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TIR-4062
22525 SE 64th Pl, Ste 2274 Mail to: P.O. Box 457 Issaquah, WA 98027-0018 (206) 420-7130 www.PlogRealEstate.com 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 1 of 59 City of Renton, King County, Washington Technical Information Report And Downstream Analysis For: Haevin Ridge Short Plat Prepared for Lakh Sandhu 9329 S 200th St Kent, WA 98031 (206) 617-7309 18809 116th Ave SE (APN 322305-9075) Renton, WA 98058 Mark X. Plog, P.E. Revisions: Date Description 04/08/19 Initial Application 9/1/2019 1st Review Revisions 4/1/2020 2nd Review Revisions 5/25/2020 3rd Review Revisions SURFACE WATER UTILITY jfarah 06/24/2020 DEVELOPMENT ENGINEERING Nathan Janders 06/23/2020 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 2 of 59 Table of Contents SECTION 1 – PROJECT OVERVIEW .......................................................................................................................... 3 SECTION 2 – CONDITIONS AND REQUIREMENTS SUMMARY ................................................................................ 15 SECTION 3 – OFF-SITE ANALYSIS .......................................................................................................................... 17 SECTION 4 – FLOW CONTROL BMPS, FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN ... 24 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN ................................................................................ 44 SECTION 6 – SPECIAL REPORTS AND STUDIES ...................................................................................................... 45 SECTION 7 – OTHER PERMITS ............................................................................................................................... 46 SECTION 8 – ESC ANALYSIS AND DESIGN .............................................................................................................. 46 SECTION 9 – BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT .............................. 49 SECTION 10 – OPERATIONS AND MAINTENANCE MANUAL .................................................................................. 50 Exhibits and Figures FIGURE 1 - TIR WORKSHEET ................................................................................................................................... 4 FIGURE 2 – SITE LOCATION .................................................................................................................................. 10 FIGURE 3 - DRAINAGE BASIN MAP ..................................................................... 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FIGURE 4 – SOILS MAP ......................................................................................................................................... 12 FIGURE 4 – EXISTING SITE CONDITIONS ............................................................................................................... 13 FIGURE 5 – DEVELOPED SITE CONDITIONS ........................................................................................................... 14 DOWNSTREAM MAPS .......................................................................................................................................... 19 Attachments 1) Infiltration Feasibility Report 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 3 of 59 Section 1 – Project Overview The proposed project is located in the southeast quarter of the southeast quarter of Section 32, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington in the City of Renton, King County parcel number 322305-9075. The site is zoned R-8. The surrounding parcels are also single-family residential, zoned R-8 to the west and south, R-14 to the east and Benson Hill Elementary school to the north of the site. The site address is 18809 116th Avenue SE, Renton, WA, 98058. The site is located in the Green/Duwamish River drainage basin and the area designated for Flow Control Duration Standard (Forested Conditions), and Basic Water Quality Control. Total area of the site is 1.33 acres before Right of Way dedication and 1.30 acre after Right of Way dedication along 116th Avenue SE. The site is occupied by two Telecommunication towers located in the middle north and middle west portions of the site (with easements). The two towers are accessed from the Benson Hill Elementary school. The remainder of the property is undeveloped and is mostly covered with grass and trees. The two Telecommunication towers will remain undisturbed for this development. In general, a high spot exists in the middle south portion of the site, surface grades of the site slope down to the north and northeast at slopes ranging from 2 to 7 percent. No upstream area drains to the site. The site is underlain by glacial till (Alderwood gravely sandy loam, AgB) according to King County Soils Map and City of Renton Soils Map. According to the "Infiltration Testing Sandhu Residential 18809-116th Avenue SE, Renton, Washington" by Ages Engineering, LLC, shallow facilities, limited infiltration would be suitable for onsite flow control BMPs to be used on each individual lot. The proposed development will be comprised of 6 single-family residence lots, half street improvement along the south portion of the site with public right of way dedication for the access of 5 lots (lot 6 is accessed from 116th Avenue SE), one storm facility tract for the combined detention/wet vault and frontage improvements along 116th Avenue SE with new concrete sidewalks and a landscape strip and right of way dedication. To mitigate potential drainage problems, the proposed development will use flow control BMPs (limited infiltration and pervious pavement) and include a combined detention/wet vault designed to provide the Duration Standard (Forested Conditions) Flow Control and Basic Water Quality Treatment in accordance with the 2017 City of Renton Surface Water Design Manual. The proposed development will not create negative effects to the downstream drainage system. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 4 of 59 Figure 1 - TIR Worksheet 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 5 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 6 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 7 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 8 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 9 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 10 of 59 Figure 2 – Site Location PROJECT SITE 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 11 of 59 Figure 3A – Existing Drainage Basin Figure 3B – Developed Drainage Basin 1.328 Ac 1.328 Ac 0.082 Ac 0.082 Ac 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 12 of 59 Figure 4 – Soils Map PROJECT SITE 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 13 of 59 Figure 4 – Existing Site Conditions 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 14 of 59 Figure 5 – Developed Site Conditions 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 15 of 59 Section 2 – Conditions and Requirements Summary 1. Discharge at the natural location: Under existing condition, the east portion of the site (approximately 78% of the site area) sheet flows to the north and northeast and is collected by the storm drainage system in east portion of the Benson Hill Elementary School (drains to the 116th Avenue SE) or by the storm drainage system that runs along the 116th Avenue SE. These drainage system drains to the Big Soos Creek. The west portion of the site (approximately 22% of the site area, assume forest) sheet flows to the north and northwest and is collected by the storm drainage system in the west portion of the school which drains to the Panther Creek and Black River. Both basins eventually drain to the Green/Duwamish River. Identical drainage pattern will remain under developed condition, the east portion of the site (approximately 95% of the site area) drains to the 116th Avenue SE drainage system after treated by Flow control BMPs and the combined detention/wet vault. The landscape area of lot 5 (approximately 5% of the site area, grass) sheet flows to the west portion of the school. 2. Off-site Analysis: A Level 1 off-site analysis was completed for this project and is included in Section 3 of this report. 3. Flow control: Per SWDM section 1.2.3.3 and 5.2, Flow Control BMPs are required for the onsite development. See 1.2.9 CORE REQUIREMENT #9 of this report for Flow Control BMPs. A combined detention/wet vault is used to provide the required Duration standard forested site conditions flow control. The frontage of this project cannot be directed to the flow control facility and is included as a bypass area in our calculations. . 4. Conveyance system: The new conveyance piping will be installed as needed. The new conveyance piping has been checked to confirm compliance with chapter 4 of the 2017 Renton SWDM. Per City of Renton 2017 SWDM Section 1.2.4.1: 1. New pipe system shall be designed with sufficient capacity to convey and contain (at the minimum) the 25- year peak flow with minimum 6 inches of free board, assuming developed conditions for onsite tributary areas and existing conditions for any offsite tributary areas. 2. Pipe system structures may overtop for runoff that exceed the 25-year design capacity, provided the overflow from a 100-year runoff event does not create or aggravate a severe flooding problem or severe erosion problem as described in Core Requirement #2. Any overflow occurring onsite for runoff events up to and including the 100-year event must discharge at the natural location for the project site. In residential subdivision, this overflow must be contained within an onsite drainage easement, tract, covenant, or public right-of-way. 3. The upstream end of a pipe system that receives runoff from an open drainage feature (pond, ditch, etc.) shall be analyzed as a culvert. The new conveyance system is designed to convey and contain the 25-year peak flow with 6 inches of free board and the 100-year peak flow and thus meets the requirements listed above. KCBW is used for Back water analysis following the requirements of City of Renton 2017 SWDM 4.2.1.2 and designed for the 100-year peak flow. 5. Erosion and sedimentation control: An erosion and sediment control plan has been provided with the submittal. 6. Maintenance and Operations: The storm water facilities for this project shall be maintained in accordance with the requirements of City of Renton 2017 SWDM. Any necessary maintenance of the onsite drainage systems and BMPs will be the responsibility of the individual property owner. The combined detention/wet vault will be 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 16 of 59 maintained by City of Renton after the two-year warranty period. Maintenance manual and guidelines are included in Section 10 7. Financial guarantees and liability: Financial guarantees and liability will be provided as required by the City of Renton. 8. Water Quality: The project site includes onsite improvement and frontage improvement (curb, gutter, sidewalk, planter strip) along 116th Avenue SE. A combined detention/wet vault is used to provide the required Basic water quality treatment for the onsite improvement. The bypass area of the frontage improvements is treated through the use of a bioswale placed in the planter strip adjacent to 116th Ave SE. 9. Onsite Flow Control BMPs: Flow control BMPs such as limited infiltration and pervious pavement are used in this project to meet the Small lot BMP requirements per Section 1.2.9.2.1 and the Small subdivision project BMP requirements per Section 1.2.9.3.1 of the RSWDM. BMPs need to be applied in the order of preference per Section 1.2.9.2.1 to the maximum extent feasible. After all the BMPs are applied to the maximum extent feasible, then BMPs need to be implemented as described in number 5 in Section 1.2.9.2.2 of the 2017 RSWDM. Special Requirements 1. Other adopted area-specific requirements: No other area specific requirements are applicable. The site is not within a CDA, MDP, BP, SCP, SWCP, LMP, FHRPU or SFDP 2. Floodplain/Floodway delineation: Not applicable to this site. There is no flood hazard area on or near the site. The site is not within a floodplain or floodway. The site is not subject to inundation by the base flood or channel migration. 3. Flood protection facilities: Not applicable to this site. There is no flood hazard area in the site. The site does not rely on any flood protection measures. 4. Source controls: This project is a single-family short plat project. Source Controls are not required 5. Oil Control: This project is a single family short plat project in R-8 zone and this site is not a high used site. Oil Control is not required. 6. Aquifer Protection Area: Not applicable to this site. The site is not located in the Aquifer Protection Areas (zone1, zone 1 modified and zone 2) shown on the City of Renton Aquifer Protection Zones Map. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 17 of 59 Section 3 – Off-site Analysis Task 1: Study Area Definition and Maps: This Level 1 Drainage Analysis was prepared in accordance with the City of Renton Surface Water Design Manual. The proposed project is located in the southeast quarter of the southeast quarter of Section 32, Township 23 North, Range 5 East, Willamette Meridian, King County, Washington in the City of Renton, King County parcel number 322305-9075. The site is occupied by two Telecommunication towers located in the middle north and middle west portions of the site. Both towers are accessed from the Benson Hill Elementary school. The remainder of the property is undeveloped and is mostly covered with grass and trees. The two Telecommunication towers will remain undisturbed for this development. In general, a high spot exists in the middle south portion of the site, surface grades of the site slope down to the north and northeast at slopes ranging from 2 to 7 percent. No upstream area drains to the site. The site is underlain by glacial till (Alderwood gravely sandy loam, AgB) according to King County Soils Map and City of Renton Soils Map. Erosion potential in the site is relatively low. The proposed development will be comprised of 6 single-family residence lots, one half street improvement along the south portion of the site with public right of way dedication for the access of 5 lots (lot 6 is accessed from 116th Avenue SE), one storm facility tract for the combined detention/wet vault and frontage improvement along 116th Avenue SE with new concrete sidewalk and landscape strip and right of way dedication. To mitigate potential drainage problems, the proposed development will use flow control BMPs (limited infiltration and pervious pavement) and include a combined detention/wet vaults designed to provide the Duration Standard (Forested Conditions) Flow Control and Basic Water Quality treatment in accordance with the 2017 City of Renton Surface Water Design Manual. The proposed development will not create negative effects to the downstream drainage system. Task 2: Resource Review: The following resources have been reviewed for existing /potential problems in the study area. 1) Critical Drainage Area maps Do not apply in the City of Renton per City of Renton Surface Water Design Manual. The project site is not in any sensitive area shown in the City of Renton or King County Sensitive Area Maps. 2) DNRP Drainage complaints and studies None. 3) Road drainage problems No road drainage problems were found within 0.25 miles downstream of the site. 4) U.S. Department of Agriculture, King County Soils Survey The King County Soils Survey map and City of Renton Soils Map show Alderwood soil on the site (AgB). See attached Soils map. 5) Wetland Inventory There is no wetland on the site and its adjacent areas. 6) Migrating river studies There is no migrating river within the study area. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 18 of 59 Task 3: Field Inspection: Upstream Tributary Area Based on the general neighborhood layout and topography, the site is located at the local high spot compare to the surrounding areas. There are nearly no upstream flows that enter the site. Downstream Analysis Under existing condition, the east portion of the site (approximately 78% of the site area) sheet flows to the north and northeast and is collected by the storm drainage system in east portion of the Benson Hill Elementary School (drains to the 116th Avenue SE) or by the storm drainage system that runs along the 116th Avenue SE. These drainage system drains to the Big Soos Creek. The west portion of the site (approximately 22% of the site area, assume forest) sheet flows to the north and northwest and is collected by the storm drainage system in the west portion of the school which drains to the Panther Creek and Black River. Both basins eventually drain to the Green/Duwamish River. A field visits were completed on January 21, 2019. The field inspection starts from the northeast corner of the site. There is a 12” storm system that runs along the west side of 116th Avenue SE and two catch basins near the northeast corner of the site. At approximately 155 feet north of the northeast corner of the site, the storm pipe system along the west side of 116th Avenue SE crosses the street and then runs along the east side of the street. At approximately 800’ north of the northeast corner of the site, the storm system along east side of 116th Avenue SE discharges to an unnamed Creek that drains easterly to the Big Soos Creek. The 0.25-mile downstream point is located at the unnamed Creek somewhere between 116th Avenue SE and 120th Avenue SE. The one-mile downstream point is located at the Big Soos Creek near SE 192nd Street. No sign of erosion nor capacity problem was found within the 0.25-mile downstream from the site. Task 4: Drainage System Description and Problem Descriptions: There are no unsolved existing and potential drainage problems within 0.25 mile downstream of the site. Task 5 – Mitigation of Existing or Potential Problems: The field analysis did not identify any erosion or capacity problems along the downstream drainage corridor within ¼ mile of the site. Onsite flow control BMPs and a combined detention/wet vault are used for this project to provide Duration (forest existing site condition) flow control and Basic water quality treatment for this development. No negative drainage effect will be created to the downstream drainage system and downstream properties. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 19 of 59 Downstream Maps 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 20 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 21 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 22 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 23 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 24 of 59 Section 4 – Flow Control BMPs, Flow Control and Water Quality Facility Analysis and Design Part A - Existing Site Hydrology Duration standard forested site conditions flow control requires matching developed flow duration from 50% of pre- developed 2-year peak to full 50-year peak. Existing site condition is forest condition per City of Renton Flow Control Application Map. Scale factor = 1.00 (Seatac) Total Onsite Area = 1.328 acres Total Frontage Area = 0.082 acres Total Basin = 1.41 acres SITE 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 25 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 26 of 59 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.041708 5 year 0.068433 10 year 0.085633 25 year 0.106106 50 year 0.120292 100 year 0.133548 Part B - Developed Site Hydrology The frontage for this project cannot be mitigated and is included as bypass in our calculations for this project. The site will include the following BMP measures: • Soil amendment to allow for pervious areas to be counted as pasture • Limited infiltration facilities for each of the homes. • Restricted home footprints for each lot • Pervious pavement The areas are broken down as follows: Mitigated Basin Totals Lawn (Till Pasture): 0.789 acres Roads and Sidewalks: 0.215 acres Rooftops: 0.280 acres Driveways: 0.045 acres TOTAL 1.328 acres Frontage Basin (Bypass): Lawn (Till Pasture): 0.023 acres Road and sidewalks: 0.059 acres TOTAL 0.082 acres TOTAL BASIN AREA: 1.41 acres TOTAL IMPERVIOUS: 0.598 acres TOTAL PERVIOUS: 0.812 acres The detailed area analysis can be found on the following spreadsheet: 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 27 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 28 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 29 of 59 Flow Frequency Return Periods for Developed condition without mitigation at POC #1 Flow Frequency Flow(cfs) 0701 15m 2 Year = 0.2335 5 Year = 0.3006 10 Year = 0.3477 25 Year = 0.4107 50 Year = 0.4600 100 Year = 0.5115 Flow Frequency Return Periods for Mitigated. POC #1 Flow Frequency Flow(cfs) 0801 15m 2 Year = 0.0345 5 Year = 0.0485 10 Year = 0.0593 25 Year = 0.0748 50 Year = 0.0878 100 Year = 0.1020 Stage Frequency (feet) 1001 15m 2 Year = 4.2749 5 Year = 5.5608 10 Year = 6.2015 25 Year = 6.8322 50 Year = 7.2023 100 Year = 7.5067 Name : Vault 1 Width : 45.109520887384 ft. Length : 45.109520887384 ft. Depth: 7.65 ft. Discharge Structure Riser Height: 6.65 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 0.5 in. Elevation: 0 ft. Orifice 2 Diameter: 1.5 in. Elevation: 5.5 ft. Part C - Performance Standards The site is located in Duration Flow Control Area (Forest existing condition). Since no problem has been identified within the site and its downstream area, level 2 flow control (forest existing condition) is required. Basic water quality treatment is required. Flow control BMPs such as limited infiltration, soil amendments, restricted footprints and pervious pavements are used in this project to meet the Small lot BMP requirements per Section 1.2.9.2.1 and the Small subdivision project BMP requirements per Section 1.2.9.3.1 of the RSWDM. BMPs need to be applied in the order of preference per Section 1.2.9.2.1 to the maximum extent feasible. After all the BMPs are applied to the maximum extent feasible, then BMPs need to be implemented as described in number 5 in Section 1.2.9.2.2 of the 2017 RSWDM. See Section 2 of this report regarding special requirements, the only special requirement applicable to this site is special requirement 1.3.4 for source control. Dumpsters and recycle bins will be stored in the garages of each houses. Since the site is not a high use site, oil control is not required. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 30 of 59 The new onsite conveyance system is designed per chapter 4 of the 2017 Renton SWDM to convey the 25-year peak with 6 inches of free board and the 100-year peak flows. Part D – Onsite Flow Control System Average lot size of this project is approximately 5,255 square feet, Small lot BMP requirements per 2017 Renton SWDM Section 1.2.9.2.1 apply to this project. BMPs must be implemented, at minimum, for an impervious area equal to at least 10% of the site/lot for site/lot size up to 11,000 square feet and at least 20% of the site/lot for site/lot size between 11,000 and 22,000 square feet. The feasibility and applicability of full dispersion was studied first. The study found full dispersion is not suitable for this site to fully disperse the new impervious areas and new non-native pervious areas because long native flow path is not available due to the dimensions of the overall site and the existing site condition. According to the Geotechnical report and the small pit infiltration test result, onsite soils are medium dense fine sands for the upper 6’ below existing ground. Pervious pavement and limited infiltration BMPs are suitable for this site. Final signed Flow Control BMP Covenant is required prior permit is issued and will be recorded with the Final Short Plat map. A combined detention/wet vault is used to provide the required Level 2 flow control (forest existing condition) at the point of compliance (POC). 2012 WWHM method with 15-minute time step is used to size the public detention vaults. Part E - Water Quality System An onsite combined detention/wet vault is used to provide WQ for the flows directed to the flow control system: Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0801 acre-feet On-line facility target flow: 0.0869 cfs. Required water quality dead storage = 0.0801 acre-feet = 3,489 cf. Designed as a single cell vault with inside dimension of (2) 60’ long x 17.5’ wide x 4’ deep chambers with a total provided dead storage of 4,200 cf. The area of the project that bypasses the water wet vault quality facility is being treated with a basic bioswale located in the planter strip adjacent to 116th Ave SE. The calculations for the bioswale are as follows: Flow Frequency Bypass Area Flow(cfs) 0701 15m 2 Year = 0.0227 5 Year = 0.0287 10 Year = 0.0329 25 Year = 0.0383 50 Year = 0.0424 100 Year = 0.0466 The resulting WQ design flow rates are: 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 31 of 59 The bioswale sizing worksheet is on the following pages. The required bioswale length is 15 feet. The bioswale provided is 60 LF. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 32 of 59 WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: Lakh-Bypass-Soil Amendment R3 Site Name: Lakh Sandhu SP Site Address: 18809 116th AVE SE City : Renton Report Date: 5/26/2020 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2017/07/05 Version : 4.2.13 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Onsite Basin Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod 1.328 Pervious Total 1.328 Impervious Land Use acre Impervious Total 0 Basin Total 1.328 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ Name : Frontage Bypass Basin Bypass: No GroundWater: No 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 33 of 59 Pervious Land Use acre C, Forest, Flat .082 Pervious Total 0.082 Impervious Land Use acre Impervious Total 0 Basin Total 0.082 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Onsite Basin to vault Bypass: No GroundWater: No Pervious Land Use acre C, Pasture, Flat .789 Pervious Total 0.789 Impervious Land Use acre ROADS MOD 0.215 ROOF TOPS FLAT 0.28 DRIVEWAYS FLAT 0.045 Impervious Total 0.54 Basin Total 1.329 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 ___________________________________________________________________ Name : Vault 1 Width : 45.109520887384 ft. Length : 45.109520887384 ft. Depth: 7.65 ft. Discharge Structure 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 34 of 59 Riser Height: 6.65 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 0.5 in. Elevation: 0 ft. Orifice 2 Diameter: 1.5 in. Elevation: 5.5 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.046 0.000 0.000 0.000 0.0850 0.046 0.004 0.002 0.000 0.1700 0.046 0.007 0.002 0.000 0.2550 0.046 0.011 0.003 0.000 0.3400 0.046 0.015 0.004 0.000 0.4250 0.046 0.019 0.004 0.000 0.5100 0.046 0.023 0.004 0.000 0.5950 0.046 0.027 0.005 0.000 0.6800 0.046 0.031 0.005 0.000 0.7650 0.046 0.035 0.005 0.000 0.8500 0.046 0.039 0.006 0.000 0.9350 0.046 0.043 0.006 0.000 1.0200 0.046 0.047 0.006 0.000 1.1050 0.046 0.051 0.007 0.000 1.1900 0.046 0.055 0.007 0.000 1.2750 0.046 0.059 0.007 0.000 1.3600 0.046 0.063 0.007 0.000 1.4450 0.046 0.067 0.008 0.000 1.5300 0.046 0.071 0.008 0.000 1.6150 0.046 0.075 0.008 0.000 1.7000 0.046 0.079 0.008 0.000 1.7850 0.046 0.083 0.009 0.000 1.8700 0.046 0.087 0.009 0.000 1.9550 0.046 0.091 0.009 0.000 2.0400 0.046 0.095 0.009 0.000 2.1250 0.046 0.099 0.009 0.000 2.2100 0.046 0.103 0.010 0.000 2.2950 0.046 0.107 0.010 0.000 2.3800 0.046 0.111 0.010 0.000 2.4650 0.046 0.115 0.010 0.000 2.5500 0.046 0.119 0.010 0.000 2.6350 0.046 0.123 0.011 0.000 2.7200 0.046 0.127 0.011 0.000 2.8050 0.046 0.131 0.011 0.000 2.8900 0.046 0.135 0.011 0.000 2.9750 0.046 0.139 0.011 0.000 3.0600 0.046 0.142 0.011 0.000 3.1450 0.046 0.146 0.012 0.000 3.2300 0.046 0.150 0.012 0.000 3.3150 0.046 0.154 0.012 0.000 3.4000 0.046 0.158 0.012 0.000 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 35 of 59 3.4850 0.046 0.162 0.012 0.000 3.5700 0.046 0.166 0.012 0.000 3.6550 0.046 0.170 0.013 0.000 3.7400 0.046 0.174 0.013 0.000 3.8250 0.046 0.178 0.013 0.000 3.9100 0.046 0.182 0.013 0.000 3.9950 0.046 0.186 0.013 0.000 4.0800 0.046 0.190 0.013 0.000 4.1650 0.046 0.194 0.013 0.000 4.2500 0.046 0.198 0.014 0.000 4.3350 0.046 0.202 0.014 0.000 4.4200 0.046 0.206 0.014 0.000 4.5050 0.046 0.210 0.014 0.000 4.5900 0.046 0.214 0.014 0.000 4.6750 0.046 0.218 0.014 0.000 4.7600 0.046 0.222 0.014 0.000 4.8450 0.046 0.226 0.014 0.000 4.9300 0.046 0.230 0.015 0.000 5.0150 0.046 0.234 0.015 0.000 5.1000 0.046 0.238 0.015 0.000 5.1850 0.046 0.242 0.015 0.000 5.2700 0.046 0.246 0.015 0.000 5.3550 0.046 0.250 0.015 0.000 5.4400 0.046 0.254 0.015 0.000 5.5250 0.046 0.258 0.025 0.000 5.6100 0.046 0.262 0.036 0.000 5.6950 0.046 0.266 0.043 0.000 5.7800 0.046 0.270 0.048 0.000 5.8650 0.046 0.274 0.053 0.000 5.9500 0.046 0.277 0.057 0.000 6.0350 0.046 0.281 0.061 0.000 6.1200 0.046 0.285 0.064 0.000 6.2050 0.046 0.289 0.068 0.000 6.2900 0.046 0.293 0.071 0.000 6.3750 0.046 0.297 0.074 0.000 6.4600 0.046 0.301 0.077 0.000 6.5450 0.046 0.305 0.079 0.000 6.6300 0.046 0.309 0.082 0.000 6.7150 0.046 0.313 0.260 0.000 6.8000 0.046 0.317 0.692 0.000 6.8850 0.046 0.321 1.215 0.000 6.9700 0.046 0.325 1.708 0.000 7.0550 0.046 0.329 2.070 0.000 7.1400 0.046 0.333 2.280 0.000 7.2250 0.046 0.337 2.486 0.000 7.3100 0.046 0.341 2.659 0.000 7.3950 0.046 0.345 2.821 0.000 7.4800 0.046 0.349 2.973 0.000 7.5650 0.046 0.353 3.119 0.000 7.6500 0.046 0.357 3.257 0.000 7.7350 0.046 0.361 3.390 0.000 7.8200 0.000 0.000 3.518 0.000 ___________________________________________________________________ Name : Frontage Bypass 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 36 of 59 Bypass: Yes GroundWater: No Pervious Land Use acre C, Pasture, Flat .023 Pervious Total 0.023 Impervious Land Use acre ROADS FLAT 0.059 Impervious Total 0.059 Basin Total 0.082 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:1.41 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.812 Total Impervious Area:0.599 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.041708 5 year 0.068433 10 year 0.085633 25 year 0.106106 50 year 0.120292 100 year 0.133548 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.034494 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 37 of 59 5 year 0.048532 10 year 0.059331 25 year 0.074813 50 year 0.087764 100 year 0.102002 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.048 0.038 1950 0.058 0.038 1951 0.092 0.093 1952 0.029 0.023 1953 0.023 0.025 1954 0.036 0.028 1955 0.057 0.030 1956 0.046 0.064 1957 0.037 0.033 1958 0.041 0.027 1959 0.035 0.026 1960 0.063 0.048 1961 0.035 0.034 1962 0.022 0.023 1963 0.030 0.028 1964 0.041 0.028 1965 0.028 0.031 1966 0.027 0.028 1967 0.063 0.036 1968 0.036 0.037 1969 0.035 0.029 1970 0.028 0.029 1971 0.032 0.032 1972 0.069 0.083 1973 0.031 0.033 1974 0.034 0.031 1975 0.048 0.034 1976 0.033 0.028 1977 0.005 0.026 1978 0.029 0.030 1979 0.017 0.036 1980 0.077 0.069 1981 0.026 0.032 1982 0.053 0.047 1983 0.045 0.033 1984 0.027 0.024 1985 0.016 0.030 1986 0.072 0.031 1987 0.064 0.047 1988 0.025 0.023 1989 0.017 0.026 1990 0.156 0.058 1991 0.080 0.047 1992 0.032 0.025 1993 0.032 0.020 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 38 of 59 1994 0.011 0.020 1995 0.046 0.028 1996 0.104 0.088 1997 0.082 0.085 1998 0.020 0.029 1999 0.092 0.054 2000 0.032 0.031 2001 0.006 0.032 2002 0.036 0.040 2003 0.052 0.032 2004 0.059 0.051 2005 0.043 0.029 2006 0.049 0.051 2007 0.114 0.071 2008 0.137 0.068 2009 0.065 0.037 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1562 0.0929 2 0.1367 0.0877 3 0.1139 0.0846 4 0.1045 0.0832 5 0.0917 0.0706 6 0.0916 0.0689 7 0.0817 0.0681 8 0.0805 0.0638 9 0.0774 0.0580 10 0.0720 0.0545 11 0.0692 0.0515 12 0.0650 0.0507 13 0.0635 0.0482 14 0.0634 0.0473 15 0.0629 0.0468 16 0.0590 0.0466 17 0.0577 0.0400 18 0.0570 0.0381 19 0.0527 0.0375 20 0.0523 0.0368 21 0.0493 0.0367 22 0.0480 0.0358 23 0.0475 0.0358 24 0.0460 0.0343 25 0.0460 0.0339 26 0.0451 0.0331 27 0.0432 0.0330 28 0.0415 0.0330 29 0.0413 0.0321 30 0.0368 0.0319 31 0.0362 0.0318 32 0.0360 0.0315 33 0.0357 0.0314 34 0.0353 0.0314 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 39 of 59 35 0.0349 0.0313 36 0.0347 0.0308 37 0.0340 0.0301 38 0.0334 0.0300 39 0.0324 0.0299 40 0.0322 0.0295 41 0.0321 0.0291 42 0.0319 0.0288 43 0.0309 0.0287 44 0.0298 0.0284 45 0.0288 0.0280 46 0.0288 0.0279 47 0.0283 0.0278 48 0.0280 0.0277 49 0.0274 0.0275 50 0.0269 0.0268 51 0.0257 0.0263 52 0.0250 0.0258 53 0.0232 0.0257 54 0.0217 0.0253 55 0.0196 0.0252 56 0.0174 0.0242 57 0.0166 0.0235 58 0.0162 0.0231 59 0.0109 0.0230 60 0.0057 0.0198 61 0.0047 0.0197 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0209 17348 5871 33 Pass 0.0219 15699 5195 33 Pass 0.0229 14253 4650 32 Pass 0.0239 12977 4190 32 Pass 0.0249 11751 3835 32 Pass 0.0259 10658 3527 33 Pass 0.0269 9711 3268 33 Pass 0.0279 8883 3041 34 Pass 0.0289 8156 2870 35 Pass 0.0299 7458 2740 36 Pass 0.0309 6851 2607 38 Pass 0.0319 6271 2475 39 Pass 0.0329 5805 2366 40 Pass 0.0339 5386 2246 41 Pass 0.0349 4981 2130 42 Pass 0.0359 4637 2038 43 Pass 0.0369 4297 1949 45 Pass 0.0379 4002 1857 46 Pass 0.0389 3700 1743 47 Pass 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 40 of 59 0.0399 3437 1634 47 Pass 0.0409 3185 1546 48 Pass 0.0419 2960 1480 50 Pass 0.0430 2740 1395 50 Pass 0.0440 2526 1324 52 Pass 0.0450 2348 1251 53 Pass 0.0460 2173 1186 54 Pass 0.0470 2008 1114 55 Pass 0.0480 1853 1064 57 Pass 0.0490 1728 1012 58 Pass 0.0500 1605 951 59 Pass 0.0510 1478 891 60 Pass 0.0520 1350 843 62 Pass 0.0530 1251 803 64 Pass 0.0540 1171 766 65 Pass 0.0550 1096 725 66 Pass 0.0560 1034 686 66 Pass 0.0570 969 628 64 Pass 0.0580 904 577 63 Pass 0.0590 842 523 62 Pass 0.0600 779 486 62 Pass 0.0610 732 445 60 Pass 0.0620 684 410 59 Pass 0.0630 639 373 58 Pass 0.0640 600 343 57 Pass 0.0650 561 322 57 Pass 0.0661 515 297 57 Pass 0.0671 483 273 56 Pass 0.0681 435 237 54 Pass 0.0691 391 199 50 Pass 0.0701 363 180 49 Pass 0.0711 335 165 49 Pass 0.0721 307 153 49 Pass 0.0731 277 140 50 Pass 0.0741 251 128 50 Pass 0.0751 221 114 51 Pass 0.0761 198 103 52 Pass 0.0771 180 93 51 Pass 0.0781 158 82 51 Pass 0.0791 136 70 51 Pass 0.0801 119 59 49 Pass 0.0811 109 53 48 Pass 0.0821 99 45 45 Pass 0.0831 90 33 36 Pass 0.0841 78 27 34 Pass 0.0851 69 19 27 Pass 0.0861 63 12 19 Pass 0.0871 54 9 16 Pass 0.0882 47 7 14 Pass 0.0892 41 6 14 Pass 0.0902 34 3 8 Pass 0.0912 27 2 7 Pass 0.0922 21 1 4 Pass 0.0932 18 0 0 Pass 0.0942 15 0 0 Pass 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 41 of 59 0.0952 13 0 0 Pass 0.0962 12 0 0 Pass 0.0972 11 0 0 Pass 0.0982 11 0 0 Pass 0.0992 10 0 0 Pass 0.1002 10 0 0 Pass 0.1012 8 0 0 Pass 0.1022 7 0 0 Pass 0.1032 6 0 0 Pass 0.1042 6 0 0 Pass 0.1052 5 0 0 Pass 0.1062 5 0 0 Pass 0.1072 5 0 0 Pass 0.1082 5 0 0 Pass 0.1092 5 0 0 Pass 0.1102 5 0 0 Pass 0.1113 5 0 0 Pass 0.1123 5 0 0 Pass 0.1133 4 0 0 Pass 0.1143 3 0 0 Pass 0.1153 3 0 0 Pass 0.1163 3 0 0 Pass 0.1173 3 0 0 Pass 0.1183 3 0 0 Pass 0.1193 3 0 0 Pass 0.1203 3 0 0 Pass _____________________________________________________ WATER QUALITY ANALYSIS FOR FRONTAGE BYPASS MITIGATED LAND USE Name : Frontage Bypass Bypass: Yes GroundWater: No Pervious Land Use acre C, Pasture, Flat .023 Pervious Total 0.023 Impervious Land Use acre ROADS FLAT 0.059 Impervious Total 0.059 Basin Total 0.082 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Surface retention 1 ___________________________________________________________________ 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 42 of 59 Name : Bioretention 1 Bottom Length: 40.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 1 Material type for second layer: Sand Material thickness of third layer: 1 Material type for third layer: GRAVEL Underdrain used Underdrain Diameter (feet): 0.67 Orifice Diameter (in.): 8 Offset (in.): 0 Flow Through Underdrain (ac-ft.): 10.248 Total Outflow (ac-ft.): 10.248 Percent Through Underdrain: 100 Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 12 in. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Bioretention 1 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.025740 0.000000 0.0000 0.0000 0.0495 0.025401 0.000022 0.0000 0.0000 0.0989 0.024968 0.000047 0.0000 0.0000 0.1484 0.024537 0.000075 0.0000 0.0000 0.1978 0.024109 0.000105 0.0000 0.0000 0.2473 0.023684 0.000138 0.0000 0.0000 0.2967 0.023262 0.000174 0.0000 0.0000 0.3462 0.022843 0.000213 0.0001 0.0000 0.3956 0.022426 0.000255 0.0001 0.0000 0.4451 0.022012 0.000300 0.0002 0.0000 0.4945 0.021601 0.000348 0.0002 0.0000 0.5440 0.021193 0.000399 0.0003 0.0000 0.5934 0.020787 0.000452 0.0003 0.0000 0.6429 0.020385 0.000509 0.0004 0.0000 0.6923 0.019985 0.000569 0.0005 0.0000 0.7418 0.019588 0.000633 0.0006 0.0000 0.7912 0.019194 0.000699 0.0008 0.0000 0.8407 0.018802 0.000769 0.0008 0.0000 0.8901 0.018414 0.000841 0.0011 0.0000 0.9396 0.018028 0.000917 0.0012 0.0000 0.9890 0.017645 0.000997 0.0014 0.0000 1.0385 0.017265 0.001079 0.0017 0.0000 1.0879 0.016888 0.001166 0.0018 0.0000 1.1374 0.016513 0.001255 0.0022 0.0000 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 43 of 59 1.1868 0.016141 0.001348 0.0023 0.0000 1.2363 0.015773 0.001444 0.0027 0.0000 1.2857 0.015406 0.001544 0.0030 0.0000 1.3352 0.015043 0.001647 0.0032 0.0000 1.3846 0.014683 0.001754 0.0038 0.0000 1.4341 0.014325 0.001865 0.0039 0.0000 1.4835 0.013970 0.001979 0.0043 0.0000 1.5330 0.013618 0.002082 0.0045 0.0000 1.5824 0.013269 0.002188 0.0047 0.0000 1.6319 0.012922 0.002298 0.0053 0.0000 1.6813 0.012579 0.002410 0.0057 0.0000 1.7308 0.012238 0.002526 0.0061 0.0000 1.7802 0.011900 0.002646 0.0069 0.0000 1.8297 0.011564 0.002768 0.0069 0.0000 1.8791 0.011232 0.002894 0.0079 0.0000 1.9286 0.010902 0.003024 0.0082 0.0000 1.9780 0.010576 0.003157 0.0089 0.0000 2.0275 0.010252 0.003293 0.0096 0.0000 2.0769 0.009930 0.003433 0.0100 0.0000 2.1264 0.009612 0.003577 0.0104 0.0000 2.1758 0.009296 0.003724 0.0112 0.0000 2.2253 0.008984 0.003874 0.0112 0.0000 2.2747 0.008674 0.004028 0.0124 0.0000 2.3242 0.008366 0.004186 0.0129 0.0000 2.3736 0.008062 0.004348 0.0137 0.0000 2.4231 0.007761 0.004513 0.0147 0.0000 2.4725 0.007462 0.004682 0.0152 0.0000 2.5220 0.007166 0.004861 0.0166 0.0000 2.5714 0.006873 0.005044 0.0167 0.0000 2.6209 0.006582 0.005231 0.0172 0.0000 2.6703 0.006295 0.005422 0.0172 0.0000 2.7198 0.006010 0.005617 0.0172 0.0000 2.7692 0.005728 0.005816 0.0172 0.0000 2.8187 0.005449 0.006019 0.0172 0.0000 2.8681 0.005173 0.006226 0.0172 0.0000 2.9176 0.004899 0.006437 0.0172 0.0000 2.9670 0.004629 0.006653 0.0172 0.0000 3.0165 0.004361 0.006872 0.0172 0.0000 3.0659 0.004096 0.007096 0.0172 0.0000 3.1154 0.003834 0.007324 0.0172 0.0000 3.1648 0.003574 0.007556 0.0172 0.0000 3.2143 0.003317 0.007793 0.0172 0.0000 3.2637 0.003064 0.008033 0.0172 0.0000 3.3132 0.002813 0.008279 0.0172 0.0000 3.3626 0.002564 0.008528 0.0172 0.0000 3.4121 0.002319 0.008782 0.0172 0.0000 3.4615 0.002076 0.009041 0.0172 0.0000 3.5000 0.001837 0.009245 0.0172 0.0000 Surface retention 1 Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) To Amended(cfs) Wetted Surface 3.5000 0.025740 0.009245 0.0000 0.0172 0.0000 3.5495 0.026179 0.010528 0.0000 0.0172 0.0000 3.5989 0.026620 0.011834 0.0000 0.0172 0.0000 3.6484 0.027064 0.013161 0.0000 0.0172 0.0000 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 44 of 59 3.6978 0.027511 0.014511 0.0000 0.0172 0.0000 3.7473 0.027961 0.015882 0.0000 0.0172 0.0000 3.7967 0.028413 0.017276 0.0000 0.0172 0.0000 3.8462 0.028869 0.018692 0.0000 0.0172 0.0000 3.8956 0.029327 0.020131 0.0000 0.0172 0.0000 3.9451 0.029788 0.021593 0.0000 0.0172 0.0000 3.9945 0.030251 0.023077 0.0000 0.0172 0.0000 4.0440 0.030718 0.024585 0.0977 0.0172 0.0000 4.0934 0.031187 0.026115 0.3014 0.0172 0.0000 4.1429 0.031659 0.027669 0.5635 0.0172 0.0000 4.1923 0.032134 0.029247 0.8600 0.0172 0.0000 4.2418 0.032612 0.030848 1.1671 0.0172 0.0000 4.2912 0.033093 0.032472 1.4606 0.0172 0.0000 4.3407 0.033576 0.034121 1.7188 0.0172 0.0000 4.3901 0.034062 0.035793 1.9255 0.0172 0.0000 4.4396 0.034551 0.037489 2.0761 0.0172 0.0000 4.4890 0.035043 0.039210 2.1826 0.0172 0.0000 4.5000 0.035153 0.039596 2.3112 0.0172 0.0000 ___________________________________________________________________ Section 5 – Conveyance System Analysis and Design Conveyance system is designed per section 1.2.4.1 of 2017 City of Renton Surface Water Design Manual to convey the 25- year developed peak flow with minimum 6 inches of free board and check for overflow for developed 100-year peak flow and shall not cause downstream property damage in case overflow happens in 100-year storm event. Use rational method to calculate the 25 year and 100 year 24 hour peaks QR = C * IR * A IR = PR * iR PR = 3.40 inch for 25 year storm = 3.90 inch for 100 year storm iR = aR * Tc ^ (-bR) Tc = Time of concentration = 6.3 minutes for small areas aR bR iR (for Tc = 6.3 minutes) IR (for Tc = 6.3 minutes) 25 year 2.66 0.65 0.804 2.734 100 year 2.61 0.63 0.819 3.194 Impervious area (acres) C Pervious area (acres) C Q25 (cfs) Q100 (cfs) Inlet pipe to vault 0.514 0.9 0.495 0.25 1.60 1.87 Downstream structure Upstream structure Pipe size (inch) Pipe slope % n Pipe capacity (cfs) Q25 (cfs) Q100 (cfs) Onsite vault CB south of vault 12 1.0 0.011 4.22 1.60 1.87 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 45 of 59 The 12” pipe inlet to the vault is the pipe with the maximum flow, all other onsite 12” pipes collect less flows. All the onsite 12” pipes have the capacity to convey the 100-year peak flows. Section 6 – Special Reports and Studies A soils report from Ages Engineering, LLC.has been provided as an attachment. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 46 of 59 Section 7 – Other Permits Water Service through Soos Creek Water and Sewer District Sewer Service through Soos Creek Water and Sewer District Right-of-Way permits through City of Renton Franchised utilities (power, cable, gas, etc.) through individual utility purveyors NPDES Permit Through WA State Department of Ecology 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 47 of 59 Section 8 – ESC Analysis and Design ESC Plan Analysis and Design (Part A) TEMPORARY EROSION AND SEDIMENT CONTROL The grading for this project is limited to the onsite improvement and offsite frontage improvement. Temporary Erosion and Sedimentation Control will be provided by utilizing BMPs selected from the 2017 Renton Surface Water Design Manual. These BMPS will likely include, but are not necessarily limited to construction entrance for traffic stabilization, silt fencing for parameter protection, plastic sheeting of stockpiles, straw mulch, hydro-seeding of exposed areas, catch basin protection, etc. All new impervious areas and new pervious areas will be treated by the combined detention/wet vault for Duration flow control (forest existing condition). At the beginning of the construction, construction entrance and silt fence along the grading limit will be installed. Then, combined detention/wet vault will be installed. Temporary erosion and sediment control facilities will be maintained during construction period and will be removed after construction is finished. Temporary erosion and sediment control plan, notes and details to be provided at construction plan stage. A Stormwater Pollution Prevention and Spill (SWPPS) plan will also be provided at construction plan stage. The site is sloped, no sensitive area exists onsite. No special measure is proposed. Temporary sediment trap sizing: Q2y using WWHM method with 15-minute time step: Flow Frequency Return Periods for Developed condition without mitigation at POC #1 Return Period Flow(cfs) 2 year 0.2739 5 year 0.3614 10 year 0.4229 25 year 0.5049 50 year 0.5691 100 year 0.6360 Q2y = 0.31 cfs Required surface area = 2080 * Q2y = 2080 * 0.27 = 562 sf. The excavation for the onsite vault can be used as the sediment trap. A temporary overflow path is provided to over flow to the existing catch basin at the west side of 116th Avenue SE near the northeast corner of the site. EROSION AND SEDIMENT CONTROL STANDARDS: ESC measures shall be applied and maintained to prevent, to the maximum extent practicable, the transport of sediment from the project site to downstream drainage systems or surface waters. This performance is intended to be achieved through proper selection, installation, and operation of the above ESC measures as detailed in the ESC Standard (detached Appendix D) and approved by the City of Renton. PERMANENT EROSION AND SEDIMENT CONTROL For Permanent Erosion and Sedimentation Control, driveways and walkways will be paved. Landscape areas will be covered with grass, trees and ground covers. New impervious areas and new pervious areas from onsite improvement will be treated by the combined detention/wet vault for Flow control (Duration, forest existing condition) and Basic water quality treatment. 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 48 of 59 STORMWATER POLLUTION PREVENTION AND SPILL (SWPPS) PLAN (Part B) Stormwater Pollution Prevention Plan for Construction Plog Engineering, PLLC. STORM WATER POLLUTION PREVENTION PLAN FOR HAEVIN RIDGE SHORT PLAT RENTON, WASHINGTON, USA Prepared for Northwest Regional Office 3190 - 160th Avenue SE Bellevue, WA 98008-5452 425-649-7000 March 20, 2019 Prepared by Plog Engineering, PLLC. P.O. Box 457 Issaquah, WA 98027 Phone: (206) 420-7130 SWPPP Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Mark X. Plog, P.E. Project Engineer SITE CONTACT INFORMATION SITE OWNER PHONE/FAX/MOBILE ADDERSS Lakh Sandhu (206) 617-7309 9329 South 200th Street Kent, WA 98031 PROJECT CONTRACTOR To be determined PROJECT EROSION LEAD 24-HOUR CONTACT To be determined To be determined I certify under penalty of law that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information is, to the best of my knowledge and belief, true, accurate and complete. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Revision Schedule This storm water pollution prevention plan (SWPPP) should be revised and updated to address changes in site conditions, new or revised government regulations, and additional on-site storm water pollution controls. All revisions to the SWPPP must be documented on the SWPPP Revision Documentation Form, which should include the information shown below. The authorized facility representative who approves the SWPPP should be an individual at or near the top of the facility’s management organization, such as the president, vice president, construction manager, site supervisor, or environmental manager. The signature of this representative attests that the SWPPP revision information is true and accurate. Previous authors and facility representatives are not responsible for the revisions. SWPPP Revision Documentation Form Number Date Author Company Representative Signature 0 1 2 3 4 5 6 7 8 9 10 Plog Engineering, PLLC. i CONTENTS LIST OF FIGURES AND DRAWINGS iv 1 CONSTRUCTION ENVIRONMENTAL SUMMARY 1-1 1.1 Summary 1-1 2 INTRODUCTION 2-1 2.1 Storm water Pollution Prevention Plan Requirements 2-1 2.2 Purpose 2-1 2.3 SWPPP Organization 2-1 3 CLEARING LIMITS 3-1 3.1 Site Plans 3-1 3.2 Marking Clearing Limits 3-1 3.3 Special Consideration 3-1 3.4 Selected BMPs 3-1 4 CONSTRUCTION ACCESS 4-1 4.1 Site Access 4-1 4.2 Street Cleaning 4-1 4.3 Wheel Wash 4-1 4.4 Selected BMPs 4-1 5 STORM WATER DETENTION 5-1 5.1 Primary Storm water Detention System 5-1 5.2 Run-on Bypass 5-1 6 SEDIMENT CONTROLS 6-1 6.1 Site Sediment Control System 6-1 6.2 Selected BMPs 6-1 7 SOIL STABILIZATION 7-1 7.1 Soil Stabilization 7-1 7.2 Structural BMPs 7-2 8 SLOPE PROTECTION 8-4 8.1 General Practices 8-4 8.2 Suggested BMPs 8-4 CONTENTS (Continued) Plog Engineering, PLLC.. ii 9 DRAIN INLET PROTECTION 9-1 9.1 Existing Storm Drains 9-1 9.2 Newly Constructed Storm Drains 9-1 9.3 Suggested BMP 9-1 10 STORM WATER OUTLET PROTECTION 10-1 10.1 Street Drainage along the west side of 14th Avenue SW 10-1 10.2 Bypass Drainage along the west side of 14th Avenue SWError! Bookmark not defined. 10.3 Suggested BMPs 10-1 11 SPILL PREVENTION AND RESPONSE 11-2 11.1 General Materials Handling Practices 11-2 11.2 Specific Materials Handling Practices 11-3 11.3 Spill Response 11-3 11.4 Notification 11-5 12 STORM WATER TREATMENT 12-1 12.1 Storm Water Collection System 12-1 12.2 Temporary Sediment Traps 12-1 12.3 Monitoring Chemical Treatment System 12-1 12.4 pH Adjustment 12-2 13 BMP MAINTENANCE 13-4 14 PROJECT MANAGEMENT 14-1 14.1 Phasing of Construction 14-1 14.2 Seasonal Work 14-1 14.3 Training 14-1 14.4 Pre-construction Conference 14-2 14.5 Coordination with Utilities and other Contractors 14-2 14.6 Subcontractor Oversight 14-2 14.7 Monitoring/Reporting 14-2 14.8 SWPPP Update 14-2 FIGURES DRAWINGS CONTENTS (Continued) Plog Engineering, PLLC.. iii APPENDIX A NPDES STORM WATER PERMIT FOR CONSTRUCTION & STATE WATER QUALITY STANDARDS APPENDIX B STANDARDS AND SPECIFICATIONS FOR SELECTED BMPs APPENDIX C MATERIAL SAFETY DATA SHEETS Plog Engineering, PLLC. iv FIGURES AND DRAWINGS Following Report Figures 1 Site Topography Map 2 Storm water Site Map Drawings Civil Plan Set Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 1-1 1 CONSTRUCTION ENVIRONMENTAL SUMMARY 1.1 Summary Beginning in Summer 2018, The developer is starting the Haevin Ridge Short Plat construction project located on 18809 116th Avenue SE in City of Renton Washington. The site area is 1.33 acres before Right of Way dedication and 1.30 acres after Right of Way dedication along 116th Avenue SE. The two existing telecommunication towers on the site will remain undisturbed for this development. The project will construct 6 new single-family residences and street frontage improvements with new curb and gutter, sidewalk along the west side of 116th Avenue SE. Duration (forest existing condition) flow control and Basic water quality treatment are required for this project. A combined detention/wet vault is used to provide the required Flow control and water quality treatment. The conveyance system is designed to have the capacity to handle 100 year 24 hour peak flow. There is no critical area in the site or near by the site. Because more than 5,000 square feet of new impervious area is proposed, extra protective measures have been established to ensure there is no adverse impact to water quality in the surrounding area. This Storm water Pollution Prevention Plan details all of the protective environmental measures, which will be employed during construction of the project. Perhaps most innovative and protective of all measures designed for use is the storm water treatment system which treats all storm water collected during construction to produce clear, clean, and non-toxic water for discharge into the drainage basin stream. Designed as an integrated Best Management Practice (BMP) to complement the other BMPs described in this plan, the storm water treatment system provides a fail-safe method for ensuring only clean water leaves the site. 1.1.1 Project Description Total project area is 1.39 acres. Total proposed impervious area is 0.519 acres, total disturbed area is 1.20 acres. Total volumes of proposed cuts are approximately 2,700 cy and total volumes of proposed fill are approximately 2,200 cy. Net earth work exported is approximately 500 cy. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 1-2 1.1.2 Existing Site Conditions There are two telecommunication towers on the existing parcel. They will remain undisturbed for the proposed development. The remainder of the property is covered with grass and trees. The site is slopes northwestly with average slope of 5 to 8% slopes toward 116th Avenue SE. There is no sensitive area on the site and no difficult conditions for the proposed development. 1.1.3 Adjacent Areas Adjacent areas that may be affected by the runoff of sediment-contaminated water is the property north of the site. Under developed condition, onsite runoffs will be collected and conveyed to the combined detention/wet vault before discharged to the 116th Avenue SE drainage system. During construction, silt fences will be installed along the limits of disturbances to prevent sediment-contaminated runoff leaving the site. Excavation for the combined detention/wet vault will be used as temporary erosion and sediment trap. Temporary intercept ditches will be installed to intercept onsite runoff and direct it to this temporary erotion and sediment trap. 1.1.4 Critical Areas There is no critical area in the site or near by the site. 1.1.5 Soils According to the King County Soils Map, onsite soils are till soils with Alderwood Gravelly Sandy Loam (AgB). 1.1.6 Erosion Problem Areas The site is not located in erosion problem area. 1.1.7 Construction Phasing The construction may be divided to two phases: 1. Onsite development. 2. Offsite frontage improvement. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 1-3 1.1.8 Construction Schedule The construction will happen in dry season total construction time will be 5 to 6 month. If wet season land disturbance is proposed, see Appendix B for wet season special provitions. 1.1.9 Financial/Ownership Responsibilities The property owner is responsible for the initiation of bonds and/or other financial securities and the bonds and/or other evidence of financial responsibility for liability associated with erosion and sedimentation impacts. 1.1.10 Engineering Calculations See section IV of this TIR for the design calculations for the sizing of storm water detention facilities and storm water treatment facilities. See section V of this TIR for the sizing of the conveyance system. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 2-1 2 INTRODUCTION 2.1 Storm water Pollution Prevention Plan Requirements This Storm water Pollution Prevention Plan (SWPPP) is developed consistent with the requirements of the National Pollutant Discharge Elimination System (NPDES) General Storm water Permit for Construction Activities (see Appendix A for a copy of the general permit). This SWPPP meets the requirements of Special Condition S9 of the general permit. The primary consideration determining the adequacy of the SWPPP is compliance with State Surface Water Quality Standards (Chapter 173-201A – see Appendix A). The Plan, properly implemented, should result in the discharge of water to the environment without the violation of Water Quality Standards. 2.2 Purpose The purpose of this SWPPP is to: • Describe best management practices (BMPs) to minimize erosion and sediment runoff at the site • Identify, reduce, eliminate, or prevent the pollution of storm water • Prevent violations of surface water quality or groundwater quality standards 2.3 SWPPP Organization This plan consists of a detailed narrative section and the appendices, which contain illustrations, maps, and drawings. The narrative section includes descriptions of potential pollution problems associated with site features, and then discusses the selection of specific pollution prevention BMPs to reduce or eliminate the threat of causing pollution during the actual construction project. The illustrations, maps, and drawings in the appendices show the site location, topography, sensitive environmental receptors, placement of BMPs, and BMP specifications and performance expectations. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 2-2 The narrative section of this plan is organized in numbered sections around the 12 required elements of an SWPPP listed below: 1. Mark project clearing limits 2. Establishing the construction entrance(s) 3. Storm water detention 4. Selection and installation of sediment controls 5. Soil stabilization 6. Slope protection 7. Drain inlet protection 8. Storm water outlet protection 9. Chemical spill prevention and response 10. Site Storm water Treatment 11. BMP maintenance 12. Project management In the narrative section, each of the above elements will be discussed in relation to the specific conditions at the development. BMPs for each element will be screened, resulting in selection of those BMPs deemed most appropriate for use. Specifications and engineering drawings of the selected BMPs are referenced at the end of each section and can be found in Appendix B. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 3-1 3 CLEARING LIMITS 3.1 Site Plans Figure 1 is a topographic map of the site showing all natural drainages associated with the area. Figure 2 is the Storm water Site Map showing any surface water in the area and showing placement of all relevant storm water BMPs, detention vault, storm drains, spill kit locations, storm water treatment system location, etc. 3.2 Marking Clearing Limits Prior to beginning earth-disturbing activities, including clearing and grading, all clearing limits, easements, setbacks, sensitive areas and their buffers, trees and drainage courses will be clearly marked to prevent environmental damage both on and off site. 3.3 Special Consideration Special consideration will be given to the boundaries of the drainage basin on the site. 3.4 Selected BMPs • BMP C101: Preserving Natural Vegetation • BMP C103: Plastic or Metal Fence • BMP C104: Stake and Wire Fence (used to mark temporary construction limits) • BMP C233: Silt Fence Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 4-1 4 CONSTRUCTION ACCESS 4.1 Site Access A temporary stabilized construction entrance will be installed near the location of the existing driveway entrance near the southeast corner of the site. All construction vehicles exiting the site will be limited to this access. The access will be stabilized with gravel to prevent tracking sediment onto 116th Avenue SE. 4.2 Street Cleaning If sediment is accidentally transported on to the street it will be removed from the street surface on a daily basis. Sediment will be shoveled and/or swept from the street and disposed of in a manner, which prevents contamination with storm water or surface water (e.g., covered soil stockpile). In addition, a street sweeper may be used to maintain clean roads on an as-needed basis. 4.3 Wheel Wash Based on site conditions and time of year, a temporary truck wheel wash station may be constructed to ensure control of sediment at the construction exit point. The wheel wash system (if needed) will be constructed on the site at a location just prior to where trucks leave the site access and enter the street. The system will consist of an asphalt-lined wash pond for immersing the truck tires as the truck drives through and a small settling pond for settling suspended sediment in wash water cycled out of the system. Wash water may be reused after settling, infiltrated onsite, or transported off site for disposal. Accumulated sediments will be collected periodically, stockpiled for dewatering, then reused onsite. 4.4 Selected BMPs • BMP C105: Stabilized Construction Entrance • BMP C106: Wheel Wash (wet season only) • BMP C107: Construction Road/Parking Area Stabilization Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 5-1 5 STORM WATER DETENTION 5.1 Primary Storm water Detention System The construction site slopes northeasterly towards the north adjacent property (Benson Hill Elementary School. Under developed condition, The Flow control BMPs (Limited Infiltration and pervious asphalt, pervious concrete driveways and pervious concrete paver walkways) and the combined detention/wet vault will provide Level 2 (Duration with forest existing condition) Flow control for the project site. During construction period, The excavation for the vault will be used as a temporary erosion and sediment control trap, all storm water on the site contaminated with sediment or otherwise affected by construction activities will be directed to this temporary erosion and sediment control trap. The detained release will be discharged to the existing storm drainage system that runs along the west side of 116th Avenue SE. 5.2 Run-on Bypass The existing storm drainage systems along 116th Avenue SE intercept runoff from the streets. Use catch basin inlet protections to protect the catch basins located at the west side of 116th Avenue SE along the site frontage. 5.3 Selected BMPs • BMP C220: Storm Drain Inlet Protection. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 6-1 6 SEDIMENT CONTROLS 6.1 Site Sediment Control System Before being discharged from the construction site, sediment-contaminated storm water will be processed in the storm water treatment system. Clean water bypassing the site will be routed to the existing drainage systems that runs along the west side of 116th Avenue SE. A temporary erosion and sediment control trap will be installed using the excavation for the combined detention/wet vault. After the vault is constructed, the vault itself can be used for temporary erosion and sediment control. Sediment barriers or filters, and other BMPs intended to trap sediment on site will be constructed as one of the first steps in grading. These BMPs will be installed before other land-disturbing activities take place. 6.2 Selected BMPs • BMP C200: Interceptor dike and swale • BMP C207: Check dams • BMP C233: Silt Fence • BMP C240: Temporary Sediment Trap • BMP C250: Construction Storm water Chemical Treatment Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 7-1 7 SOIL STABILIZATION This section describes the stabilization and structural BMPs that will be implemented to minimize erosion and transport of sediment from the project site into receiving waters. Erosion and sediment control facilities that have been approved as a part of the project’s grading permit are shown in Drawing of the Temporary Erosion and Sediment Control Plan. Many of the BMPs listed below are described in the WSDOT Construction Site Erosion and Spill Control Certification Course Manual as well as in Volume 2 of Ecology’s Storm water Management Manual for the Puget Sound Basin and the King County Surface Water Management Manual and have been included in Appendix B. 7.1 Soil Stabilization Stabilization BMPs to be implemented at this site include: • Soil Covering. All exposed soils will be stabilized with vegetation or covered prior to the onset of the rainy season. The primary stabilization method used will be covering soils with an approved matting and/or hydroseeding. This will be done on all slopes as well as drainage ditches, swales, and exposed flat surfaces as deemed necessary by the erosion and sediment control lead. Virtually all exposed soils will be stabilized to protect surface water quality. Areas of the project, which have not been properly stabilized by vegetation by the onset of the wet season, will be covered with transparent plastic sheeting to prevent sediment transport. Plastic sheeting will also be used as an emergency BMP to cover previously stabilized areas, which begin to erode. Loose straw and mulch covers are not to be used as they may be washed into drainage structures. • Stockpile Covering. All temporary soil stockpiles will be covered with plastic. Long-term stockpiles will be compacted and hydroseeded prior to the onset of wet weather. Clean runoff from covered or stabilized stockpiles will be collected in solid wall drainage pipe and conveyed to a surface water drainage structure. • Polymer Soil Treatment. Smaller areas of the site may be actively worked throughout the wet season to support the installation of utilities. These smaller areas of exposed soils may be temporarily stabilized with the application of a granular Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 7-2 anionic polyacrylamide (PAM). PAM may be applied as an aqueous solution (0.5 pounds per 1,000 gallons of water) or as a granular solid evenly dispersed over the surface of soils using a seed spreader (3 to 5 pounds of PAM per acre). For additional instruction and use restrictions see the WSDOT Draft Experimental BMP 5.0 - Polyacrylamide for Soil Erosion Prevention (June 21, 1999) and the WSDOT Draft Interim Criteria for WSDOT to use Polyacrylamide (PAM) (June 21, 1999) in Appendix B. • Maintenance of Existing Vegetation. Existing and new vegetation will be maintained to the maximum extent practicable to prevent the contamination of storm water with sediment. Vegetated areas beginning to show signs of erosion or soil transport will be covered with plastic sheeting and the clean runoff conveyed to a storm water drain. • Outlet Protection. Adequate energy dissipation, erosion control, and soil stabilization measures (e.g., rock or other energy dissipation techniques) will be provided for all point source discharges of storm water, including run-on discharges and outlets from onsite discharges. • Inlet protection. All existing storm drain inlets, including those made operable during the project, will be properly protected and maintained using approved inlet protection devices. 7.2 Structural BMPs Structural BMPs. Structural BMPs are practices designed to divert flows from exposed soil, store storm water runoff, and limit runoff and the discharge of pollutants from exposed areas of the project. The goal of structural BMPs on this project is to protect receiving water downstream of the site from turbid water, phosphorus, sediment, oil, and other contaminants, which may mobilize in storm water flows. • Temporarily Modified Catchment Structures. Catch basins, manholes, vaults and swales may have to be modified on a temporary basis so that dirty water can be intercepted before leaving the site. This may be done in several different ways generally resulting in temporarily blocking an outlet structure and installing a pump to transfer the storm water inflow to a settling, infiltration, or treatment system. Automatic float level controllers built into the pump prevent the pump from running dry and conserve power use. • Drainage Swales, Ditches, and Check Dams. Swales and ditches will be used on a permanent and temporary basis to convey storm water in a way that minimizes the potential for contamination by sediment. Because some sediment will Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 7-3 always be present in storm water, check dams will be used in swales and ditches to reduce the velocity of the water and allow some settling of larger particles. • Sedimentation Swales and Traps. Temporary and permanent swales and small sedimend traps will be used as necessary to reduce the velocity of runoff and enhance particle settling. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 8-4 8 SLOPE PROTECTION 8.1 General Practices Cut and fill slopes on this project have been designed and will be constructed so as to minimize erosion. Soil types have been analyzed and considered for their potential to erode also. In addition, slope runoff velocities will be reduced by terracing, creating diversions, and surface contouring. Upslope drainage and uncontaminated run-on water from off-site will be intercepted at the top of the slope and diverted around the active construction area. Down slope flows will be contained in pipes, slope drains, and/or stabilized channels. 8.2 Suggested BMPs Because the site is hilly, slope protection is required for this project. The following BMPs are selected. • BMP C120: Temporary and Permanent Seeding • BMP C121: Mulching • BMP C130: Surface Roughening • BMP C131: Gradient Terraces • BMP C200: Interceptor dike and swale • BMP C204: Pipe Slope Drains • BMP C207: Check dams Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 9-1 9 DRAIN INLET PROTECTION 9.1 Existing Storm Drains Existing storm drain inlets will be protected to prevent storm water from entering without first being filtered or treated to remove sediment. 9.2 Newly Constructed Storm Drains All storm drain inlets made operable during construction will be protected to prevent storm water from entering without first being filtered or treated to remove sediment. 9.3 Suggested BMP • BMP C220: Storm Drain Inlet Protection Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 10-1 10 STORM WATER OUTLET PROTECTION 10.1 Street Drainage along the west side of 116th Avenue SE The outfall of the combined detention/wet vault will be connected to the existing storm drainage system that runs along the west side of 116th Avenue SE at a existing catch basin located at the frontage of Benson Hill Elementary School. Storm water will be cleaned of sediment and other pollutants when discharged from this catch basin that connects to the existing storm drainage system runing along the west side of 116th Avenue SE. 10.2 Suggested BMPs • BMP C220: Storm Drain Inlet Protection. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 11-2 11 SPILL PREVENTION AND RESPONSE Consistent with the general permit requirements, all potential pollutants other than sediment will be handled and disposed of in a manner that does not cause contamination of storm water. Non-sediment pollutants that may be present during construction activities include: • Petroleum products including fuel, lubricants, hydraulic fluids, and form oils • Polymer used for soil stabilization • Water treatment chemicals (coagulant, acid, sodium bicarbonate) • Concrete • Paints • Fertilizers These materials, and other materials used during construction with the potential to impact storm water, will be stored, managed, used, and disposed of in a manner that minimizes the potential for releases to the environment and especially into storm water. Emergency contacts for the project will be posted at the project office and are included at the end of this section. 11.1 General Materials Handling Practices The following general practices will be used throughout the project to reduce the potential for spills. • Potential pollutants will be stored and used in a manner consistent with the manufacturer’s instructions in a secure location. To the extent practicable, material storage areas should not be located near storm drain inlets and should be equipped with covers, roofs, or secondary containment as needed to prevent storm water from contacting stored materials. Chemicals that are not compatible (such as sodium bicarbonate and hydrochloric acid) shall be stored in segregated areas so that spilled materials cannot combine and react. • Materials disposal will be in accordance with the manufacturer’s instructions and applicable local, state, and federal regulations. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 11-3 • Materials no longer required for construction will be removed from the site as soon as practicable. • Adequate garbage, construction waste, and sanitary waste handling and disposal facilities will be provided to the extent necessary to keep the site clear of obstruction and BMPs clear and functional. 11.2 Specific Materials Handling Practices • All pollutants, including waste materials and demolition debris, that occur on-site during construction will be handled in a way that does not contaminate storm water. • All chemicals including liquid products, petroleum products, water treatment chemicals, and wastes stored on site will be covered and contained and protected from vandalism. • Maintenance and repair of all equipment and vehicles involving oil changes, hydraulic system drain down, de-greasing operations, fuel tank drain down and removal, and other activities which may result in the accidental release of contaminants, will be conducted under cover during wet weather and on an impervious surface to prevent the release of contaminants onto the ground. Materials spilled during maintenance operations will be cleaned up immediately and properly disposed of. • Wheel wash water will be settled and discharged on site by infiltration. Wheel wash water will not be discharged to the storm water system or the storm water treatment system. • Application of agricultural chemicals, including fertilizers and pesticides, will be conducted in a manner and at application rates that will not result in loss of chemical to storm water runoff. Manufacturers’ recommendations will be followed for application rates and procedures. • pH-modifying sources will be managed to prevent contamination of runoff and storm water collected on site. The most common sources of pH-modifying materials are bulk cement, cement kiln dust (CKD), fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. 11.3 Spill Response The primary objective in responding to a spill is to quickly contain the material(s) and prevent or minimize their migration into storm water runoff and conveyance systems. If Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 11-4 the release has impacted on-site storm water, it is critical to contain the released materials on site and prevent their release into receiving waters. If a spill of pollutants threatens storm water at the site, the spill response procedures outlined below must be implemented in a timely manner to prevent the release of pollutants. • The site superintendent will be notified immediately when a spill, or the threat of a spill, is observed. The superintendent will assess the situation and determine the appropriate response. • If spills represent an imminent threat of escaping ESC facilities and entering the receiving waters, facility personnel will respond immediately to contain the release and notify the superintendent after the situation has been stabilized. • Spill kits containing materials and equipment for spill response and cleanup will be maintained at the site. Each spill kit may contain: − Oil absorbent pads (one bale) − Oil absorbent booms (40 feet) − 55-gallon drums (2) − 9-mil plastic bags (10) − Personal protective equipment including gloves and goggles • If an oil sheen is observed on surface water (e.g., settling ponds, detention pond, swales), absorbent pads and/or booms will be applied to contain and remove the oil. The source of the oil sheen will also be identified and removed or repaired as necessary to prevent further releases. • The site superintendent, or his designee, will be responsible for completing the spill reporting form and for reporting the spill to the appropriate state or local agency (see Forms at the end of this section). • Facility personnel with primary responsibility for spill response and cleanup will receive training from the site superintendent. This training will include identifying the location of spill kits and other spill response equipment and the use of spill response materials. • Spill response equipment will be inspected and maintained as necessary to replace any materials used in spill response activities. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 11-5 11.4 Notification In the event of a spill, make the appropriate notification(s) consistent with the following procedures: • Any spill of oil which 1) violates water quality standards, 2) produces a “sheen” on a surface water, or 3) causes a sludge or emulsion must be reported immediately by telephone to the National Response Center Hotline at (800) 424-8802. • Any oil, hazardous substance, or hazardous waste release which exceeds the reportable quantity must be reported immediately by telephone to the National Response Center Hotline at (800) 424-8802. • Any spill of oil or hazardous substance to waters of the state must be reported immediately by telephone to the Washington State Department of Ecology at (360) 407-6000 (Olympia), (425) 649-7000 (Bellevue). • Any release of a hazardous substance that may be a threat to human health or the environment must be reported to the Washington State Department of Ecology at (360) 407-6000 (Olympia), (425) 649-7000 (Bellevue) immediately upon discovery. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 12-1 12 STORM WATER TREATMENT 12.1 Storm Water Collection System During all phases of construction and grading the contractor will provide storm water collection and conveyance systems to collect and direct sediment contaminated water to temporary sediment pond as needed to prevent offsite discharge of sediment laden storm water. Construction will occur in phases as much as practicable to avoid unnecessarily exposing vegetated areas of the site. Clean storm water, generated from stabilized and undisturbed portions of the site, will be collected and conveyed to stabilized discharge areas whenever necessary to avoid contact with disturbed portions of the site. All conveyance and collection systems will be constructed consistent with State and local BMP requirements. 12.2 Temporary Sediment Traps During construction, sediment contaminated storm water will be conveyed to temporary sediment traps, as designed by the project engineer and shown on the temporary erosion and sediment control (TESC) plan. The sediment traps will gravity-settle large particles down to silt size particles. Considering subsurface soil types, it is unlikely that gravity settling alone will remove all suspended particles. If settled storm water does not meet state water quality standards, the storm water will be managed by chemical treatment. An experienced expert in storm water treatment will perform chemical treatment. Many of the chemicals utilized for this type of treatment (polymers) can be environmentally hazardous. 12.3 Monitoring Chemical Treatment System As with all effective BMPs, the chemical treatment system requires regular monitoring to assure the overall effectiveness of storm water management. The key monitoring requirements of the chemical treatment water management system include: • Sediment Trap/pond Monitoring Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 12-2 All sediment trap(s)/pond(s) should be visually monitored at least daily during the wet season or as needed to monitor the level and quality of water within the sediment traps. The site operator will designate site personal to routinely monitor the level of the sediment trap such that the water level is not allowed to reach levels approaching discharge. The sediment traps will also be monitored weekly or as needed for sediment accumulation, functionality, and for other required maintenance. In the event of abnormal conditions, site personal will immediately report the information to the site superintendent for resolution. • Pump and Mechanical System Monitoring The pump or pumps that operate the storm water management system require routine monitoring to ensure the continual performance of the system. The contractor will follow all manufactures recommended inspection and maintenance procedures throughout the life of the project. During the wet season, site personal will monitor pump systems for correct operation, adequate power supply, and correct float level control operation. Severe storm events may require more frequent inspections, especially if pumps rely on utility-supplied power. The contractor will have available onsite or within reasonable distance to site 24-hour-a-day available backup equipment including but not limited to a pump and generator. In the event of mechanical equipment failure, the site operator will immediately take all necessary actions to replace any malfunctioning components so as to restore the original capacity of the water management system. • Water Quality Monitoring Water quality monitoring will be performed to demonstrate that the water management process is working properly, to document the quality of water discharged to the stream, and to document the background water quality of the stream. The effectiveness of the water management system will be monitored on a daily basis, recorded on the Water Management Log form, and reported to regulatory authorities as needed. State water quality standards require treated water to not exceed 5 NTU above the receiving water and the pH to be within 0.3 pH units of the receiving water. Therefore, the Storm water Monitoring Form will be used to record the receiving water background turbidity and pH as well as the quality of water discharged from the site. This information can then be used to document compliance with water quality standards. 12.4 pH Adjustment The most likely pH upset condition will be high pH resulting from concrete contamination. Acid or dry ice (CO2) will be required to neutralize the high pH. Begin recirculating the water in the basin to be neutralized while slowly adding acid (dry ice). Acid (dry ice) quantity will be calculated based on a sample test neutralization. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 12-3 Caution! Hydrochloric and sulfuric acids are powerful acids, which can cause serious, permanent damage to human skin and eyes. See Material Safety Data Sheets in Appendix D. Goggles, gloves, and protective clothing are mandatory when handling acid. An eye wash unit is stationed in the job trailer. Acid must always be stored, moved, and dispensed in the secondary unit containment provided. No more than 5 gallons of acid will be stored on site at any time. Check pH in the treatment basin frequently after incremental additions of acid or dry ice to ensure the pH is not over-adjusted. Adjust the pH to 7.0 to 7.5. Once the desired pH has been achieved, let the basin settle briefly and check the pH again. A low pH condition may be treated by adding a 20 percent sodium bicarbonate solution as above. Check the pH after incremental additions of sodium bicarbonate. The sodium bicarbonate quantity may be calculated based on a simple jar test to determine the correct amount for size of the pond. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 13-4 13 BMP MAINTENANCE All temporary and permanent erosion and sediment control BMPs will be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair will be conducted in accordance with BMPs. Recommended BMP maintenance requirements are listed in Tables 1 and 2 included in this section. Following Tables 1 and 2 is a BMP Inspection Checklist for use in routine inspections of the construction site. All temporary erosion and sediment control BMPs will be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment will be removed or stabilized on site. Disturbed soil areas resulting from removal of BMPs or vegetation will be permanently stabilized as soon as possible. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 14-1 14 PROJECT MANAGEMENT Implementation and management of the environmental aspects of this project under the SWPPP are the responsibilities of The Development Company and the prime contractor. Communication between all parties performing work on the site is essential for proper implementation of the SWPPP. The prime contractor, utility installation contractor, and grading contractor should all be familiar with the SWPPP and their responsibilities under the plan. To help delegate these responsibilities the following outline has been provided: 14.1 Phasing of Construction The project has been planned at this point in two phases to reduce the environmental impact of mass grading. Phase one will result in the development of the onsite improvement. During this time the offsite will remain undisturbed most of the time. Once the onsite improvement phase is nearing completion the offsite improvement phase will begin. From the beginning of construction until the completion of phase two, the storm water treatment system will remain operational to purify storm water impacted by construction activities. 14.2 Seasonal Work The storm water treatment system has been designed to allow for work on the project during the winter months without impacting the water quality in the drainage basin to the west of the site. While not seasonal, some construction activities may need to be postponed if scheduled during ongoing storm events. Activities such as grading and trenching in areas directly adjacent to the drainage basin during rainstorms could easily result in sediment-contaminated storm water reaching the stream. This work would therefore be performed within a window of dry weather predicted on the basis of weather reports. 14.3 Training The Development Company will provide onsite training to key personnel responsible for compliance with the SWPPP. The contractor’s superintendent and project manager will be familiarized with the major elements of the plan. Construction workers and others at Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 14-2 the site will be given appropriate training information at the conclusion of site safety meetings or on an as-needed basis. 14.4 Pre-construction Conference One or more pre-construction meetings will be held with an explicit agenda item addressing the SWPPP. 14.5 Coordination with Utilities and other Contractors All contractors providing services on the project which may cause storm water pollution will be given a copy of the SWPPP and appropriate training regarding storm water pollution prevention. 14.6 Subcontractor Oversight Subcontractor oversight to ensure compliance with the SWPPP will be provided by the prime contractor’s superintendent or project manager. Informal, on-the-job tailgate training will be the first level of communication followed by onsite observation of training compliance. Non-compliance with SWPPP policies will trigger a more intensive training session to correct the problem(s). Chronic non-compliance with SWPPP policies may require the intervention of local and/or state regulatory personnel. 14.7 Monitoring/Reporting Water quality conditions at the site will be monitored by a qualified technician and water quality reports submitted to the proper regulatory authorities on a regular basis. Additional reports such as erosion and sediment control inspections will be the responsibility of the prime contractor or a designated consultant. Spill reports will be completed and submitted by the prime contractor on the project. 14.8 SWPPP Update The SWPPP will be updated as requested by The Development Company. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. FIGURES Here include Figure 1 (Site Topographic Map) Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Here Include Figure 2 (Storm water Site Map) N (0 0 '<I" 0 '<I" 0w I- � Cl. ti: 0I(/) w (!) 0 0:: z >w <(I LO 0 1-wwI(/) CHAIN LINK FENCE \ CLEARING LIMITS W/EJ ORANGE SAFETY FENC PER COR STD 212.00 l I / I I I I I I I I I I I I NN"1 I f\ / / / Know what's below. Call before you dig. Cut/Fill Summary Name Cut Factor Fill Factor GRADING 1.00 1.00 Totals A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA 2d Area 51870.98 Sq. Ft. 51870.98 Sq. Ft. 05/27/2020 Cut Fill Net 912.96 Cu. Yd. 511.20 Cu. Yd. 401.76 Cu. Yd.<Cut> 912.96 Cu. Yd. 511.20 Cu. Yd. 401.76 Cu. Yd.<Cut> --, I I I ,1 . ...-- ---------M w--------- 188TH STREET CATCH BASIN RIM�508.98 12" 12" 12" CONC W IE�506.85 CONC S IE�506.84 CMP E IE�506.68 w MOBILIZATION/STOCKPILE AREA NOTES ANY EXCAVATED MATERIAL REMOVED FROM THE CONSTRUCTION SITE AND DEPOSITED ON PROPERTY WITHIN THE CITY LIMITS MUST BE DONE IN COMPLIANCE WITH A VALID CLEARING & GRADING PERMIT. LOCATIONS FOR THE MOBILIZATION AREA AND STOCKPILED MATERIAL MUST BE APPROVED BY THE INSPECTOR AT LEAST 24 HOURS IN ADVANCE OF ANY DUMPING DUST SUPPRESSION DUST FROM CLEARING, GRADING, AND OTHER CONSTRUCTION ACTIVITIES SHALL BE MINIMIZED AT ALL TIMES. ANY DUST SUPPRESSANTS USED SHALL BE APPROVED BY THE DIRECTOR. PETROCHEMICAL DUST SUPPRESSANTS ARE PROHIBITED. WATERING THE SITE TO SUPPRESS DUST IS ALSO PROHIBITED UNLESS IT CAN BE DONE IN A WAY THAT KEEPS SEDIMENT OUT OF THE PUBLIC DRAINAGE SYSTEM. STREET SWEEPING NOTE A CONTRACTOR SHALL IMMEDIATELY SWEEP THE PAVED CITY RIGHT-OF-WAY WHEN DIRT OR OTHER CONSTRUCTION RELATED DEBRIS IS DEPOSITED. 10 GRAPHIC SCALE 0 10 20 40 --- ------ 1 INCH = 20 FEET R-406205 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 a, '<I" � 0 0 a, � LO 0 N 0 0 0 � a::: Cl. � Cl. ti: 0 PLOG >---�-----------------------�-------�---�---------�----------------�-------------------�--�------------------�------------�-------tI CIVIL PLAN SET ""0512112020 � ENGINEERING Surveyors & Civil Engineers P.O. Box412 Ravensdale, WA 98051 (206) 420-7130 www.PlogEngineering.com READY FOR SUBMITTAL 2 1 ST REVIEW REVISIONS 3 2ND REVIEW REVISIONS 4 3RD REVIEW REVISIONS NO. REVISION MXP 5127/2020 MXP MXP 11/05/2019 MXP MXP 04/05/202 MXP MXP 05/27/202 MXP BY DATE APPR SURVEYED: MXP DESIGNED: MXP DRAWN: CM CHECKED MXP SCALE: SEE GRAPHIC VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 ®CITY OF RENTON HAEVIN RIDGE SHORT PLAT '""=::�:·,,,,,,,,,..00• ------t� "'==,,,,,..--... 0:: ONE INCH RENTON, WA o�w""'0 z '"°'o"'"" Planning/Building/Public Works Dept. TES( PLAN 080-18 a'.i SCALE ACCORDINGLY t--------1 ATFULLSCAL..E APPRovEDMxP sHEET: 5 oF: 23 <( �------------------------�------------�------------�--------------�--�-----------------------��------�---�---------�----------------�-------------------�----------------------------------�------�I Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. DRAWINGS Here include appropriate engineering drawings such as temporary esc, detention basin, tire wash, construction entrance/exit or any other drawings prepared specifically for the project. HAEVIN RIDGE SHORT PLATCIVIL PLAN SET1COVER SHEET2 BOUNDARY AND TOPOGRAPHIC SURVEY3 HORIZONTAL CONTROL PLAN4 SITE PLAN5 TESC PLAN6 TESC DETAILS7 GRADING PLAN8 DRAINAGE PLAN9 ACCESS ROAD PLAN & PROFILE10 VAULT ACCESS PLAN & PROFILE11 VAULT OUTFALL PLAN & PROFILE12 116TH AVE SE PLAN AND PROFILE13 COMPOSITE UTILITY PLAN14 WETVAULT DETAIL15 ROAD DETAILS16 ROAD DETAILS17 DRAINAGE DETAILS18 DRAINAGE DETAILS19 ILLUMINATION PLAN20 ILLUMINATION DETAILS21 ILLUMINATION DETAILS22 LANDSCAPE PLAN23 LANDSCAPE DETAILSSHEET INDEXPERMIT: C19001490CIVIL ENGINEER / SURVEYOR:CONTACT: MARK X. PLOG, PE, PLSPLOG ENGINEERING, PLLCP.O. BOX 412RAVENSDALE, WA 98051PHONE: (206) 420-7130EMAIL: MARK@PLOGENGINEERING.COMPROPERTY OWNER:CONTACT: LAKH SANDHU9329 S. 200TH STKENT, WA 98031PHONE: (206) 431-7970EMAIL: LAKH.SANDHU@GMAIL.COMSOILS ENGINEER:CONTACT: BERNARD P. KNOLL, IIAGES ENGINEERING, LLCP.O. BOX 935PUYALLUP, WA 98371PHONE: (253) 845-7000ARBORIST:CONTACT: FAVERO GREENFOREST, ISAGREENFOREST INCORPORATED4547 SOUTH LUCILE STREETSEATTLE, WA 98118PHONE: (206) 723-0656EMAIL: GREENFORESTINC@MINDSPRING.COMA PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WACIVIL PLAN SETHAEVIN RIDGE SHORT PLATRENTON, WACOVER SHEETPROJECT TEAMDATE:FIELDBOOK:DRAWING NO:PAGE:SHEET: OF:SCALE:DESIGNED:DRAWN:CHECKED:APPROVED:NO.REVISIONBY DATE APPRSURVEYED:VERTICAL: NAVD 1988IF NOT ONE INCHONE INCHAT FULL SCALEHORIZONTAL: NAD 1983/1991SCALE ACCORDINGLYDATUMMXPMXPCMMXPMXPSEE GRAPHIC23080-18__________06/07/20191READY FOR SUBMITTALMXP 05/27/2020MXP234Planning/Building/Public Works Dept.1IN COMPLIANCE WITH CITY OF RENTON STANDARDSVICINITY MAPPARCEL NUMBER:322305-9075ADDRESS:18809 116TH AVENUE SEGROSS AREA:57,847 SF (1.33 AC)R.O.W.(DEDICATION):9,412 SF (0.22 AC)DISTURBED AREA:53,719 SF (1.23 AC)PROPOSED LOTS:6ZONING:R-8DENSITY PROPOSED:5.40 DU/ACREDENSITY PERMITTED:8.00 DU/ACREFRONT YARD SETBACK:20'REAR YARD SETBACK:20'SIDE YARD SETBACK:5'SIDE YARD SETBACK:15' (ALONG STREETS)PRELIMINARY APPROVAL DATE: JUNE 7, 2018APPROVAL EXPIRATION DATE: JUNE 7, 2029NPDES PERMIT#(IN PROCESS, APP ID #22214)POWER COMPANY: PUGET SOUND ENERGY(888) 225-5773GAS COMPANY:PUGET SOUND ENERGY(888) 225-5773WATER & SEWER:SOOS CREEK SEWER & WATERPH:(253) 630-9900CABLE:COMCAST(800) 266-2278TELEPHONE:CENTURY LINK(877) 548-6869THE HAEVIN RIDGE SHORT PLAT, FILE NO. LUA18-000205, IS SUBJECT TO THE FOLLOWINGCONDITIONS:1. THE APPLICATION SHALL RECORD A NOTE ON THE FACE OF THE PLAT THAT EXECUTES ASHARED MAINTENANCE AGREEMENT FOR EQUAL OWNERSHIP AND MAINTENANCERESPONSIBILITIES FOR IMPROVEMENTS IN THE TO-BE-CREATED JOINT USE ACCESSTRACT, STORMWATER TRACT, TELECOM 1 TRACT AND TELECOM 2 TRACT. A DRAFTVERSION OF A SHARED MAINTENANCE AGREEMENT SHALL BE SUBMITTED FOR REVIEWAND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER PRIOR TO SHORT PLATRECORDING.2. THE APPLICANT SHALL SUBMIT A REVISED LANDSCAPE PLAN SHOWING ADDITIONALLANDSCAPING ON LOT 4 AT THE TIME OF CONSTRUCTION PERMIT APPLICATIONSUBMITTAL. THE UPDATED LANDSCAPE PLAN WOULD BE SUBJECT TO REVIEW ANDAPPROVAL BY THE CURRENT PLANNING PROJECT MANAGER.3. THE APPLICANT SHALL SUBMIT A REVISED LANDSCAPE PLAN DEMONSTRATINGCOMPLIANCE WITH THE STREET TREE REQUIREMENTS IN RMC 4-4-070.4. THE APPLICANT SHALL SUBMIT A REVISED TREE RETENTION PLAN SHOWING AT LEASTNINE (9) RETAINED SIGNIFICANT TREES AT THE TIME OF CONSTRUCTION PERMITAPPLICATION SUBMITTAL FOR REVIEW AND APPROVAL BY THE CURRENT PLANNINGANALYSIS EXPLAINING WHY RETENTION OF ADDITIONAL SIGNIFICANT TREES IS NOTFEASIBLE, SUBJECT TO CONCURRENCE BY THE CURRENT PLANNING PROJECT MANAGER.5. IF ADDITIONAL TREES CAN BE RETAINED, THE APPLICANT SHALL SUBMIT AN ANALYSISSHOWING COMPLIANCE WITH THE TREE DENSITY REQUIREMENTS AT THE TIME OFCONSTRUCTION PERMIT APPLICATION SUBMITTAL.6. THE APPLICANT SHALL SUBMIT ADDITIONAL DETAILS ON THE FENCING PROPOSEDAROUND THE VARIOUS TRACTS AT THE TIME OF CONSTRUCTION PERMIT APPLICATIONSUBMITTAL FOR REVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER.7. THE FUTURE HOME ON LOT 5 SHALL UTILIZE CORNER LOT SETBACKS FOR THE R-8 ZONE(SIDE YARD SETBACKS ON THE NORTH AND WEST SIDES OF THE PROPERTY, FRONT YARDAND SECONDARY FRONT YARD SETBACKS ON THE SOUTH AND EAST SIDES OF THEPROPERTY) AND DESIGN THE HOME IN WAY THAT BOTH THE SOUTHERN AND EASTERNFACING ENGAGE THE PUBLIC ROW THROUGH USE OF FEATURES SUCH AS ADDITIONALGLAZING, MODULATION, DORMERS, AND A WRAPPED PORCH.8. THE APPLICANT SHALL CREATE A NEW JOINT USE DRIVEWAY TRACT TO BE LOCATEDBETWEEN THE STORMWATER TRACT AND THE PROPOSED PUBLIC HALF-STREET IN ORDERTO ALLOW FOR ACCESS TO LOT 3, LOT 4, AND THE STORMWATER TRACT. A RESTRICTIONSHALL BE RECORDED ON THE FACE OF THE PLAT ONLY ALLOWING ACCESS TO THE TWOLOTS AND STORMWATER TRACT. A PUBLIC ACCESS/UTILITY EASEMENT SHALL BE PLACEDOVER THE PROPOSED JOINT USE DRIVEWAY TRACT AND STORMWATER TRACT AND ANOTE SHALL BE ADDED ON THE FACE OF THE PLAT THAT EXECUTES A SHAREDMAINTENANCE AGREEMENT FOR EQUAL OWNERSHIP AND MAINTENANCERESPONSIBILITIES FOR IMPROVEMENTS IN THE NEW JOINT USE DRIVEWAY TRACT. ADRAFT VERSION OF THE PROPOSED JOINT USE DRIVEWAY TRACT DIMENSION, PUBLICACCESS/UTILITY EASEMENT, AND SHARED MAINTENANCE AGREEMENT SHALL BESUBMITTED AT THE TIME OF CONSTRUCTION PERMIT APPLICATION SUBMITTAL FORREVIEW AND APPROVAL BY THE CURRENT PLANNING PROJECT MANAGER.9.THE APPLICANT SHALL INSTALL ONE “NO PARKING” ON EACH SIDE OF THE PAVEMENTWITHIN THE JOINT USE DRIVEWAY TRACT AND INSTALL BOLLARDS AT THE END OF THETRACT IN ORDER PREVENT VEHICLES FROM DRIVING OR PARKING IN THE STORM TRACTAREA PRIOR TO FINAL PLAT RECORDING.10. IN THE CASE THAT THE APPLICANT PROPOSES TO UTILIZE AN OPEN POND INSTEAD OF AVAULT AT THE TIME CONSTRUCTION PERMIT SUBMITTAL, THE CHANGE IN STORMWATERFACILITY TYPE SHALL BE CONSIDERED A MAJOR AMENDMENT TO THE SHORT PLAT ANDTHE APPLICANT WOULD BE REQUIRED TO SUBMIT A NEW SHORT PLAT APPLICATION.CONDITIONS OF APPROVALCITY OFRENTONSITE06/07/2019PROJECT INFORMATIONHAEVIN RIDGE SHORT PLAT PR: 17-000119 LUA: 18-000205 C: 19001490 HAEVIN RIDGE SHORT PLAT TED - 40 - 4062SHEET 01 1ST REVIEW REVISIONSMXP 11/05/2019MXPR-406201Surveyors & Civil EngineersENGINEERINGPLOGP.O. Box 412Ravensdale, WA 98051(206) 420-7130www.PlogEngineering.com2ND REVIEW REVISIONSMXP04/05/2020MXP3RD REVIEW REVISIONSMXP 05/27/2020MXP N (0 0 '<I" 0 '<I" 0 w I- � 0 I (/) w (!) 0 0:: z > w <( I N 0 1-w w I (/) A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA FOUND MONUMENT IN CASE IRON PIPE FILLED WITH CONC AT INTERSECTION OF 116TIH AVE SE AND SE 184TH ST CITY OF RENTON BENCHMARK 1868 CATCH BASIN RIM�519.04 7CONC E IE�514.65 12" CONC W IE�S 16.46 12" CONC W IE�514.48 w------+---w--------�1 w---------1 ___ .rnllNfrm:BArf ANo-c;;i ---- 22' X 50' LEASE AFN 20091020002077 EXCLUSIVE EASEMENT REC.N0.20090218000732 / CHAIN LINK FENCE FOUND 1/2" SPIKE 0.4' EAST & 0.3' NORTH ------ -------- Ls 35974 I I ; I I I I I I I ,,..---J 1/ I ......J }' I /I I I t. - - ------ Know what's below. Call before you dig. ____ __J 05/27/2020 w 05/27/2020 10 0 GRAPHIC SCALE 10 20 40 --- ------1 INCH = 20 FEET PLOG ENGINEERING Surveyors & Civil Engineers P.O. Box412 Ravensdale, WA 98051 (206) 420-7130www.PlogEngineering.com READY FOR SUBMITTAL 2 1 ST REVIEW REVISIONS 3 2ND REVIEW REVISIONS 4 3RD REVIEW REVISIONS NO. REVISION CAlU{__ BASIN RIM�50S-.�fr 12" CMP NW IE�506.26 \ I I I I /-+--I / I I ' I I ,, __ J SSMH -- \ ' RIM�507.90 I -_I CATCH BASIN \ RIM�509.63 2" CQNC o-l,J:�507.14 12" COl-{C � IE':c'50J.17 8" CON(I;, W1 IE�507:4� I I \ I \ I / I \ I \ \ I I \ I I \1 SSMH \ I 0 if> I I / I I ----; I I I \ \ \ \ \ \ \ \ ' "'o,;e M \ \ I I I I I 8" CONC S IE�502.95 8" PVC NW IE�502.67 \ I CATCH BASIN SOLID LID RIM�507.94 12" CMP S IE�505.49 \ I 12" CMP N IE�505.21 1 CATCH BASIN RIM�507.71 12" CMP SE IE-505.27 ,:.., 12" CMP N IE�504.29 l!!l!!J 3" CPP SE IE�505.54 ---------M - OHE RIM�510.95 j, CLEAN OUT 509 �8�-�-�'�+4���;t��::-/ ,--/ 1 � I w w---------w- I ' , I CATCH BASIN RIM�S 15.33 12" CONC S IE�S 12.93 12" CMP N IE�512.80 Ii / / / / "' SE 188TH STREIT \. p WER": ULT 0 CATCH BASIN RIM�508.98 SPIK 0.2' \ \ I " '"12" CONC W IE�506.85 12 CONC S IE�506.84 12" CMP E IE�506.68 ,-----cATCnBASTl'r - -�fli' i ---''...1--�I -0R"IM�509.6712" CMP S IE�507.50 \ \ \ \ ' 0 I 12" CMP E IE�507.48 12" CMP N IE�507.38 I ApN#I :;,I IE�511.04 IE�510.13 l_/,t--------1 I I I ApN# I I I I I I I Ll FOUND MONUMENT IN CASE COPPER TACK IN CONC�AT INTERSECTION OF 116TH AVE SE AND SE 192ND STREET CITY OF RENTON BENCHMARK 1873 I MXP 5127/2020 MXP MXP 11/05/2019 MXP MXP 04/05/202 MXP MXP 05/27/2020 MXP BY DATE APPR SURVEYED: MXP DESIGNED: MXP DRAWN: CM CHECKED MXP APPROVED: MXP SCALE: SEE GRAPHIC ONE INCH ATFULLSCAL..E IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 CITY OF RENTON Planning/Building/Public Works Dept. LEGAL DESCRIPTION THE NORTH HALF OF THE NORTH HALF OF THE EAST HALF OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER OF SECTION 32, TOWNSHIP 23 NORTH, RANGE 5 EAST, OF THE WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON. EXCEPT THE SOUTH 157 FEET THEREOF. AND EXCEPT THE COUNTY ROAD. VERTICAL DATUM & CONTOUR INTERVAL ELEVATIONS SHOWN ON THIS DRAWING ARE BASE ON THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88) AND WERE ESTABLISHED USING RTK GPS. 2.0' CONTOUR INTERVAL -THE EXPECTED VERTICAL ACCURACY IS EQUAL TO 112 THE CONTOUR INTERVAL OR± 1.0' FOR THIS PROJECT. BASIS OF BEARINGS TRUE NORTH. BASED UPON GLOBAL POSITIONING SYSTEM (GPS) LAMBERT GRID WASHINGTON STATE NORTH ZONE COORDINATES. A CONVERGENCE ANGLE OF 01'03'43.29" COUNTERCLOCKWISE WAS APPLIED AT A COPPER PIN IN CONCRETE POST, INCASED, LOCATED AT THE INTERSECTION OF 116TH AVENUE SOUTHEAST AND SOUTHEAST 192ND STREET. THE MONUMENT IS THE SOUTHEAST CORNER OF SECTION 32, TOWNSHIP 23 NORTH, RANGE 5 EAST OF THE W.M. THE NORTH AMERICAN DATUM OF 1983/1991 (NAD 83191) GRID COORDINATES WERE FOUND TO BE 159877.304 / 1305508.729 AT THAT POINT. THE INVERSE OF BOTH THE SEA LEVEL CORRECTION FACTOR OF 0.999978493 AND THE GRID SCALE FACTOR OF 1.000013747 WAS APPLIED TO THE GRID COORDINATES FOR SHOWN GROUND TREE TABLE TREE NO. SPECIES DBH DL 701 (RW} DOUGLAS-FIR 15 14 702 (RW) HAWTHORNE 6,6,8 10 704 (RW) BLACK LOCUST 20,20 18 705 (RW) BLACK LOCUST 23 16 706 BLACK LOCUST 25 16 707 BLACK LOCUST 8 12 708 BLACK LOCUST 8,9 14 709 BLACK LOCUST 7 10 710 BLACK LOCUST 8,8,8 14 711 BLACK LOCUST 7 10 712 BLACK LOCUST 7 10 713 BLACK LOCUST 8 14 714 BLACK LOCUST 6 10 716 BLACK LOCUST 6 12 719 BLACK LOCUST 6 8 720 BLACK LOCUST 7,7 10 721 BLACK LOCUST 7 10 722 ( UH) BLACK LOCUST 6 14 729 ( UH) BLACK LOCUST 8,8,9 14 730 (RW) BLACK LOCUST 9 13 732 ( UH) BLACK LOCUST 7 10 733 BLACK LOCUST 9 8 734 BLACK LOCUST 7 12 736 BLACK LOCUST 6,6,6,8,8 16 737 BLACK LOCUST 8 10 738 (UH) BLACK LOCUST s 8 739 (RW) BLACK LOCUST 10,10 14 742 (UH) BLACK LOCUST 6,7,7 16 744 (UH) BLACK LOCUST 7 14 745 (UH) BLACK LOCUST 7 14 746 BLACK LOCUST 10 12 748 ( UH) BITTER CHERRY 6 8 751 ( UH) DOUGLAS-FIR 8 12 752 BLACK COTTONWOOD 8 12 753 DOUGLAS-FIR 9 8 758 BLUE SPRUCE 7 7 759 BLUE SPRUCE 6 7 761 BLACK LOCUST 6 12 764 BLACK LOCUST 6 13 765 BLACK LOCUST 5 14 766 BLACK LOCUST 6,7 12 767 BLACK LOCUST 6 10 768 (UH) BLACK LOCUST 8 10 769 BLACK LOCUST 9 12 770 (UH) WESTERN RED-CEDAR 22,24 18 771 (UH) (AC) DOUGLAS-FIR 38 18 772 (AC) PACIFIC DOGWOOD 8 12 773 (UH) LOMBARDI POPLAR 8 1 777 (UH) BLACK LOCUST 9 14 A BLACK LOCUST 7 12 B BLACK LOCUST 8 12 R-406202 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CIVIL PLAN SET HAEVIN RIDGE SHORT PLAT RENTON, WA BOUNDARY & TOPO SURVEY DATE: 05/27/2020 FIELDBOOK: PAGE· DRAWING NO 080-18 SHEET: OF: 2 23 0 a, '<I" � 0 0 a, � LO0 N 0 0 0 � Cl. � Cl. I-0:: I (/) w (!) 0 0:: z > w <( I N (0 0 '<I" 0 '<I" 0 w I- � 0 I (/) w (!) 0 0:: z > w <( I "' 0 1-w w I (/) A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA FOUND MONUMENT IN CASE IRON PIPE FILLED WITH CONC AT INTERSECTION OF 116TIH AVE SE AND SE 184TH ST CllY OF RENTON BENCHMARK 1868 APPROXIMATE LOCATON ACCESS & UTILllY EASEMENT I REC.N0.20090218000732 r--------------------0I o TELECOMMUNICATION EASEMENT REC.N0.20031223001130 __________ _/ / / / / / / / ,,-------7 / I/ / I / / / r---1 / / / I / / / / / / I/ / / I / / / I / / I / / / I / / I / I I I I I I I I I I I I I 0.0 "' . OJ 0 0 + -tj- 00 ci"1 OJ - ,w 0 -. -z 00 + -tj- 0 0 0 "1 + n � � OJ ,,..j 0 FOUND REBAR AND CAP I g ;": "'i-�L:S�3:5:9:74:__T'.rr-_i_' ------,,,--------7:9.2'.'1"""--i-------:,:::--.1..t:llfiYL!!�L�¥�L..---�-----�r,_��r_---------L-71�r-30.00' --1-�+;t,', 53_53• 89.21' I --I n � � / / 0+00.00 EASEMENT REC.N0.9902109005 S3'07'59"E 23.52' jg TRACT A "' 97.20 FACILllY EASEMENT--+---TRACT B o+5o.oo LOT 6 ;., REC.NO. 9301050615 22' X 50' LEASE REC.NO. 20091020002077 EXCLUSIVE EASEMENT REC.N0.20090218000732 FOUND 1 /2" SPIKE 0.4' EAST & 0.3' NORTH I I ______ J I I "' <O0 - "' <O OJ I TRACT C I I I L_......J I LOT 5 L __ 3+o'b=oo . 0 .,; S88'54'38"E 83.59' 50.86' LOT 4 L_ ___J s1·10'5o•w 10.23' L=10.11' R=25.00' S89'31 '15"W 50.55' 2+5 .DO 0 0+63.59 0"' �go·�-���� ____L_ 15' STO�IM _�DRAINAGE EASEMENT -- - - - +N89"18 43"E 45.00' 1+07.11 N89'31'15"E 173.40' 2+50. 0 7.2 ' 51.20' 60.03' ---------i---- I 71 71 LOT 3 LOT 2 L __JL __J L Otl C!iOOi'.viROs'fl'. 4) PER i.°Jft!\;6TIH1s SHEETR=25.00' 4 5 S89'31 15 135.51' .74' LOT 1 0+00.00 PUBLIC ROAD 2+00.00 1+5 .00 S89'31'15"W 300.00' 1 +O .DO 0+5 .DO FOUND 1 /2" SPIKE 0.5' WEST & 0.2' NORTH " " � 0 "'0 -vi I I I I I I I I O> O>.... 0 0.... • ....(/) PLOG FOUND MONUMENT IN CASE COPPER TACK IN CONC AT INTERSECTION OF 116TH AVE SE AND SE 192ND STREET CllY OF RENTON BENCHMARK 1873 SURVEYED: SCALE: 00ci0 + n 00ci"' + 0 00 0"1+"' 00 ci0 + N 2+80.50 ACCESS 0+00.00 =116TH AVE SE 1+17.03 I I I I I I I I I {l.PN# L __ _ SE 188TH STREET 1----- 1 I I I I I p._pN# I I I ,-----! I I I I I I p._pN# I I ,----! I I I p._pN# I I I I I I I ENGINEERING Know what's below. READY FOR SUBMITTAL 2 MXP 5127/2020 MXP 1/05/2019 MXP MXP MXP SEE GRAPHIC VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 CITY OF RENTON Call before you dig. 05/27/2020 05/27/2020 Surveyors & Civil Engineers P.O. Box412 Ravensdale, WA 98051 (206) 420-7130www.PlogEngineering.com 3 4 NO. 1 ST REVIEW REVISIONS 2ND REVIEW REVISIONS MXP 3RD REVIEW REVISIONS MXP REVISION BY 04/05/2020 MXP 5/27/2020 MXP DATE APPR DESIGNED: MXP DRAWN: CM CHECKED MXP APPROVED: MXP ONE INCH ATFULLSCAL..E IF NOT ONE INCH SCALE ACCORDINGLY Planning/Building/Public Works Dept. 10 GRAPHIC SCALE 0 10 20 40 ---------1 INCH= 20 FEET R-406203 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CIVIL PLAN SET HAEVIN RIDGE SHORT PLAT RENTON, WA HO RIZO NT AL CONTROL PLAN DATE: 05/27/2020 FIELDBOOK: PAGE· DRAWING NO 080-18 SHEET: OF: 3 23 0 a, '<I"�0 0 a, � LO 0 N 0 0 0 � Cl. � Cl. I-0:: I (/) w (!) 0 0:: z> w <( I N (0 0 '<I" 0 '<I" 0 w I- � Cl. ti: 0 I (/) w (!) 0 0:: z > w <( I i 1-ww I (/) A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA Know what's below. Call before you dig. 05/27/2020 PLOG ENGINEERING Surveyors & Civil Engineers P.O. Box412 Ravensdale, WA 98051 (206)420-7130www.PlogEngineering.com ' I CATCH BASIN SOLID LID RIM�506.75 12" CMP S IE�504.04 12" CMP N IE�503.45 8" STEEL W IE�504.32 w GRAPHIC SCALE 10 20 I I 1 INCH = 20 FEET UNDERGROUND UTILITY NOTE 40 I ALL UTILITIES ARE REQUIRED TO BE PLACED UNDERGROUND. NO OVERHEAD UTILITIES CURRENTLY EXIST ON THIS SITE OR ALONG THE FRONTAGE. R-406204 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 a, '<I" � 0 0 a, � LO 0 N 0 0 0 � a::: Cl. � Cl. ti: 0 1----�-----------------------�-------�---�---------�----------------�-------------------�--�------------------�------------�-------<I CIVIL PLAN SET ""os/27/2020 � READY FOR SUBMITTAL 2 1 ST REVIEW REVISIONS 3 2ND REVIEW REVISIONS 4 3RD REVIEW REVISIONS NO. REVISION MXP 5127/2020 MXP MXP 11 /0512019 MXP MXP 04105/202 MXP MXP 05/27/202 MXP BY DATE APPR SURVEYED: MXP DESIGNED: MXP DRAWN: CM SCALE: SEE GRAPHIC ONE INCH VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 CITY OF RENTON HAEVIN RIDGE SHORT PLAT '""=::�:·,,,,,,,....00• ------t� "'==.,,...--.... 0:: RENTON, WA o�w""'0 z CHECKED ATFULLSCAL..E 080-18 - m,ov�: ,.:':':c'i,:;:_v Planning/Building/Public Works Dept. 5 IT E p LAN ... ,-,ee-"-4-0,-, -23----, � �------------------------�------------�------------�--------------�--�-----------------------��------�---�---------�----------------�-------------------�----------------------------------�------�I N (0 0 '<I" 0 '<I" 0w I- � Cl. ti: 0I(/) w (!) 0 0:: z >w <(I LO 0 1-wwI(/) CHAIN LINK FENCE \ CLEARING LIMITS W/EJ ORANGE SAFETY FENC PER COR STD 212.00 l I / I I I I I I I I I I I I NN"1 I f\ / / / Know what's below. Call before you dig. Cut/Fill Summary Name Cut Factor Fill Factor GRADING 1.00 1.00 Totals A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA 2d Area 51870.98 Sq. Ft. 51870.98 Sq. Ft. 05/27/2020 Cut Fill Net 912.96 Cu. Yd. 511.20 Cu. Yd. 401.76 Cu. Yd.<Cut> 912.96 Cu. Yd. 511.20 Cu. Yd. 401.76 Cu. Yd.<Cut> --, I I I ,1 . ...-- ---------M w--------- 188TH STREET CATCH BASIN RIM�508.98 12" 12" 12" CONC W IE�506.85 CONC S IE�506.84 CMP E IE�506.68 w MOBILIZATION/STOCKPILE AREA NOTES ANY EXCAVATED MATERIAL REMOVED FROM THE CONSTRUCTION SITE AND DEPOSITED ON PROPERTY WITHIN THE CITY LIMITS MUST BE DONE IN COMPLIANCE WITH A VALID CLEARING & GRADING PERMIT. LOCATIONS FOR THE MOBILIZATION AREA AND STOCKPILED MATERIAL MUST BE APPROVED BY THE INSPECTOR AT LEAST 24 HOURS IN ADVANCE OF ANY DUMPING DUST SUPPRESSION DUST FROM CLEARING, GRADING, AND OTHER CONSTRUCTION ACTIVITIES SHALL BE MINIMIZED AT ALL TIMES. ANY DUST SUPPRESSANTS USED SHALL BE APPROVED BY THE DIRECTOR. PETROCHEMICAL DUST SUPPRESSANTS ARE PROHIBITED. WATERING THE SITE TO SUPPRESS DUST IS ALSO PROHIBITED UNLESS IT CAN BE DONE IN A WAY THAT KEEPS SEDIMENT OUT OF THE PUBLIC DRAINAGE SYSTEM. STREET SWEEPING NOTE A CONTRACTOR SHALL IMMEDIATELY SWEEP THE PAVED CITY RIGHT-OF-WAY WHEN DIRT OR OTHER CONSTRUCTION RELATED DEBRIS IS DEPOSITED. 10 GRAPHIC SCALE 0 10 20 40 --- ------ 1 INCH = 20 FEET R-406205 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 a, '<I" � 0 0 a, � LO 0 N 0 0 0 � a::: Cl. � Cl. ti: 0 PLOG >---�-----------------------�-------�---�---------�----------------�-------------------�--�------------------�------------�-------tI CIVIL PLAN SET ""0512112020 � ENGINEERING Surveyors & Civil Engineers P.O. Box412 Ravensdale, WA 98051 (206) 420-7130 www.PlogEngineering.com READY FOR SUBMITTAL 2 1 ST REVIEW REVISIONS 3 2ND REVIEW REVISIONS 4 3RD REVIEW REVISIONS NO. REVISION MXP 5127/2020 MXP MXP 11/05/2019 MXP MXP 04/05/202 MXP MXP 05/27/202 MXP BY DATE APPR SURVEYED: MXP DESIGNED: MXP DRAWN: CM CHECKED MXP SCALE: SEE GRAPHIC VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 ®CITY OF RENTON HAEVIN RIDGE SHORT PLAT '""=::�:·,,,,,,,,,..00• ------t� "'==,,,,,..--... 0:: ONE INCH RENTON, WA o�w""'0 z '"°'o"'"" Planning/Building/Public Works Dept. TES( PLAN 080-18 a'.i SCALE ACCORDINGLY t--------1 ATFULLSCAL..E APPRovEDMxP sHEET: 5 oF: 23 <( �------------------------�------------�------------�--------------�--�-----------------------��------�---�---------�----------------�-------------------�----------------------------------�------�I TESC DETAILSDATE:FIELDBOOK:DRAWING NO:PAGE:SHEET: OF:SCALE:DESIGNED:DRAWN:CHECKED:APPROVED:NO.REVISIONBY DATE APPRSURVEYED:VERTICAL: NAVD 1988IF NOT ONE INCHONE INCHAT FULL SCALEHORIZONTAL: NAD 1983/1991SCALE ACCORDINGLYDATUMMXPMXPCMMXPMXPSEE GRAPHIC23080-18__________05/27/20201READY FOR SUBMITTALMXP05/27/2020MXP234Planning/Building/Public Works Dept.6A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WACIVIL PLAN SETHAEVIN RIDGE SHORT PLATRENTON, WACITY OFRENTON05/27/2020HAEVIN RIDGE SHORT PLAT PR: 17-000119 LUA: 18-000205 C: 19001490 HAEVIN RIDGE SHORT PLAT TED - 40 - 4062SHEET 06 R-4062061ST REVIEW REVISIONSMXP 11/05/2019MXPIN COMPLIANCE WITH CITY OF RENTON STANDARDSSurveyors & Civil EngineersENGINEERINGPLOGP.O. Box 412Ravensdale, WA 98051(206) 420-7130www.PlogEngineering.com2ND REVIEW REVISIONSMXP 04/05/2020MXP3RD REVIEW REVISIONSMXP 05/27/2020MXP N (0 0 '<I" 0 '<I" 0 w I- � Cl. ti: 0 I (/) w (!) 0 0:: z > w <( I r-0 1-w w I (/) _______ J Know what's below. Call before you dig. A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA 05/27/2020 PLOG ENGINEERING Surveyors & Civil Engineers P.O. Box412 Ravensdale, WA 98051 (206) 420-7130www.PlogEngineering.com 0 I '" CATCH BASIN RIM-508.98 12" CONC W IE-506.85 12" CONC S IE-506.84 12" CMP E IE-506.68 w 10 0 � -al--GRAPHIC SCALE 10 20 I I 1 INCH = 20 FEET 40 I R-406207 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 a, '<I" � 0 0 a, � LO 0 N 0 0 0 � a::: Cl. � Cl. ti: 0 >---�-----------------------�-------�---�---------�----------------�-------------------�--�------------------�------------�-------<I CIVIL PLAN SET ""0512112020 �READY FOR SUBMITTAL MXP MXP 2 1ST REVIEW REVISIONS MXP MXP 3 2ND REVIEW REVISIONS MXP MXP 4 3RD REVIEW REVISIONS MXP MXP NO. REVISION BY DATE APPR SURVEYED: MXP DESIGNED: MXP DRAWN: CM CHECKED MXP SCALE: SEE GRAPHIC VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 CITY OF RENTON HAEVIN RIDGE SHORT PLAT '""=::�:·,,,,,,,....00• -----t� "'==.,,...--... 0:: ONE INCH RENTON, WA o�w""'0 z sd:._':'::i;::;::_y Planning/Building/Public Works Dept. G RAD I NG p LAN 080-18 a'.iATFULLSCAL..E APPRovEDMxP '",-,-"-"-7--o-"-2-3-.. <( �------------------------�------------�------------�--------------�--�-----------------------��------�---�---------�----------------�-------------------�----------------------------------�------�I N (0 0 '<I" 0 '<I" 0 wI- � Cl. ti:0 I (/)w(!) 0 0:: z > w<(I 00 01-w wI(/) A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA -w 10 0 �-al--GRAPHIC SCALE 10 20 I I 1 INCH = 20 FEET 40 I R-406208 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 a, '<I"� 0 0 a, � LO 0 N 0 0 0' 00� a::: Cl. N (0 0 '<I" 0 '<I" 0 w I- � Cl. I- 0 I (/) w (!) 0 c::: z > w <( I O') 0 1-w w I(/) \ ' - �· I J I I 530.00 = .72 12"1E(E)=518.80 S1A=2+69.15, 13.28'R I I 525.00 520.00 515.00 510.00 505.00 I I_ 500,00 JHI0.00 I ---I I END 6" SEWER 6"1E=l516.00 2+80.00 I I WATER NOTE A: 5 12"1E(E)=512.64 12"1E(N)=512.p4 12"1E(W)=512.p4 STA=2+07.56, 13.28'R I L �SERVICE I 1.03% WATER �SERVICE 2+60.00 CLEANOUT RIM=522.59 6"1E=513.29 STA=2+19.26, 6.00'L 2+40.00 2+20.00 Know what's below. Call before you dig. A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA IVAULT ACCESS STA=2+07.94 1EL=522.36' CENTERLINE I I _J PT 2+00.00 WATER I 7 �ER'JICf � :- 4" DI WATER 1+80.00 SEWER SERVICE, irYP, @ lytAIN 1+60.00 ACCESS ROAD PLAN (PUBLIC) 100.00' VC GRADE IN=6.44% GRADE OUT= 1.03% PC STA 1 +05.16, EL=518.59 PT STA 2+05.16, EL=522.33 CB 2 TYPE 2 RIM=520.45 12"1E(E)=513.04 12"1E(W)=512.94 STA=1+45.91, 13.28'R SEWER SE�ICE, TYP. @ rROSSING CLEAN OUT RIM=57 8.86 6"1E=507.38 STA=1 +07.57, 6.00'L Scale: 1" = 20' 20.00' vc GRADE IN=-1.32% GRADE OUT =6.44% PC STA 0+78.68, EL=513.80 PT STA 0+38.68, EL=514.31 LOW POINT: 0+22.09, EL=513.78 I ds 1 TYPE 1IM=515.85 1i2"1E(W)=513.43 1TA=0+66.71, 13.28'R EXISTING GR.I\DE FINISHED GRADE I I -1 I ' 41' DI WATER I I SSMH RIM=513.88 8"1E (N&S)=!02.69 (VERIFY) NEW l5"1E W =502.85STA1D+20.07, 6.0'L 1+40.00 1+20.00 1+00.00 0+80.00 0+60.00 0+40.00 ACCESS ROAD PROFILE (PUBLIC) 05/27/2020 Scale: 111=20'H / l"=S'V PLOG ENGINEERING Surveyors & Civil Engineers P.O. Box412 Ravensdale, WA 98051 (206) 420-7130www.PlogEngineering.com READY FOR SUBMITTAL 2 1ST REVIEW REVISIONS 3 2ND REVIEW REVISIONS 4 3RD REVIEW REVISIONS NO. REVISION 7530.00 : 525.00 �520.00 510.00 505.00 0+20.00 MXP 5127/2020 MXP SURVEYED: MXP MXP 11105/2019 MXP DESIGNED: MXP 04/051202 MXP MXP MXP 05/27/2020 MXP DRAWN: CM CHECKED MXP BY DATE APPR APPROVED: MXP +!IIIIIII I I I I I I I I I I I I I I I A <I 513.36 ,:J " <I .. 513.29 512.66 ', \ \ I I " ·'I,--IIII I I I I I <I A I ,:JI I I <I I SCALE: SEE GRAPHIC ONE INCH ATFULLSCAL..E IF NOT ONE INCH SCALE ACCORDINGLY I I ."1 I I I I I I I I I I I I I I I I .I I. qi I I I I I I .,,..,,,.,,.,--- IIIIIIIII IIIIII I I I I I I I I I 1 515.06 / I I I 515.09 / 515.12 I .,,/ 515.86 57 5_ 7 5\ I " "1 I I I <I 515.08 A <I A "1 SOUTH PROPERTY LINE (EXISTING) <I I I I I 513.�5II513.85 II I 513.B7 I qA 51.,.j-77 <I I I I 513.80 / d I \ ', I 0 ·'st.i_.83I A ',___. I "1 ·<IJ I 514.54 "1 I I 514.,0-7 ,:J I A <I I <I \" =--515.02 -�"t",-515.05 514.52 514.55 " 513.89 \ \ \ I I I I I I I I I I I \ \ I I I I I I I I I I I I I I I ' \ \ \ \ \ \ \ \ \ \ \ \ Y)· I I/'.') ,:J ·0 ADA RAMP GRADING DETAIL 39' R.O.W. DEDICATION Scale: 111 = 5' " R35.00' PROPERTY LINE (PROPOSED) 5' SIDEWALK PER TO MATCH 'ERTY LINE 5" SIDE SEWER (TYP) 4" WATER SERVICE (TYP) 20' NEW PAVEMENT NEW VERTICAL CURB & GUTTER PER COR STD PLAN 101 6" CURB 8' PLA NTER STRIP 1.5% 4MAX. PROPOSED GRADE ASPHALT PAVEMENT 4" (MIN) HMA OVER COR STD PLAN 102 MAX. 4H:1V FOR AT LEAST 3' PAST BACK OF SIDEWALK 6" (MIN) CRUSHED ROCK ACCESS ROAD (PUBLIC) Scale: 1" = 5' R-406209 VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 CITY OF RENTON Planning/Building/Public Works Dept. IN COMPLIANCE WITH CITY OF RENTON STANDARDS CIVIL PLAN SET HAEVIN RIDGE SHORT PLAT RENTON, WA ACCESS ROAD PLAN & PROFILE DATE: 05/27/2020 FIELDBOOK: PAGE· DRAWING NO 080-18 SHEET: OF: 9 23 0 O') '<I"� 0 0 O')� LO 0 N 0 0 0 � a::: Cl. � Cl. I-c::: 0 I(/) w (!) 0 c::: z > w <( I N (00'<I" 0'<I" 0 w I- � 0I (/) w (!)00:: z > w <(I 1-w w I(/) VARIES 0 REMOVABLE BOLLARD PLAN RECYCLED PLASTICOR TIMBER G) 118" MIN. THICKNESS GALVANIZED STEEL OR ALUMINUM. INTERIOR SIDE DIMENSIONS 114"GREATER THAN POST DIMENSIONS -� 4" 3"0MIN. 24" /2" GALVANIZED EYE BOLT WIWASHERAND NUT. RECESS NUT AND PEEN BOLT THREADS. 500# MIN. TEST GALVANIZED CHAIN ANCHORED IN CONCRETE 4" 6" X 3/8" DIAM. STEELROD REMOVABLE BOLLARD SECTION A NOTES: CD RECYCLED PLASTIC BOLLARD SHALL BE WHITE. TIMBER SHALL BE DOUGLAS FIR, DENSE CONSTRUCTION GRADE, AND SHALL BE PRESSURE TREATED WITH A WATERBORNE PRESERVATIVE (ACA, CCA, ACZA) IN ACCORDANCE WITH THE REQUIREMENTS OF SEC. 9-09.3 (1)OF THE WSDOTIAPWA STANDARD SPECIFICATIONS. TOP 5 IN. OFTIMBER SHALL BE PAINTED WHITE. 2. STEEL TUBE SHALL CONFORM TO ASTM A53 GRADE A. 3.NUTS, BOLTS, & WASHERS SHALL CONFORM TO ASTM A307. 4.ALL STEEL PARTS SHALL BE GALVANIZED. 5.CONCRETE SHALL BE CLASS 4000. 6.SEE SEC. 5.08. (j) MIN. 50 IN. SPACING ON TRAILS LESS THAN 10 FT. WIDE. 60 IN. SPACINGON TRAILS 10 FT. OR WIDER. REMOVABLE BOLLARD DETAILS NTS Know what's below. Call before you dig. A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA __c ______ I w --------- JT 5 1 HOG WIRE FENCE 05/27/2020 NO PARKING SIGN POST PER COR STD PLAN 129 SEE NOTE A PLOG ENGINEERING 2 Surveyors & Civil Engineers 3 P.O. Box412 4 Ravensdale, WA 98051 (206) 420-7130www.PlogEngineering.com NO. PUBLIC CB #j,4TYPE 2COR STR PUN 201 RIM,.302'.05 f2!'i£(E)=512. 64 12"1E(N)=512.54 12"1E(W)=512.64 STA=2+07 .56, 13.28'R PUBL'lC ROl'iD <5' I ':, I --' NO PARKING SIGN POST PER COR STD PLAN 129 SEE NOTE A '-+ \ ' PUBLIC VAULT ACCESS PLAN Scale: 1" = 20' READY FOR SUBMITTAL MXP 5127/2020 1ST REVIEW REVISIONS MXP 11/05/2019 2ND REVIEW REVISIONS MXP 04/05/202 3RD REVIEW REVISIONS MXP 05/27/2020 REVISION BY DATE MXP MXP MXP MXP APPR 530.00-- - 525.oo, -2.00% 520.001 I I lw •Z 515.00� •L,J l'z ,L,J I'-' ·"'I�·8 510.ool"L 505.00-- - FLOWLINE STA=O+ 10.00EL=522.16' BACK OFC�RBSTA=0+10.:j0 EL=522.16' I SIDEWALK STA=O+l1 8.50EL=522132' ----- • I T --I ·--t.§9%----- 2.opii: I • I I 41 DI lwATER I L CB i TYPE 2RIM=!j22.13 12"1E(E)=512.64 12"1E(N)=512.54 12"1E(W)=512.64 STA=�+09.28 LINEI I --- I _ I_ 0+20.00 0+40.00 50.00' vc GRADE IN= 1.50% GRADE OUT=-5.94% PC STA 0+47.95, EL=522.76 PT STA 0+97.95, EL=521.65 -L. FINISHED GRADEEXISTING GRJ>iDE 20.00' vc GRADE IN=-5.94% GRADE OUT =0.00% I --P"C" STA 7 +1"5:73,"""""Ei:;;520.59 -PT STA 1+35. 73, EL=520.00 LOW POINT: 1+35.73, EL=520.00 21.58' VC GRADE IN=0.00% -""G!RADr-OOT =-= 1 �,i- -PC STA 1 +59.99, EL=520.00PT Sl'A 1+81.57, ELd518.52 I -- ---530.00 I -1---- -- ---525. 00 1 • I I I I I 520.00 -13.75% END OF HAMMERHEAr STA=0+44.50 WETVAULT EL=522.71' I _I_ 6 LF 12" 11:PE @ 0.50% --- ---- 1 Hl 5 TYPE 2-48 I RIM=520.24 12"1E(S)=511.93 I 12"1E(N)=511.83 I 8"1E(E)=511.93 I STA=1+25.73 _I_ DROP INLETIE=511.80 0+60.00 0+80.00 1+00.00 1+20.00 _I _ 1+40.00 1+60.00 PUBLIC VAULT ACCESS PROFILE Scale: 1"=20'H / 1"=5'V I I j I • -l- 1 -� l::J-�I"'•L,J I 1g; I •o::_ I"-_ I _l 1+80.00 PROPER1Y LINESTA=1+82.14 _EL.=51_8,4:4' 515.00 -- -- ---510.00 -505.00 LOT LINE (LOT 4) LOT LINE (LOT 3) i-------20' WIDE TRACT-------� 12' PAVED ACCESS FORLwET VAULT AND SHARED_J I DRIVEWAY I _2.0% 12" STORM DRAIN (TYP) PROPOSED GRADE ASPHALT PAVEMENT 2" (MIN) HMA OVER 4" (MIN) CRUSHED ROCK R-406210 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 0 VAULT ACCESS (PUBLIC) Scale: 1" = 5' SURVEYED: SCALE: CIVIL PLAN SET HAEVIN RIDGE SHORT PLAT DATE: MXP DESIGNED: MXP DRAWN: CM CHECKED MXP APPROVED: MXP SEE GRAPHIC ONE INCH ATFULLSCAL..E IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 CITY OF RENTON Planning/Building/Public Works Dept. RENTON, WA VAULT ACCESS PLAN & PROFILE 05/27/2020 FIELDBOOK: PAGE· DRAWING NO 080-18 SHEET: OF: 10 23 0a,'<I"�00a, � LO 0N 000 � Cl. � Cl. I-0:: I (/)w (!) 0 0:: z > w <(I N (0 0 '<I" 0 '<I" 0 w I- � 0 I (/) w (!) 0 0:: z > w <( I � � w w I (/) A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WA CATCH BASIN RIM�519.04 7coNC E IE�514.65 -12" CONC W IE�S 16.46 12" CONC W IE�514.48 w------\----- 530.00 __c SDMH 2, TYPE 2-48 STORM OUTFALL RIM=519.98 12"IE(E)�507.57 525.00� SDMH 1, TYPE 2-481 STORM OUTFALL IRIM=519.94 12"IE(W)�507.97I -- - -- - - - ----12"tt:(SJ�5tl7.-B-71-STA=0+83.59 -1e"IE(N)�OHS7- - - - - - - - - - - -STA=1+07.11 I 520.00 f-=-=---=..::::�==-==---=-=-==--,,,_c==_=---=_,,..:::;_;:;:...._::=-==-r1,��-==--,-----=11-----"'-----1�=�-�-�c:::::J-=,--I I I 515.00� ! I 510.00i I I . L 505.00 jg � � 500.00� I L I _ I_0+20.00 WElVAULT CONTROL STRUCTURE OUTFALL, EL�508.00 0+40,00 0+60,00 I . I . I • I I _ I _0+80.00 I I 20 LF 12" CPE @ 1.0% 3 LF 12" CPE @ 1.0% _ I _1+00.00 1+20.00 1+40.00 STORM I/EXISTING GRADE I I ------ I I I ------I DRAIN: STUB_/ TO fDT 6 - -----1 FINISHED GRADE ------------------------ SIDEWALK 169 LF 12" CPE @ 1 1.u1 %. I -I- I 1+60.00 I I _ I _1+80.00 I _ I _ I ------------ .----- � � � ____________ %_ 2+00.00 2+20.00 2+40.00 2+60.00 I STORM OUTFALL PLAN SDMH 3 TYPE 2-48 RIM�510.84 (MATCH EX.) --1-2''lc;(Wp505.SS -12" IE(N)�505.76 STORM OUTFALL STA=2+80.50 Scale: 1" = 20' _I_ EX. 12" STORM IE�508.17 EX. 12" WATER I VERIFY LOCATION AND PROVIDE VERTICAL ADJUSTMENT }s REO'D PER SOOS CREEK STANPARDS EX. 8" SEWER I IE�504.91 I _ I __ I _2+80.00 3+00.00 3+20.00 3+40.00 STORM OUTFALL PROFILE Scale: 1"=20'H / 1"=5'V PLOG Know what's below. READY FOR SUBMITTAL MXP 5127/2020 MXP SURVEYED: ENGINEERING MXP Call before you dig.2 1ST REVIEW REVISIONS MXP 11/05/2019 MXP DESIGNED: Surveyors & Civil Engineers 3 2ND REVIEW REVISIONS MXP 04/05/202 MXP MXP P.O. Box412 DRAWN: 4 3RD REVIEW REVISIONS MXP 05/27/2020 MXP CM Ravensdale, WA 98051 CHECKED (206) 420-7130 MXP 05/27/2020 www.PlogEngineering.com NO. REVISION BY DATE APPR APPROVED: MXP MATCH LINE ---------M t- - -1-8-5 --cF-42� E"' 1.1% EX. ii2" WATER VERIF� LOCATION ANq PROVIDE vERTrAL ADJusTMENl As Rm'□PER SOOS CREEK ST NDARDS EX. 12" WATER I I ----------- ---VERIFY LOCATION ANDI PROVIDEVERTICAL ADJUSTMENT ! AS REQ'DPER SOOS CREEK ST�NDARDS I I _ I _3+60.00 3+80.00 SCALE: I _ I _4+00.00 SEE GRAPHIC VERTICAL: NAVD 1988 HORIZONTAL: NAO 1983/1991 ONE INCH ,,,- 4+20.00 w- SDMH 4 TYPE I 2-48 RIM�506.95 (MATC� EX.) 12"IE(W)�503.63 12" IE(sHfo3.73 STORM O�TFALL STA=4--f-'69.33 I I 8 LF 12" CPE f 1 .0% I _ I _4+40.00 4+60.00 CITY OF RENTON ATFULLSCAL..E IF NOT ONE INCH SCALE ACCORDINGLY Planning/Building/Public Works Dept. I _I _ EX. CATCH BASIN NEW 12"IE(E)�503.55 STA=4+79.38 u, u, lb l!J\,-I I -ll.MATCH LINE 530.00 525.00 520.00 515.00 510.00 505.00 500.00 II \ \ \ \ \ I t - - I I I I CATCH BASIN SOLID LID RIM�507.94 12" CMP S IE�505.49 12" CMP N IE�SOS.21 CATCH BASIN RIM�507.71 � I/ I / "-.._72" CMP SE IE�505.27 12" CMP N IE�504.29 3" CPP SE IE�505.54 ��,� ---------- 4+80.00 5+00.00 --J 495.00 5-t-20.QO R-406211 IN COMPLIANCE WITH CITY OF RENTON STANDARDS CIVIL PLAN SET HAEVIN RIDGE SHORT PLAT RENTON, WA VAULT OUTFALL PLAN & PROFILE DATE: 05/27/2020 FIELDBOOK: PAGE· DRAWING NO 080-18 SHEET: OF: 11 23 0 a, '<I" � 0 0 a, � LO 0 N 0 0 0 � Cl. � Cl. I-0:: I (/) w (!) 0 0:: z > w <( I DRAINAGE DETAILSDATE:FIELDBOOK:DRAWING NO:PAGE:SHEET: OF:SCALE:DESIGNED:DRAWN:CHECKED:APPROVED:NO.REVISIONBYDATEAPPRSURVEYED:VERTICAL: NAVD 1988IF NOT ONE INCHONE INCHAT FULL SCALEHORIZONTAL: NAD 1983/1991SCALE ACCORDINGLYDATUMMXPMXPCMMXPMXPSEE GRAPHIC23080-18__________05/27/20201READY FOR SUBMITTALMXP05/27/2020MXP234Planning/Building/Public Works Dept.15A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WACIVIL PLAN SETHAEVIN RIDGE SHORT PLATRENTON, WACITY OFRENTON05/27/2020HAEVIN RIDGE SHORT PLAT PR: 17-000119 LUA: 18-000205 C: 19001490 HAEVIN RIDGE SHORT PLAT TED - 40 - 4062SHEET 15 R-4062151ST REVIEW REVISIONSMXP11/05/2019MXPIN COMPLIANCE WITH CITY OF RENTON STANDARDSSurveyors & Civil EngineersENGINEERINGPLOGP.O. Box 412Ravensdale, WA 98051(206) 420-7130www.PlogEngineering.com2ND REVIEW REVISIONSMXP04/05/2020MXP3RD REVIEW REVISIONSMXP05/27/2020MXP ROAD DETAILSDATE:FIELDBOOK:DRAWING NO:PAGE:SHEET: OF:SCALE:DESIGNED:DRAWN:CHECKED:APPROVED:NO.REVISIONBYDATEAPPRSURVEYED:VERTICAL: NAVD 1988IF NOT ONE INCHONE INCHAT FULL SCALEHORIZONTAL: NAD 1983/1991SCALE ACCORDINGLYDATUMMXPMXPCMMXPMXPSEE GRAPHIC23080-18__________05/27/20201READY FOR SUBMITTALMXP05/27/2020MXP234Planning/Building/Public Works Dept.16A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WACIVIL PLAN SETHAEVIN RIDGE SHORT PLATRENTON, WACITY OFRENTON05/27/2020HAEVIN RIDGE SHORT PLAT PR: 17-000119 LUA: 18-000205 C: 19001490 HAEVIN RIDGE SHORT PLAT TED - 40 - 4062SHEET 16 R-4062161ST REVIEW REVISIONSMXP11/05/2019MXPIN COMPLIANCE WITH CITY OF RENTON STANDARDSSurveyors & Civil EngineersENGINEERINGPLOGP.O. Box 412Ravensdale, WA 98051(206) 420-7130www.PlogEngineering.com2ND REVIEW REVISIONSMXP04/05/2020MXP3RD REVIEW REVISIONSMXP05/27/2020MXP DRAINAGE DETAILSDATE:FIELDBOOK:DRAWING NO:PAGE:SHEET: OF:SCALE:DESIGNED:DRAWN:CHECKED:APPROVED:NO.REVISIONBYDATEAPPRSURVEYED:VERTICAL: NAVD 1988IF NOT ONE INCHONE INCHAT FULL SCALEHORIZONTAL: NAD 1983/1991SCALE ACCORDINGLYDATUMMXPMXPCMMXPMXPSEE GRAPHIC23080-18__________05/27/20201READY FOR SUBMITTALMXP05/27/2020MXP234Planning/Building/Public Works Dept.17A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WACIVIL PLAN SETHAEVIN RIDGE SHORT PLATRENTON, WACITY OFRENTON05/27/2020HAEVIN RIDGE SHORT PLAT PR: 17-000119 LUA: 18-000205 C: 19001490 HAEVIN RIDGE SHORT PLAT TED-40-4062SHEET 17 R-4062171ST REVIEW REVISIONSMXP11/05/2019MXPIN COMPLIANCE WITH CITY OF RENTON STANDARDSSurveyors & Civil EngineersENGINEERINGPLOGP.O. Box 412Ravensdale, WA 98051(206) 420-7130www.PlogEngineering.com2ND REVIEW REVISIONSMXP04/05/2020MXP3RD REVIEW REVISIONSMXP05/27/2020MXP DRAINAGE DETAILSDATE:FIELDBOOK:DRAWING NO:PAGE:SHEET: OF:SCALE:DESIGNED:DRAWN:CHECKED:APPROVED:NO.REVISIONBYDATEAPPRSURVEYED:VERTICAL: NAVD 1988IF NOT ONE INCHONE INCHAT FULL SCALEHORIZONTAL: NAD 1983/1991SCALE ACCORDINGLYDATUMMXPMXPCMMXPMXPSEE GRAPHIC23080-18__________05/27/20201READY FOR SUBMITTALMXP05/27/2020MXP234Planning/Building/Public Works Dept.18A PORTION OF SE 1/4, SE 1/4, SECTION 32, TOWNSHIP 23 N, RANGE 05 E, W.M., KING COUNTY, WACIVIL PLAN SETHAEVIN RIDGE SHORT PLATRENTON, WACITY OFRENTON05/27/2020HAEVIN RIDGE SHORT PLAT PR: 17-000119 LUA: 18-000205 C: 19001490 HAEVIN RIDGE SHORT PLAT TED-40-4062SHEET 17 R-4062181ST REVIEW REVISIONSMXP11/05/2019MXPIN COMPLIANCE WITH CITY OF RENTON STANDARDSSurveyors & Civil EngineersENGINEERINGPLOGP.O. Box 412Ravensdale, WA 98051(206) 420-7130www.PlogEngineering.com2ND REVIEW REVISIONSMXP04/05/2020MXP3RD REVIEW REVISIONSMXP05/27/2020MXP N CD 0 "¢ I 0 "¢ I 0 w r r <( _J 0.... r 0::: 0 :r: (/) w c., 0 0::: z > w <( :r: ::::j:j::: ::::j:j::: r w w :r: (/) 2" ROUND PRESS. lREAlED PINE PCN.E (OR APPROVED EQUAL) SETTO LEE OF PREVAILING 'M�S. AMENDED BACKFILL ,,,---SECURE W/ LOOP OF QiAINLOCIC. PORTION OF NE 1/4 SEC 15 , T 23 N, R 5 E, W. M. CHAINLOCIC TIES MIN. 1.5 x U5 IN. APPROVED STAKE MAlERIAL ALL STAKES SHALL BE DRl>£N OUTSIDE THE EDGE OF 11£ ROOT BALL AMENDED BACKFILL 18"-DEEP ROOT BARRIER (PLASTIC), f M. REQUIRED (MIN, 12'0"), SET 1/2" BELOW GRADE ON SIDE TO BE PROlEClED (Publlc Strfft/Sldewalk). COMPACTED AMENDED BACKFlLL TAMP SQL AROUND ROOT BALL BASE FIRMLY WITI-1 FOOT PRESSURE SO lHAT ROOT BALL DOES NOT SHIFT. 4 4 TIGHTEN TIES ONLY ENOUGH TO KEEP FROM SUPPING. AU.OW FOR S<ME lRUNK MOVEMENT. CHAINLOCK SHALL BE LONG ENOUGH TO ACCOMMOOATE 1.15 IN. OF GROWTH. "" 4 4 4 4 -_:.�----EACH TREE MUST BE PLANTED ,,,... SUQ-1 THAT THE lRUNK FLARE IS VISIEI..E AT lHE TOP OF THE ROOT BALL 1REES 'M-IERE THE lRUNK FLARE IS NOT VISIBLE SHALL BE RE..ECTED. DO NOT COVER THE TOP OF lHE ROOT BAU. WITH SQL _.,,--4 IN. HIGH EARlH SAUCER BEYOND EDGE OF ROOT BALL -----FINISH GRADE LANT PIT 'MTHANGLED SIDES ROOT BALL IF PLANT IS SHIPPED 'MTH A 'MRE BASKET AROUND THE ROOT BALL. CUT THE WIRE BASl<ET IN FOUR PLACES AND FOLD DO'AN 8 IN. INTO PLANDIG HOLE. SET TOP Of ROOT BALL FLUSH TO GRADE 1-2 IN. HIGHER IN SI..O'M.. Y DRAINING SOILS. B&B DR CONTAINERIZED SHRUB, TYi' SET ALL PLANTS AT NURSERY LEVEL MIN 2•-3• OF MULCH (PER SPECS) SHRUB �ED SOIL P�EPARATIONDEPTH (SIEE SPECS) F'INISH GRADE 0,......=C-=-ON:...;,;l"--F=ER'-'-O=U:..:S::......:..;TR"""E=E::....:....PL=A-"-N""'"'Tl""'N"""'G::;....._ __NOTTO SCALE G\t-=-'DE=C=ID�U�O=U�S�TR�EE�P=LA�N�T�IN=G'--_ V NOT TO SCALE 01-S=H"""R"""U=Bc....cP""""L"'"A"""N"-'T"""IN'--"G'------- NoT ro SCALE EXl511NG SLOPE � 2: 1 lRANSlllON SLOPE PLANT PIT \tll11H ANGLED SIDES UNDISTURBED SOIL C ""''""' i, "11 I II 'I _I jl� 4-il�&J ltl �--2-3" MIN. MULCH. HOLD BACK 3• FROM BASEOF lRUNK WAlER RETENTION BERM �--ROOT BAU. --AMENDED BA.a<:FIU fs',-.......G E=N�E�R�A=L�S=LO�P�E�P�L=A�N�T �IN�G ______ _ V NOT TO SCALE Glenn Takagi Landscape Architect 18550 Firlands Way N, Shoreline, WA 98133 IJNOISTURBEO lfATIV'E SOI. l'l.,\MT]NQ BEClS,ll,.Nru$TURl'IEO veGeTA.TION. SEE l,fQTe , UN01$1\IF!8EO T1JRf' f\.-'WN) "'"-SAS.SEE NOTE 1 GRASS' SEED OR SOO UNDISTURBED NA TTVE SOil OPTION 1 • NO DISTURBANCE 3"_.. AA80ftlSTWOODCHPMULCH,SEE alO PLAN 291.80 3" OF COW"OST IIIICOff."'OfiTEO lNTO 5" OF SITE SOil {TOT"1.. AM£.r.0Et> OEP°™ Of' 9.$', FOA,., 5€rtl.E:0 OEPTH OF II") 908SOIL SCAAIFIEO 4" BELO'lfiCOMPOST AMEl'<lED LAYER (ITSELOWSOILS�ACIEJ PI.NfTING IEOS GAAss. SEED OR SOD I 75" Of' COMPOST INCORP0RATED INTO 11.25" OF Sl1E 901. (1'0T1'J.. .wENOEO OEPTffOf' i.:!". FOR A SETTLED DEPTH OF 9") SU8SOl. SCARIFIED •• 88.0W OOl,IPOST -'MENOEO LAYER (tr BELOW SOIL SURf.ACE} OPTIONS 21 31 AND 4 -AMEND tN PLACE OR STOCKPILE AND AMEND :l"_."AA!IORIST WOOD CHIP MU.l>l,§ESTO ""' ,.,. .. a"IMPORTEO'°"""" '" (COMPACTED """"' SU8SOll � SCAR:1F1E06" BELOW IMPORTED TOPSOILMOI. P\.ANllNG !EDS PUBLIC WORKS DEPARTMENT GAASS;SEEDORSOO NOTES: F9.!POATEOTOflSOI. MjX (Cot.FACTED """"'' I, A.REM Of N001$T\.lfatANCE. TOiE: F"£m:E.D A.ND EXISTINGVEGETATIOHAAO SOI.. TOBE PROTECTED FROM OOHSTRUCTlON IMPACTS GENERAL NOTES: 1.TOMEASUR.E SETtl.lEO DEPTH. W-'.Tt'R SOil SUFFICIEHTlY TO Ft.UY SAT\JAAlf. WITI-IOUTCAI.ISM EAOSION SUBSOt. JS 2.COMPOST TO MEET STD. Pt.AN 292..151>. SCARIFIEO &" BEl.rNi U'OfffED 1. COM!'ACTION OF TI:lPSOIL (WHERE REQUIRED J TQPSOILMIX T08ET095%0FST�PROCTOR. SOIL AMENDMENT SECTIONS 4, SEE COHSTRUCTIOHPi,,,V,tS FOR SPECtFN:;PROJECT R£WREl!IENT$ IJNl(SS 01'11(� NOT£0. OIV.WING IS NOT 10 $,CAJ,.1 (MTS) STD, PLAN· 264.00 Al'Pl'I CD GAZ 9/28/2018 I --om :4 ill 1 CORR. PER 6.7.18 STAFF REPORT Sil£ PLAN REVS -CEN1REPOIN1E 2 CORR. PER 5.17.19 REDLINES PER J. JOHNSON GT 10.23.19 - 3 CORR. PER CITY REDLINES GT 2.7.20 GT -DRIVEWAY_FENCE DETAIL GT 5.11.20 GT -- PLAN VIEW J<-------7'-06 max.-------,1' End Post 2 x 6 Cedar Fence Boards Hf-------�-w/ ½" gap. �F��-��,use full length boards to �F�-��ccccS1pan two posts; alternate joints. Face boards to inside of Plat. 4 X 4 Pressure Posts on Galv. Pipe. --1 ELEVATION VIEW 0 GROUND COVER PL ANTING NOTlO SCALE h � ::,-.,�Ill CITY OF ®RENTON .UTE FABRIC UNDERNEATHBARK MULQi ON SLOPESO\£R 2:1 MIN 2"MULCH (PER SPECS) FINISH GRADE Tl'PICAL GROUND CO\£R PLANTED AT NURSERY l.E\£1. -SOIL AMENDMENT MIXED W/ NA TI\IE SOIL (SIEE SPECS) SCARIFIED SUBGRADESEE SPECS 0 GROUND COVER P LANTING NOTlO SCALE 6'-o" 41 Finish Grade. Keep Bottom Board a Min. 2" Clear of Top of Mulch. R-406220 IN COMPLIANCE WITH CITY OF RENTON STANDARDS HAEVIN RIDGE SHORT PLAT ..... 10.23.19 -..... _,.. ©2019 Copyright Glenn Takagi Landscape Architect. All Rights Reserved. All drawn and written information incorporated herein is an instrument of professional practice and is the property of Glenn Takagi Landscape Architect and not to be used in whole or in part without the written authorization of Glenn Takagi Landscape Architect. 206.542.6100 -GT AT PU.L KALE Planning/Building/Public Works Dept. F NOT CINE INClH LANDSCAPE DETAILS glenco1029@earthlink.net NO. REVISION BY DATE APPR -SCAI.EiW WY GT HEIi ::::j:j::: ::::j:j::: ::::j:j::: ::::j:j::: u ::::j:j::: ::::j:j::: ::::j:j::: ::::j:j::: <( ::::> _J ::::j:j::: ::::j:j::: ::::j:j::: ::::j:j::: 0::: 0.... r <( _J 0.... r 0::: 0 :r: (/) w G 0 0::: z > w <( :r: Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. APPENDIX A NPDES STORM WATER PERMIT, AND STATE WATER QUALITY STANDARDS This project will disturbed more than 1 acres of land, NPDES Storm water permit is required. Enhanced Basic water quality treatment is required per City of Renton Stormwater Management Manual which meets the requirements of State water quality standards. Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. APPENDIX B STANDARDS AND SPECIFICATIONS FOR SELECTED BMPs Referance the 2012 WSDOE Manual as amened in December 2014 for the following BMPs 1. Mark project clearing limits BMP C101: Preserving Natural Vegetation BMP C103: Plastic or Metal Fence BMP C104: Stake and Wire Fence BMP C233: Silt Fence 2. Establishing the construction entrance(s) BMP C105: Stabilized Construction Entrance BMP C106: Wheel Wash (wet season only) BMP C107: Construction Road/Parking Area Stabilization 3. Storm water detention Onsite Detention/wet vault to provide Level 2 (forest existing condition) Flow control 4. Selection and installation of sediment controls BMP C200: Interceptor dike and swale BMP C207: Check dams BMP C233: Silt fence BMP C240: Temporary sediment trap BMP C250: Construction Storm water Chemical Treatment 5. Soil stabilization BMP C120: Temporary and permanent seeding BMP C121: Mulching BMP C123: Plastic Covering BMP C107: Construction Road/Parking Area Stabilization 6. Slope protection BMP C120: Temporary and Permanent Seeding BMP C121: Mulching BMP C130: Surface Roughening Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. BMP C131: Gradient Terraces BMP C200: Interceptor dike and swale BMP C204: Pipe Slope Drains BMP C207: Check dams 7. Drain inlet protection BMP C220: Storm Drain Inlet Protection 8. Storm water outlet protection BMP C220: Storm Drain Inlet Protection WET SEASON REQUIREMENTS Any site with exposed soils during the wet season (October 1 to April 30) shall be subject to the special provisions below. In addition to the ESC cover measures (see KCSWDM Section D.2.1.2, p. D-12), these provisions include covering any newly seeded areas with mulch and identifying and seeding as much disturbed area as possible prior to September 23 in order to provide grass cover for the wet season. A "wet season ESC plan" must be submitted and approved by the City of Kent before work proceeds or continues. Wet Season Special Provisions All of the following provisions for wet season construction are detailed in the referenced sections. These requirements are listed here for the convenience of the designer and the reviewer. 1. The allowed time that a disturbed area may remain unworked without cover measures is reduced to two consecutive working days, rather than seven (KCSWDM Section D.2.1.2). 2. Stockpiles and steep cut and fill slopes are to be protected if unworked for more than 12 hours (KCSWDM Section D.2.1.2). 3. Cover materials sufficient to cover all disturbed areas shall be stockpiled on site (KCSWDM Section D.2.1.2). Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. 4. All areas that are to be unworked during the wet season shall be seeded within one week of the beginning of the wet season (KCSWDM Section D.2.1.2.6). 5. Mulch is required to protect all seeded areas (Section D.2.1.2.2). 6. Fifty linear feet of silt fence (and the necessary stakes) per acre of disturbance must be stockpiled on site (KCSWDM Section D.2.1.3.1). 7. Construction road and parking lot stabilization are required for all sites unless the site is underlain by coarse-grained soil (KCSWDM Section D.2.1.4.2). 8. Sediment retention is required unless no offsite discharge is anticipated for the specified design flow (KCSWDM Section D.2.1.5). 9. Surface water controls are required unless no offsite discharge is anticipated for the specified design flow (KCSWDM Section D.2.1.6). 10. Phasing and more conservative BMPs must be evaluated for construction activity near surface waters (KCSWDM Section D.2.4.3). 11. Any runoff generated by dewatering may be required to discharge to the sanitary sewer (with appropriate discharge authorization), portable sand filter systems, or holding tanks (KCSWDM Section D.2.2). Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. APPENDIX C MATERIAL SAFETY DATA SHEETS Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Emergency Phone Numbers Fire, Police, Ambulance 911 Owner: General Contractor Office: Site Mobile # Subcontractors Sub #1) Office: Sub #2 Sub #3 Sub #4 City or County Contact Spill Hotline: (206) 973-4770 King County 24-hour dispatch: (206) 296-8100 Washington State Ecology Dept. (360) 407-6000 (Olympia) (425) 649-7000 (Bellevue) Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Spill Report Form LOCATION: Date:___________________ Time: Regulatory agencies notified (date, time, person, agency, and how): Material spilled: Quantity spilled: Source: Cause: Extent of injuries (if any): Adverse environmental impact (if any): Immediate remedial actions taken at time of spill: Measures taken or planned to prevent recurrence: Additional comments: This report prepared by: (Signature) Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Storm water Monitoring Form PROJECT: CONTRACTOR: RECEIVING WATER: MONITOR PERFORMED BY: Monitoring date:____________________________Time:________________________ Current weather conditions:________________________________________________ Previous 24-hour weather conditions:_________________________________________ SAMPLING POINT TURBIDITY (NTU) Up-Stream Adjacent Downstream Comments:___________________________________________________________ ____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ Sampler’s Signature:________________________ ____________________________ signature print name Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Table 1 BMP Maintenance and Inspection Schedule (Source Control BMPs) The Development Company Anywhere, USA BMP Designation BMP Name Recommended Maintenance Recommended Schedule of Maintenance C101 Preserving Natural Vegetation Inspect flagged areas to make sure flagging has not been removed. If tree roots have been exposed or injured, recover and/or seal them. Daily C102 Buffer Zones Inspect the area frequently to make sure flagging remains in place and the area remains undisturbed. Daily C103 Plastic or Metal Fence If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. Daily C104 Stake and Wire Fence If the fence has been damaged or visibility reduced, it shall be repaired or replaced immediately and visibility restored. Daily C105 Stabilized Construction Entrance and Tire Wash Quarry spalls (or hog fuel) shall be added if the pad is no longer in accordance with the specifications. If the rock (or hog fuel) entrance is not working to keep streets clean, then install wheel wash, sweep streets, or wash streets if wash water can be collected. Daily C106 Wheel Wash Wheel wash water shall not be discharged into a storm drain or the site’s storm water collection system. Use closed-loop recirculation, land application, or discharge to sanitary sewer (by permit). Daily C107 Const. Road Stabilization Inspect stabilized areas regularly, especially after large storm events. Add rock (hog fuel), gravel, etc. as needed to maintain a stable surface which won’t erode. Daily C120 Temporary & Permanent Seeding Re-seed areas failing to establish 80% cover within one month (during growing season). If re-seeding is ineffective, use sodding or nets/blankets. Eroded areas shall be corrected, re-planted, and irrigated as required. Inspect to ensure growth weekly C121 Mulching Maintain specified thickness of mulch cover. Eroded areas must be corrected and re-mulched. Drainage problems must be corrected. Weekly and following storms Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. BMP Designation BMP Name Recommended Maintenance Recommended Schedule of Maintenance C122 Nets and Blankets Inspect to ensure good contact with ground and no erosion of soils. Replace damaged material and re-staple where required. Correct erosion problems immediately. Weekly and following storms C123 Plastic Covering Replace torn sheets and repair open seams. Replace deteriorated plastic sheets. Dispose of plastic when no longer needed. Weekly C124 Sodding If sod is unhealthy correct problem. If sod can’t be established seed area and use net or blanket to stabilize soils. Weekly and following storms C125 Top Soiling Inspect stockpiles regularly, especially after large storm events. Stabilize areas that have eroded. Weekly and following storms C126 Polyacrylamide Application Reapply PAM to actively worked soils at 48-hr. intervals not to exceed 7 application per month. Reapply PAM to undisturbed soils at 2-month intervals. Daily C130 Surface Roughening Seed roughened surfaces as soon as possible. Re-grade and re-seed any areas beginning to erode. Weekly and following storms C131 Gradient Terraces Maintenance should be performed as needed. Annually and following large storm events C140 Dust Control Re-apply dust control measures as necessary to keep dust to a minimum. Daily during dry weather Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Table 2 BMP Maintenance and Inspection Schedule (Runoff, Conveyance, and Treatment BMPs) The Development Company Anywhere, USA BMP Designation BMP Name Recommended Maintenance Recommended Schedule of Maintenance C200 Interceptor Dike & Swale Inspect to insure structural integrity. Repair as needed Weekly and following storms C201 Grass-Lined Channels During growth period, inspect grass after rainstorms. Remove accumulated sediments. Inspect outlets to prevent scouring and erosion. Weekly and following storms C202 Riprap Channel Lining Inspect to ensure underlain soils are not eroding. Inspect for slippage on slopes. Weekly and following storms C204 Pipe Slope Drains Check inlets for undercutting and outlets for erosion after rainstorms. Inspect pipe for damage. Check pipe for clogging debris. Weekly and following storms C205 Subsurface Drains Check to ensure drains are not clogged with sediment or plant roots. Prevent heavy truck traffic from crushing piping. Monthly C206 Level Spreader Check to ensure proper functioning after rainstorms. Prevent traffic from crossing the spreader. Repair if damaged. Weekly and following storms C207 Check Dams Remove sediment when one half the sump depth. Check for erosion around edges of dams. Weekly and following storms C209 Outlet Protection Inspect and repair as needed. Add rock as needed. Clean energy dissipator if sediment builds up. Weekly and following storms C220 Storm Drain Inlet Protection Replace clogged filter fabric. Clean sediment from stone filters. Do not wash collected sediments into storm drains – remove to soil stockpile. Weekly and following storms C230 Straw Bale Barrier Inspect daily during rainy periods. Check for undercutting, end runs, and damaged bales. Remove accumulated sediment when one half the barrier height. Daily during prolonged rainy periods. C231 Brush Barrier Inspect daily during rainy periods. Check for undercutting, end runs, and damaged sections. Remove accumulated sediment. Weekly and following storms Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. BMP Designation BMP Name Recommended Maintenance Recommended Schedule of Maintenance C233 Silt Fence Repair damaged fencing immediately. Intercept concentrated flows and reroute. Remove sediment accumulations at 6-inches. Replace deteriorated fencing material. Properly dispose of used fencing. Weekly and following storms C234 Vegetated Strip Re-seed damaged areas immediately. Install sod to replace eroded vegetation. Reroute concentrated flows through vegetated strip Weekly and following storms C240 Sediment Trap Remove sediment when it reaches a depth of one foot. Repair damage to trap embankments and slopes. Weekly and following storms C241 Sediment Pond Remove sediment when it reaches a depth of one foot. Repair damage to pond embankments and slopes. Weekly and following storms C250 Storm water Chemical Treatment See Monitoring in Section 11 As required Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Erosion and Sediment Control Inspection Form Erosion Prevention Inspector(s):________________________________Date:________________ Site Name and Location:___________________________________________ Current Weather Conditions:_____________ Last 24 Hours:______________ BMP Designation O.K Not O.K. BMP Condition, Corrective Action, General Notes Construction Access Trackout? Street Clean? Soil Stabilization Signs of Erosion: Gullies? Slope Failures? Rills? Slope Protection Plastic Condition? Grass Growing? Hydroseed Condition? Matting? Perimeter Control Clearing Limits Marked? Silt Fences? Swales? Conveyances Stable Ditches? Check Dams Intact? Sand Bags? Slope Drains? TESC Management Revisions Required? Water Management Infiltration System? Clean and Dirty Water Separated? Offsite Water Bypassing? Outlet Protection Stabilized? Storm Water Pollution Prevention Plan for Construction Activities Plog Engineering, PLLC. Erosion and Sediment Control Inspection Form Sediment Control BMP Designation O.K Not O.K. BMP Condition, Corrective Action, General Notes Storm water Detention And Monitoring BMP Maintenance Inlet Protection Dust Control Spill Prevention Condition of Discharge Water Comments:______________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ ___________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________ 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 49 of 59 Section 9 – Bond Quantities, Facility Summaries, and Declaration of Covenant 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 INFORMATIONSOOS CREEK WATER & SEWERSOOS CREEK WATER & SEWER1 Select the current project status/phase from the following options: For Approval ‐ Preliminary Data Enclosed, pending approval from the City; For Construction ‐ Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout ‐ Final Costs and Quantities Enclosed for Project Close‐out SubmittalEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and Grading Utility ProvidersN/AProject Location and Description Project Owner InformationHaevin Ridge Short PlatKent, WA 980313223059075Lakh Sandhu18‐000205 (206) 617‐73095/27/2020Prepared by:FOR CONSTRUCTIONProject Phase 1mark@plogengineering.comMark X. Plog, PE, PLS31976Plog Engineering, PLLCP.O. Box 457(206) 420‐713018809 116th Ave SE9239 S 200th StSE 186th########Abbreviated Legal Description:N 1/2, N1/2, E1/2, SE 1/4, SE 1/4 S32, T23N, R5EPage 2 of 14Ref 8‐H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########UnitReference # Price Unit Quantity CostBackfill & compaction‐embankmentESC‐16.50$ CY Check dams, 4" minus rockESC‐2SWDM 5.4.6.380.00$ EachCatch Basin ProtectionESC‐335.50$ Each 23816.50Crushed surfacing 1 1/4" minusESC‐4WSDOT 9‐03.9(3)95.00$ CY DitchingESC‐59.00$ CY Excavation‐bulkESC‐62.00$ CY Fence, siltESC‐7SWDM 5.4.3.11.50$ LF 14252,137.50Fence, Temporary (NGPE)ESC‐81.50$ LF Geotextile FabricESC‐92.50$ SY Hay Bale Silt TrapESC‐100.50$ Each HydroseedingESC‐11SWDM 5.4.2.40.80$ SY 24001,920.00Interceptor Swale / DikeESC‐121.00$ LF Jute MeshESC‐13SWDM 5.4.2.23.50$ SY Level SpreaderESC‐141.75$ LF Mulch, by hand, straw, 3" deepESC‐15SWDM 5.4.2.12.50$ SY 24006,000.00Mulch, by machine, straw, 2" deepESC‐16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC‐1712.00$ LF Piping, temporary, CPP, 8"ESC‐1814.00$ LF Piping, temporary, CPP, 12"ESC‐1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC‐20SWDM 5.4.2.34.00$ SY 2941,176.00Rip 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$ Each 13,200.00Sediment 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 606,600.00Water truck, dust controlESC‐31SWDM 5.4.7140.00$ HR 8011,200.00UnitReference # Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL: 33,050.00SALES TAX @ 10% 3,305.00EROSION/SEDIMENT TOTAL: 36,355.00(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE‐IN‐ITEMS Page 3 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostGENERAL ITEMS Backfill & Compaction‐ embankment GI‐16.00$ CY 5113,066.00Backfill & Compaction‐ trench GI‐29.00$ CYClear/Remove Brush, by hand (SY) GI‐31.00$ SY 57635,763.00Bollards ‐ fixed GI‐4 240.74$ EachBollards ‐ removable GI‐5 452.34$ EachClearing/Grubbing/Tree Removal GI‐6 10,000.00$ Acre 110,000.00Excavation ‐ bulk GI‐72.00$ CY 9131,826.00Excavation ‐ Trench GI‐85.00$ CY 5002,500.00Fencing, cedar, 6' high GI‐9 20.00$ LFFencing, chain link, 4' GI‐10 38.31$ LFFencing, chain link, vinyl coated, 6' high GI‐11 20.00$ LFFencing, chain link, gate, vinyl coated, 20' GI‐12 1,400.00$ EachFill & compact ‐ common barrow GI‐13 25.00$ CYFill & compact ‐ gravel base GI‐14 27.00$ CYFill & compact ‐ screened topsoil GI‐15 39.00$ CYGabion, 12" deep, stone filled mesh GI‐16 65.00$ SYGabion, 18" deep, stone filled mesh GI‐17 90.00$ SYGabion, 36" deep, stone filled mesh GI‐18 150.00$ SYGrading, fine, by hand GI‐19 2.50$ SYGrading, fine, with grader GI‐20 2.00$ SYMonuments, 3' Long GI‐21 250.00$ EachSensitive Areas Sign GI‐22 7.00$ EachSodding, 1" deep, sloped ground GI‐23 8.00$ SYSurveying, line & grade GI‐24 850.00$ Day 1850.0086,800.00Surveying, lot location/lines GI‐25 1,800.00$ Acre 11,800.00Topsoil Type A (imported) GI‐26 28.50$ CY 1002,850.00Traffic control crew ( 2 flaggers )GI‐27 120.00$ HR 404,800.00Trail, 4" chipped wood GI‐28 8.00$ SYTrail, 4" crushed cinder GI‐29 9.00$ SYTrail, 4" top course GI‐30 12.00$ SYConduit, 2" GI‐31 5.00$ LF 6003,000.00Wall, retaining, concrete GI‐32 55.00$ SFWall, rockery GI‐33 15.00$ SFSUBTOTAL THIS PAGE:5,650.00 37,605.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)Page 4 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI‐1 30.00$ SYAC Grinding, 4' wide machine 1000‐2000sy RI‐2 16.00$ SYAC Grinding, 4' wide machine > 2000sy RI‐3 10.00$ SYAC Removal/Disposal RI‐4 35.00$ SYBarricade, Type III ( Permanent )RI‐5 56.00$ LFGuard Rail RI‐6 30.00$ LFCurb & Gutter, rolled RI‐7 17.00$ LFCurb & Gutter, vertical RI‐8 12.50$ LF 1712,137.504806,000.00Curb and Gutter, demolition and disposal RI‐9 18.00$ LFCurb, extruded asphalt RI‐10 5.50$ LFCurb, extruded concrete RI‐11 7.00$ LFSawcut, asphalt, 3" depth RI‐12 1.85$ LF 6331,171.05Sawcut, concrete, per 1" depth RI‐13 3.00$ LFSealant, asphalt RI‐14 2.00$ LF 6331,266.00Shoulder, gravel, 4" thick RI‐15 15.00$ SYSidewalk, 4" thick RI‐16 38.00$ SY 973,686.001244,712.00Sidewalk, 4" thick, demolition and disposal RI‐17 32.00$ SYSidewalk, 5" thick RI‐18 41.00$ SYSidewalk, 5" thick, demolition and disposal RI‐19 40.00$ SYSign, Handicap RI‐20 85.00$ EachStriping, per stall RI‐21 7.00$ EachStriping, thermoplastic, ( for crosswalk )RI‐22 3.00$ SFStriping, 4" reflectorized line RI‐23 0.50$ LFAdditional 2.5" Crushed Surfacing RI‐24 3.60$ SYHMA 1/2" Overlay 1.5" RI‐25 14.00$ SYHMA 1/2" Overlay 2" RI‐26 18.00$ SYHMA Road, 2", 4" rock, First 2500 SY RI‐27 28.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SY RI‐28 21.00$ SYHMA Road, 4", 6" rock, First 2500 SY RI‐29 45.00$ SY 54224,390.00HMA Road, 4", 6" rock, Qty. over 2500 SY RI‐30 37.00$ SYHMA Road, 4", 4.5" ATB RI‐31 38.00$ SYGravel Road, 4" rock, First 2500 SY RI‐32 15.00$ SYGravel Road, 4" rock, Qty. over 2500 SY RI‐33 10.00$ SYThickened Edge RI‐34 8.60$ LFSUBTOTAL THIS PAGE:8,260.55 35,102.00(B)(C)(D)(E)Page 5 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)PARKING LOT SURFACING No.2" AC, 2" top course rock & 4" borrow PL‐1 21.00$ SY2" AC, 1.5" top course & 2.5" base course PL‐2 28.00$ SY4" select borrow PL‐35.00$ SY1.5" top course rock & 2.5" base course PL‐4 14.00$ SYSUBTOTAL PARKING LOT SURFACING:(B)(C)(D)(E)LANDSCAPING & VEGETATION No.Street Trees LA‐1 500.00$ EA 31,500.0052,500.00Median Landscaping LA‐2Right‐of‐Way Landscaping LA‐3 1,500.00$ LS 11,500.0034,500.00Wetland Landscaping LA‐4SUBTOTAL LANDSCAPING & VEGETATION:3,000.00 7,000.00(B)(C)(D)(E)TRAFFIC & LIGHTING No.Signs TR‐1 500.00$ EA 21,000.00Street Light System ( # of Poles) TR‐2 2,500.00$ EA 25,000.0037,500.00Traffic Signal TR‐3Traffic Signal Modification TR‐4SUBTOTAL TRAFFIC & LIGHTING:5,000.00 8,500.00(B)(C)(D)(E)WRITE‐IN‐ITEMSSUBTOTAL WRITE‐IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL: 21,910.55 50,602.00 37,605.00SALES TAX @ 10% 2,191.06 5,060.20 3,760.50STREET AND SITE IMPROVEMENTS TOTAL: 24,101.61 55,662.20 41,365.50(B)(C)(D)(E)Page 6 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. 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/D D‐1 26.00$ SY* (CBs include frame and lid)Beehive D‐2 90.00$ EachThrough‐curb Inlet Framework D‐3 400.00$ EachCB Type ID‐4 1,500.00$ Each 11,500.0034,500.0046,000.00CB Type IL D‐5 1,750.00$ EachCB Type II, 48" diameter D‐6 2,300.00$ Each 24,600.00511,500.00 for additional depth over 4' D‐7 480.00$ FT 1480.002813,440.00CB Type II, 54" diameter D‐8 2,500.00$ Each for additional depth over 4' D‐9 495.00$ FTCB Type II, 60" diameter D‐10 2,800.00$ Each for additional depth over 4' D‐11 600.00$ FTCB Type II, 72" diameter D‐12 6,000.00$ Each for additional depth over 4' D‐13 850.00$ FTCB Type II, 96" diameter D‐14 14,000.00$ Each for additional depth over 4' D‐15 925.00$ FTTrash Rack, 12" D‐16 350.00$ EachTrash Rack, 15" D‐17 410.00$ EachTrash Rack, 18" D‐18 480.00$ EachTrash Rack, 21" D‐19 550.00$ EachCleanout, PVC, 4" D‐20 150.00$ EachCleanout, PVC, 6" D‐21 170.00$ Each 4680.00Cleanout, PVC, 8" D‐22 200.00$ EachCulvert, PVC, 4" D‐23 10.00$ LFCulvert, PVC, 6" D‐24 13.00$ LF 801,040.00Culvert, PVC, 8" D‐25 15.00$ LFCulvert, PVC, 12" D‐26 23.00$ LF 2124,876.0062414,352.00Culvert, PVC, 15" D‐27 35.00$ LFCulvert, PVC, 18" D‐28 41.00$ LFCulvert, PVC, 24" D‐29 56.00$ LFCulvert, PVC, 30" D‐30 78.00$ LFCulvert, PVC, 36" D‐31 130.00$ LFCulvert, CMP, 8" D‐32 19.00$ LFCulvert, CMP, 12" D‐33 29.00$ LFSUBTOTAL THIS PAGE:11,456.00 43,792.00 7,720.00(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: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, CMP, 15" D‐34 35.00$ LFCulvert, CMP, 18" D‐35 41.00$ LFCulvert, CMP, 24" D‐36 56.00$ LFCulvert, CMP, 30" D‐37 78.00$ LFCulvert, CMP, 36" D‐38 130.00$ LFCulvert, CMP, 48" D‐39 190.00$ LFCulvert, CMP, 60" D‐40 270.00$ LFCulvert, CMP, 72" D‐41 350.00$ LFCulvert, Concrete, 8" D‐42 42.00$ LFCulvert, Concrete, 12" D‐43 48.00$ LFCulvert, Concrete, 15" D‐44 78.00$ LFCulvert, Concrete, 18" D‐45 48.00$ LFCulvert, Concrete, 24" D‐46 78.00$ LFCulvert, Concrete, 30" D‐47 125.00$ LFCulvert, Concrete, 36" D‐48 150.00$ LFCulvert, Concrete, 42" D‐49 175.00$ LFCulvert, Concrete, 48" D‐50 205.00$ LFCulvert, CPE Triple Wall, 6" D‐51 14.00$ LFCulvert, CPE Triple Wall, 8" D‐52 16.00$ LFCulvert, CPE Triple Wall, 12" D‐53 24.00$ LFCulvert, CPE Triple Wall, 15" D‐54 35.00$ LFCulvert, CPE Triple Wall, 18" D‐55 41.00$ LFCulvert, CPE Triple Wall, 24" D‐56 56.00$ LFCulvert, CPE Triple Wall, 30" D‐57 78.00$ LFCulvert, CPE Triple Wall, 36" D‐58 130.00$ LFCulvert, LCPE, 6" D‐59 60.00$ LFCulvert, LCPE, 8" D‐60 72.00$ LFCulvert, LCPE, 12" D‐61 84.00$ LFCulvert, LCPE, 15" D‐62 96.00$ LFCulvert, LCPE, 18" D‐63 108.00$ LFCulvert, LCPE, 24" D‐64 120.00$ LFCulvert, LCPE, 30" D‐65 132.00$ LFCulvert, LCPE, 36" D‐66 144.00$ LFCulvert, LCPE, 48" D‐67 156.00$ LFCulvert, LCPE, 54" D‐68 168.00$ LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 8 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)DRAINAGE (Continued)Culvert, LCPE, 60" D‐69 180.00$ LFCulvert, LCPE, 72" D‐70 192.00$ LFCulvert, HDPE, 6" D‐71 42.00$ LFCulvert, HDPE, 8" D‐72 42.00$ LFCulvert, HDPE, 12" D‐73 74.00$ LFCulvert, HDPE, 15" D‐74 106.00$ LFCulvert, HDPE, 18" D‐75 138.00$ LFCulvert, HDPE, 24" D‐76 221.00$ LFCulvert, HDPE, 30" D‐77 276.00$ LFCulvert, HDPE, 36" D‐78 331.00$ LFCulvert, HDPE, 48" D‐79 386.00$ LFCulvert, HDPE, 54" D‐80 441.00$ LFCulvert, HDPE, 60" D‐81 496.00$ LFCulvert, HDPE, 72" D‐82 551.00$ LFPipe, Polypropylene, 6" D‐83 84.00$ LFPipe, Polypropylene, 8" D‐84 89.00$ LFPipe, Polypropylene, 12" D‐85 95.00$ LFPipe, Polypropylene, 15" D‐86 100.00$ LFPipe, Polypropylene, 18" D‐87 106.00$ LFPipe, Polypropylene, 24" D‐88 111.00$ LFPipe, Polypropylene, 30" D‐89 119.00$ LFPipe, Polypropylene, 36" D‐90 154.00$ LFPipe, Polypropylene, 48" D‐91 226.00$ LFPipe, Polypropylene, 54" D‐92 332.00$ LFPipe, Polypropylene, 60" D‐93 439.00$ LFPipe, Polypropylene, 72" D‐94 545.00$ LFCulvert, DI, 6" D‐95 61.00$ LFCulvert, DI, 8" D‐96 84.00$ LFCulvert, DI, 12" D‐97 106.00$ LFCulvert, DI, 15" D‐98 129.00$ LFCulvert, DI, 18" D‐99 152.00$ LFCulvert, DI, 24" D‐100 175.00$ LFCulvert, DI, 30" D‐101 198.00$ LFCulvert, DI, 36" D‐102 220.00$ LFCulvert, DI, 48" D‐103 243.00$ LFCulvert, DI, 54" D‐104 266.00$ LFCulvert, DI, 60" D‐105 289.00$ LFCulvert, DI, 72" D‐106 311.00$ LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 9 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. 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‐3 28.00$ LF French Drain (3' depth) SD‐4 26.00$ LFGeotextile, laid in trench, polypropylene SD‐53.00$ SYMid‐tank Access Riser, 48" dia, 6' deep SD‐6 2,000.00$ EachPond Overflow Spillway SD‐7 16.00$ SYRestrictor/Oil Separator, 12" SD‐8 1,150.00$ EachRestrictor/Oil Separator, 15" SD‐9 1,350.00$ EachRestrictor/Oil Separator, 18" SD‐10 1,700.00$ EachRiprap, placed SD‐11 42.00$ CYTank End Reducer (36" diameter) SD‐12 1,200.00$ EachInfiltration pond testing SD‐13 125.00$ HRPermeable Pavement SD‐14 50.00$ SY 36018,000.00Permeable Concrete Sidewalk SD‐15Culvert, Box __ ft x __ ft SD‐16SUBTOTAL SPECIALTY DRAINAGE ITEMS:18,000.00(B) (C) (D) (E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF‐1Each Detention Tank SF‐2Each Detention Vault SF‐3Each Infiltration Pond SF‐4Each Infiltration Tank SF‐5Each Infiltration Vault SF‐6Each Infiltration Trenches SF‐7Each Basic Biofiltration Swale SF‐8Each Wet Biofiltration Swale SF‐9Each Wetpond SF‐10 Each Wetvault SF‐11 127,000.00$ Each 1127,000.00Sand Filter SF‐12 Each Sand Filter Vault SF‐13 Each Linear Sand Filter SF‐14 Each Proprietary Facility SF‐15 Each Bioretention Facility SF‐16 2,000.00$ Each 12,000.00SUBTOTAL STORMWATER FACILITIES:2,000.00 127,000.00(B) (C) (D) (E)Page 10 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B) (C)WRITE‐IN‐ITEMS (INCLUDE ON‐SITE BMPs)Limited Infiltration Facilities WI‐1 2,500.00$ EA 410,000.00WI‐2WI‐3WI‐4WI‐5WI‐6WI‐7WI‐8WI‐9WI‐10WI‐11WI‐12WI‐13WI‐14WI‐15SUBTOTAL WRITE‐IN ITEMS:10,000.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: 13,456.00 170,792.00 35,720.00SALES TAX @ 10% 1,345.60 17,079.20 3,572.00DRAINAGE AND STORMWATER FACILITIES TOTAL: 14,801.60 187,871.20 39,292.00(B) (C) (D) (E)Page 11 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostConnection to Existing Watermain W‐1 2,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch Diameter W‐2 50.00$ LFDuctile Iron Watermain, CL 52, 6 Inch Diameter W‐3 56.00$ LFDuctile Iron Watermain, CL 52, 8 Inch Diameter W‐4 60.00$ LFDuctile Iron Watermain, CL 52, 10 Inch Diameter W‐5 70.00$ LFDuctile Iron Watermain, CL 52, 12 Inch Diameter W‐6 80.00$ LFGate Valve, 4 inch Diameter W‐7 500.00$ EachGate Valve, 6 inch Diameter W‐8 700.00$ EachGate Valve, 8 Inch Diameter W‐9 800.00$ EachGate Valve, 10 Inch Diameter W‐10 1,000.00$ EachGate Valve, 12 Inch Diameter W‐11 1,200.00$ EachFire Hydrant Assembly W‐12 4,000.00$ EachPermanent Blow‐Off Assembly W‐13 1,800.00$ EachAir‐Vac Assembly, 2‐Inch Diameter W‐14 2,000.00$ EachAir‐Vac Assembly, 1‐Inch Diameter W‐15 1,500.00$ EachCompound Meter Assembly 3‐inch Diameter W‐16 8,000.00$ EachCompound Meter Assembly 4‐inch Diameter W‐17 9,000.00$ EachCompound Meter Assembly 6‐inch Diameter W‐18 10,000.00$ EachPressure Reducing Valve Station 8‐inch to 10‐inch W‐19 20,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B) (C)Page 12 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 CED Permit #:########Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D) (E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostClean Outs SS‐1 1,000.00$ EachGrease Interceptor, 500 gallon SS‐2 8,000.00$ EachGrease Interceptor, 1000 gallon SS‐3 10,000.00$ EachGrease Interceptor, 1500 gallon SS‐4 15,000.00$ EachSide Sewer Pipe, PVC. 4 Inch Diameter SS‐5 80.00$ LFSide Sewer Pipe, PVC. 6 Inch Diameter SS‐6 95.00$ LFSewer Pipe, PVC, 8 inch Diameter SS‐7 105.00$ LFSewer Pipe, PVC, 12 Inch Diameter SS‐8 120.00$ LFSewer Pipe, DI, 8 inch Diameter SS‐9 115.00$ LFSewer Pipe, DI, 12 Inch Diameter SS‐10 130.00$ LFManhole, 48 Inch Diameter SS‐11 6,000.00$ EachManhole, 54 Inch Diameter SS‐13 6,500.00$ EachManhole, 60 Inch Diameter SS‐15 7,500.00$ EachManhole, 72 Inch Diameter SS‐17 8,500.00$ EachManhole, 96 Inch Diameter SS‐19 14,000.00$ EachPipe, C‐900, 12 Inch Diameter SS‐21 180.00$ LFOutside Drop SS‐24 1,500.00$ LSInside Drop SS‐25 1,000.00$ LSSewer Pipe, PVC, ____ Inch Diameter SS‐26Lift Station (Entire System) SS‐27 LSSANITARY SEWER SUBTOTAL:SALES TAX @ 10%SANITARY SEWER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B) (C)Page 13 of 14Ref 8‐H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430‐7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right‐of‐Way Improvements Subtotal (b) (b)24,101.61$ Future Public Improvements Subtotal(c)55,662.20$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d) (d)241,964.80$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond64,345.72$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only ‐ May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. (206) 420‐7130mark@plogengineering.comHaevin Ridge Short Plat18‐00020518809 116th Ave SE3223059075FOR CONSTRUCTION########P.O. Box 457314,472.21$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS5/27/2020Mark X. Plog, PE, PLS31976Plog Engineering, PLLCR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right‐of‐Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R ‐ S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%‐$ MAINTENANCE BOND */**(after final acceptance of construction)36,355.00$ 24,101.61$ 278,117.21$ 36,355.00$ ‐$ 241,964.80$ ‐$ Page 14 of 14Ref 8‐H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 5/27/2020 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 50 of 59 Section 10 – Operations and Maintenance Manual 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 51 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 52 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 53 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 54 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 55 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 56 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 57 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 58 of 59 080-18 HAEVIN RIDGE TIR R3.DOCX May 25, 2020 Page 59 of 59