0.5% would be acceptable provided that the layer is at least 18” thick. If the above criteria are not meet, the upper 12 (or 18) inches of soil below the pavement section would need amendment with organics or fertilizer to fall below the maximum infiltration rate and above the minimum CEC and OC. Laboratory tests conducted on the site soils include grain size analyses for estimating long term infiltration rates and CEC and OC testing. The results of the laboratory testing are summarized below. Boring No. Sample Depth (Ft.) CEC (meq/100 g) OC (%) D10 (mm) D60 (mm) D90 (mm) Est. Long Term (Design) Infiltration Rate (in/hr.) B-1 7.5 20.4 15.6 ~0.02 0.43 6 0.3 B-2 7.5 2.01 6.26 ~0.02 0.30 0.4 0.3 Estimated long term infiltration rates for the site soils of 0.3 inches per hour are based on the soil type as sandy loam to loamy sand in accordance with the 2005 Stormwater Manual.. 4.7 PAVEMENT We recommend that the pavement section in areas of automobile parking and drive lanes with light to moderate commercial vehicles consist of 3 inches of hot mix asphalt (HMA) overlying 6 inches Crushed Surfacing Base Course (CSBC) (WSDOT 9-03.09(3)) over subgrade that has been compacted to a dense and unyielding condition. All materials within the pavement section should be compacted to 95% of the materials maximum dry density, as determined using test method ASTM D 1557. 15-140 595 Monster Rd.doc PanGEO, Inc. 6 5.0 CONSTRUCTION CONSIDERATIONS 5.1 MATERIAL REUSE The native on-site soils with silt contents in excess of about 5% may be difficult to handle and compact during wet weather. If use of the existing soils is planned, any excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall. 5.2 SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering excavations. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. All collected water should be directed to a permanent discharge system such as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with visqueen. Temporary provisions may also be required such as the use of quarry spalls at the entrance to the construction site to reduce the possibility of the offsite transport of soil on the truck tires. Permanent control of surface water and roof runoff should be incorporated in the final grading design. All collected runoff should be directed into conduits that carry the water away from the pavement or structure and into storm drain systems or other appropriate outlets. Adequate surface gradients should be incorporated into the grading design such that surface runoff is directed away from structures. 5.3 WET WEATHER EARTHWORK General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing ¾- inch sieve. The fines should be non-plastic. 15-140 595 Monster Rd.doc PanGEO, Inc. 7 The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. . 6.0 CONSTRUCTION SUPPORT SERVICES The recommendations presented in this report are based on the assumption that an adequate program of tests and observations will be made during construction to verify compliance with these recommendations. These tests and observations should include, by not necessarily be limited to, the following: Review final project plans and specifications Verify implementation of erosion control measures Verify adequacy of subgrades beneath footings, floor slabs and pavements Confirm the adequacy of compaction of structural backfill Other consultation as may be required during construction Pending the completion of the final design drawings, we will provide you a proposal for construction monitoring services to address the above items. Geotechnical construction monitoring, by the geotechnical engineer of record, may be required by the City of Renton to obtain an occupancy permit for the building. We will provide the services necessary to assure you compliance with the Building Permit. 7.0 LIMITATIONS We have prepared this report for use by the consultant team for the design of the new addition. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed-upon scope of work. Variations in subsurface conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be immediately notified 15-140 595 Monster Rd.doc PanGEO, Inc. 8 to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor’s methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on-site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client’s responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor’s option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. W. Paul Grant, P.E. Principal Geotechnical Engineer 15-140 595 Monster Rd.doc PanGEO, Inc. 9 REFERENCES International Building Code (IBC), 2012, International Code Council Washington State Department of Transportation (WSDOT), 2014, Standard Specifications for Road, Bridge, and Municipal Construction M 41-10: Washington State Department of Transportation. Washington State Department of Ecology, 2012, Stormwater Management Manual for Western Washington: Report prepared by the WSDOE, August Washington State University, 2012, Low Impact Development Technical Guidance Manual for Puget Sound: Washington State University Extension and Puget Sound Partnership, Publication PSP 2012-3. Figure No.Project No. Seattle Pipe Trades Expansion 595 Monster Road Renton, Washington 15-140 1 VICINITY MAP Base map from Google Project Location N Figure No.Project No. Seattle Pipe Trades Expansion 595 Monster Road Renton, Washington 15-140 2 Site and Exploration Plan Base map from Google N B-2 B-1 APPENDIX A Summary Exploration Logs MOISTURE CONTENT 2-inch OD Split Spoon, SPT (140-lb. hammer, 30" drop) 3.25-inch OD Spilt Spoon (300-lb hammer, 30" drop) Non-standard penetration test (see boring log for details) Thin wall (Shelby) tube Grab Rock core Vane Shear Dusty, dry to the touch Damp but no visible water Visible free water Terms and Symbols for Boring and Test Pit Logs Density SILT / CLAY GRAVEL (<5% fines) GRAVEL (>12% fines) SAND (<5% fines) SAND (>12% fines) Liquid Limit < 50 Liquid Limit > 50 Breaks along defined planes Fracture planes that are polished or glossy Angular soil lumps that resist breakdown Soil that is broken and mixed Less than one per foot More than one per foot Angle between bedding plane and a planenormal to core axis Very Loose Loose Med. Dense Dense Very Dense SPT N-values Approx. Undrained Shear Strength (psf) <4 4 to 10 10 to 30 30 to 50 >50 <2 2 to 4 4 to 8 8 to 15 15 to 30 >30 SPT N-values Units of material distinguished by color and/orcomposition from material units above and below Layers of soil typically 0.05 to 1mm thick, max. 1 cm Layer of soil that pinches out laterally Alternating layers of differing soil material Erratic, discontinuous deposit of limited extent Soil with uniform color and composition throughout Approx. Relative Density (%) Gravel Layered: Laminated: Lens: Interlayered: Pocket: Homogeneous: Highly Organic Soils #4 to #10 sieve (4.5 to 2.0 mm) #10 to #40 sieve (2.0 to 0.42 mm) #40 to #200 sieve (0.42 to 0.074 mm) 0.074 to 0.002 mm <0.002 mm UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS Notes: MONITORING WELL <15 15 - 35 35 - 65 65 - 85 85 - 100 GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT TEST SYMBOLS 50%or more passing #200 sieve Groundwater Level at time of drilling (ATD)Static Groundwater Level Cement / Concrete Seal Bentonite grout / seal Silica sand backfill Slotted tip Slough <250 250 - 500 500 - 1000 1000 - 2000 2000 - 4000 >4000 RELATIVE DENSITY / CONSISTENCY Fissured: Slickensided: Blocky: Disrupted: Scattered: Numerous: BCN: COMPONENT DEFINITIONS Dry Moist Wet 1. Soil exploration logs contain material descriptions based on visual observation and field tests using a systemmodified from the Uniform Soil Classification System (USCS). Where necessary laboratory tests have beenconducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to thediscussions in the report text for a more complete description of the subsurface conditions. 2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs.Other symbols may be used where field observations indicated mixed soil constituents or dual constituent materials. COMPONENT SIZE / SIEVE RANGE COMPONENT SIZE / SIEVE RANGE SYMBOLS Sample/In Situ test types and intervals Silt and Clay Consistency SAND / GRAVEL Very Soft Soft Med. Stiff Stiff Very Stiff Hard Phone: 206.262.0370 Bottom of BoringBoulder: Cobbles: Gravel Coarse Gravel: Fine Gravel: Sand Coarse Sand: Medium Sand: Fine Sand: Silt Clay > 12 inches 3 to 12 inches 3 to 3/4 inches 3/4 inches to #4 sieve Atterberg Limit Test Compaction Tests Consolidation Dry Density Direct Shear Fines Content Grain Size Permeability Pocket Penetrometer R-value Specific Gravity Torvane Triaxial Compression Unconfined Compression Sand 50% or more of the coarsefraction passing the #4 sieve.Use dual symbols (eg. SP-SM)for 5% to 12% fines. for In Situ and Laboratory Testslisted in "Other Tests" column. 50% or more of the coarsefraction retained on the #4sieve. Use dual symbols (eg.GP-GM) for 5% to 12% fines. DESCRIPTIONS OF SOIL STRUCTURES Well-graded GRAVEL Poorly-graded GRAVEL Silty GRAVEL Clayey GRAVEL Well-graded SAND Poorly-graded SAND Silty SAND Clayey SAND SILT Lean CLAY Organic SILT or CLAY Elastic SILT Fat CLAY Organic SILT or CLAY PEAT ATT Comp Con DD DS %F GS Perm PP R SG TV TXC UCC LOG KEY 13-113 LOG.GPJ PANGEO.GDT 9/18/13Figure A-1 GS Asphalt 2.5 inches. Medium dense, green gray, silty, fine SAND. (Fill). Stiff, dark green gray, organic SILT with clay: moist, slightly plastic, somefine sand, wood fibers, laminated. (Floodplain Deposit). Loose, multi-colored, silty, fine SAND: moist, non-plastic fines with rapiddilatancy, some sub-rounded gravel, trace to some organics, laminated with possible peaty laminae. (Floodplain Deposit). Loose, dark green gray, silty, fine to coarse SAND (SM) with organics: wet,occasional light brown clay clast, non-plastic fines, laminated and beddedwith silt/clay interbeds, coaly organics. (Floodplain Deposit). Stiff, light gray SILT: wet, slightly plastic, rapid dilatancy, laminated,homogeneous,rusty lenses. (Floodplain Deposit). Soft to medium stiff, interbedded gray SILT and brown organic SILT: wet, non-plastic, rapid dilatancy, to slightly plastic, peaty organics in brownbeds, laminated. (Floodplain Deposit). Very weak, light gray, tuffaceous, fine SANDSTONE. (Tukwila Formation). Bottom of Boring. S-1 S-2 S-3 S-4 S-5 S-6 S-7 355 233 242 553 214 50/4 50/6 Remarks: Groundwater measured in open boring following extraction of augers. 0 5 10 15 20 25 30 The stratification lines represent approximate boundaries. The transition may be gradual. MATERIAL DESCRIPTION Figure A-2Other TestsSample No.Completion Depth: Date Borehole Started: Date Borehole Completed: Logged By: Drilling Company:Depth, (ft)Proposed Building Addition 15-140 595 Monster Road, Renton, WA Northing: , Easting: 25.5ft 6/6/15 6/6/15 S. Evans BoreTec, Inc Sheet 1 of 1 Project: Job Number: Location: Coordinates:SymbolSample TypeBlows / 6 in.24.0ft HSA SPT Surface Elevation: Top of Casing Elev.: Drilling Method: Sampling Method: LOG OF TEST BORING B-1 N-Value 0 Moisture LL 50 PL RQD Recovery 100 >> >> GS Asphalt 5 inches. Medium dense, green gray, silty, fine SAND with gravel. (Fill). Medium dense multi-colored brown/gray/green, silty, fine SAND to sandySILT: moist, slightly plastic fines, trace gravel, organic fibers, mixed texture, layered. (Fill). Medium stiff, brown/dark gray/light gray, fine sandy SILT: moist, slightlyplastic, slow dilatancy, trace gravel, trace to some organics, laminated withoccasional rusty laminae, dips 5 - 10o. (Floodplain Deposit). Loose, yellow brown, silty, fine SAND (SM): very moist to wet, slightlyplastic fines, rapid dilatancy, occasional sst gravel, trace coarse medium to coarse, sand, massive, homogeneous. (Floodplain Deposit). Grading yellow-red brown, very silty, fine SAND, wet, dark gray, organic siltwith peaty material in tip. Soft, green gray with vermilion lenses, clayey SILT to silty CLAY: wet, low plastic, rapid and no dilatancy layers, laminated with occasional organiclaminae, rusty pockets. (Floodplain Deposit). Soft, interlaminated gray and light brown gray, fine sandy SILT: wet,non-plastic to slightly plastic, rapid to slow dilatancy, laminated with peatyorganics on laminae. (Floodplain Deposit). Medium dense, dark gray, fine to medium SAND: wet, trace to some silt,homogeneous, laminated to massive. (Alluvium). Bottom of Boring. S-1 S-2 S-3 S-4 S-5 S-6 S-7 647 345 212 121 222 212 788 Remarks: Groundwater measured in open boring following extraction of augers. 0 5 10 15 20 25 30 The stratification lines represent approximate boundaries. The transition may be gradual. MATERIAL DESCRIPTION Figure A-3Other TestsSample No.Completion Depth: Date Borehole Started: Date Borehole Completed: Logged By: Drilling Company:Depth, (ft)Proposed Building Addition 15-140 595 Monster Road, Renton, WA Northing: , Easting: 26.5ft 6/6/15 6/6/15 S. Evans BoreTec, Inc Sheet 1 of 1 Project: Job Number: Location: Coordinates:SymbolSample TypeBlows / 6 in.25.0ft HSA SPT Surface Elevation: Top of Casing Elev.: Drilling Method: Sampling Method: LOG OF TEST BORING B-2 N-Value 0 Moisture LL 50 PL RQD Recovery 100 15-140 595 Monster Rd.doc PanGEO, Inc. 2 APPENDIX B Laboratory Test Results 0 10 20 30 40 50 60 70 80 90 100 0.0010.010.1110100 Specimen Identification 1.5 NP NP D100 NP NP PI 16 D10 GRAIN SIZE DISTRIBUTION 19.05 9.525 8 Cc 13.4 0.8 404 GRAVEL B-1 B-2 COBBLES SAND fine 6 2 coarse PL 20 %Clay 1001403 D30 fine 30 200 33.0 30.5 SILT OR CLAY 4 @ 7.5 ft. @ 7.5 ft.PERCENT FINER BY WEIGHTClassification 7.5 7.5 B-1 B-2 CuLL 3 D60 %Gravel 53.6 68.7 SILTY SAND(SM) SILTY SAND(SM) 60 Specimen Identification 1/23/81 %Silt medium 6 10 14 NP NP 50 HYDROMETERU.S. SIEVE OPENING IN INCHES Figure U.S. SIEVE NUMBERS Figure 0.431 0.301 coarse %Sand GRAIN SIZE IN MILLIMETERS 3/4 Figure B-1 Project: Proposed Building Addition Job Number: 15-140 Location: 595 Monster Road, Renton, WAPhone: 206.262.0370 GRAIN SIZE 15-140 LOGS.GPJ PANGEO.GDT 6/26/15