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\ RAINIER AVENUE SOUTH ](MPROVEMENT PROJECT -SW GRADY WAY TO S 2ND STREET 30% SURFACE WATER TECHNICAL INFORMATION REPORT (DRAFT) Submitted To: City of Renton Prepared For: KPG,Inc. Prepared By: RoseWater Engineering, Inc. (200504.2) November 2008 RAINIER AVENUE SOUTH IMPROVEMENT PROJECT -SW GRADY WAY TO S 2ND STREET SURFACE WATER TECHNICAL INFORMATION REPORT The technical infonnation and data included in this report was prepared by or under the direct supervision of the undersigned, whose seal as registered professional engineer licensed to practice as such in the State of Washington is affixed below: Rainier Avenue S Improvement Project 30% Surface Water Teclmical Information Report November 2008 'fable of Contents 1.0 PROJECT OVERVIEW .................................................................................................................. 1 1.1 PROJECT DESCRlPTION ........................................................................................................ 1 1.2 BACKGROUND .......................................................................................................................... 1 1.2.1 Existing Conditions ................ : .................................................................... : ......................... I 1.2.2 Developed Conditions ........................................................................................................... 1 1.3 THRESHOLD DISCHARGE AREAS ...................................................................................... 1 1.3.1 TDA A ................................................................................................................................... 2 1.3.2 TDA V ................................................................................................................................... 2 1.3.3 IDA! .................................................................................................................................... 2 1.3.4 TDA GW ............................................................................................................................... 2 2.0 REQUIREMENTS SUMMARy ...................................................................................................... 3 2.1 PROJECT CONDITIONS AFFECTING DRAINAGE REQIREMENTS ........................... 3 2.2 APPLICABILITY OF THE MINIMUM REQUIREMENTS ............................................... .4 2.2.1 Minimum Requirement # I: Preparation of Stormwater Site Plans ...................................... 4 2.2.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) ......... 4 2.2.3 Minimum Requirement #3: Source Control of Pollution ..................................................... 5 2.2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls ......... 5 2.2.5 Minimum Requirement #5: Ou-Site Stormwater Management ........................................... 5 2.2.6 Minimum Requirement #6: Runoff Treatment .................................................................... 5 2.2.7 Minimum Requirement #7: Flow ControL ......................................................................... 6 2.2.8 Minimum Requirement #8: Wetlands Protection ............................. : ................................... 6 2.2.9 Minimum Requirement #9: BasinlWatershed Planning ....................................................... 7 2.2.l0Minimum Requirement #10: Operation and Maintenance ................................................... 7 3.0 OFFSITE ANALYSIS ...................................................................................................................... 8 3.1 RESOURCE REVIEW ............................................................................................................... 8 3.2 STUDY AREA MAPPING ......................................................................................................... 8 3.3 FIELD INSPECTION ................................................................................................................. 8 3.4 DOWNSTREAM DRAINAGE SYSTEM DESCRlPTIONS ................................................ I0 3.4.1 Downstream TDA A ........................................................................................................... 10 3.4.2 Downstream TDA V ........................................................................................................... 10 3.4.3 Downstream TDA 1... .......................................................................................................... 10 3.4.4 DownstreamTDAGW ....................................................................................................... 11 3.5 UPSTREAM DRAINAGE AREAS ......................................................................................... 11 3.5.1 Upstream TDA A ................................................................................................................ 11 3.5.2 Upstream TDA V ................................................................................................................ II 3.5.3 Upstream TDA 1... ............................................................................................................... 11 3.5.4 Upstream TDA GW ............................................................................................................ II 3.6 EXISTING AND PREDICTED DRAINAGE PROBLEMS ................................................. 12 Rainier Avenue S Improvement Project 30% Surface Water Technical Infonnation Report November 2008 ii 4.0 RUNOFF TREATMENT AND FLOW CONTROL ANALYSIS AND DESIGN .................... 13 4.1 RUNOFF TREATMENT ......................................................................................................... 13 4.1.1 RunoffTreatment-TDA V ................................................................................................ 13 4.1.2 Runoff Treatment -TDA I ................................................................................................. 13 4.2 FLOW CONTROL ................................................................................................................... 13 4.3 EXISTING FACILITIES ......................................................................................................... 13 4.3.1 Existing Offsite Water Quality Facilities ............................................................................ 14 4.3.2 Existing Offsite Flow Control Facilities ............................................................................. 14 4.4 LOW IMPACT DEVELOPMENT .......................................................................................... 14 4.4.1 Permeable Concrete Pavement. ........................................................................................... 14 4.4.2 Tree Box Filters .................................................................................................................. 15 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN .............................................................. 16 5.1 EXISTING CONVEYANCE SYSTEM .................................................................................. 16 5.1.1 Existing Conveyance -TDA A ........................................................................................... 16 5.1.2 Existing Conveyance -TDA V ........................................................................................... 16 5.1.3 Existing Conveyance -TDA 1... .......................................................................................... 16 5.1.4 Existing Conveyance -TDA GW ....................................................................................... 17 5.2 PROPOSED CONVEYANCE SYSTEM ................................................................................ 17 6.0 SPECIAL REPORTS AND STUDIES .......................................................................................... 18 7.0 CSWPPP ANALYSIS AND DESIGN ........................................................................................... 19 APPENDIX A -STORM DRAINAGE PLANS APPENDIX B-FLOW CONTROL AND RUNOFF TREATMENT FACILITY CALCULATIONS APPENDIX C -LOW IMPACT DEVELOPMENT BMP INFORMATION Rainier Avenue S Improvement Project 30% Surface Water Technicallnfonnation Report November 2008 iii List of Tables Table 1. Project Area Summary ............................................................................................................... 3 Table 2. Change in 100-year Peak Flow .................................................................................................. 6 Table of lFigures Figure 1. Basin Map ................................................................................................................................. 9 Rainier Avenue S Improvement Project 30% Surface Water Technical Information Report November 2008 ;v 1.0 PROJECT OVERVIEW 1.1 PROJECT DESCRIPTION The Rainier Avenue South Improvement Project is located along Rainier Avenue S in Renton, Washington, between SW Grady Way and S 2nd Street. The project will improve transit access and reliability, geneml purpose traffic flow, and develop a more pedestrian friendly urban designed street. This report addresses preparation of the storm water site plans to accommodate preliminary roadway improvements. Per direction from the City of Renton, stormwater management facilities have been evaluated using the Department of Ecology's February 2005 Stormwater Management Manual for Western Washington (SMMWW). 1.2 BACKGROUND The City of Renton plans to improve the roadway by adding traffic lanes, protected tum pockets, and planted (raised) medians along the roadway. New frontage improvements will consist of wider sidewalks, irrigated planter strips, curb and gntter. The existing roadway to remain will be resurfaced. Stormwater drainage and other franchise utilities will be modified or relocated to accommodate roadway improvements. Project limits are the roadway length by the width of the right-of-way. The distance from SW Grady Way and S 2nd Street is approximately 4,700 feet and the existing right-of-way varies from 82 feet to 115 feet. Additional right-<>f-way will be acquired in some areas to accommodate roadway improvements. 1.2.1 Existing Conditions The existing right-<>f-way is fully developed with commercial properties adjacent to the roadway. The roadway width is approximately 78 feet and narrows down to 68 feet north of S 3"' Street. The existing frontage consists of curb, sidewalk, and planter strips. Planter strips exist in some areas and separate the sidewalk from parking lots in the private, commercial properties. 1.2.2 Developed Conditions Proposed improvements will widen the existing roadway to accommodate additional travel lanes, left tum lanes, and median. The new roadway width is 97 feet and narrows down to 76 feet north of S 3"' Street. Frontage improvements will include curb and gutter, 5-foot planting strip, and 8-foot sidewalk. 1.3 THRESHOLD DISCHARGE AREAS Threshold discharge areas (TDAs) are defmed for projects with multiple storm drainage discharge points. A TDA is defmed as an onsite area that drains to a single natural discharge location, or multiple natural discharge locations that combine within one-quarter mile downstream (as determined by the shortest flowpath). Drainage requirements with thresholds are applied to each TDA separately. Rainier Avenue S Improvement Project 30% Surface Water Technical Infonnation Report November 2008 1 The Rainier Avenue project has four TDAs as described below. TDA naming is based on the basin naming used for previous drainage studies of this area. These TDAs are used for determining the applicability of the 10 minimum requirements of the SMMWW (see Chapter 2). More detailed descriptions of the drainage systems located downstream from each TDA are contained in Chapter 3. 1.3.1 TDAA TDA A is the northern portion of the project area that drains into the Hardie Avenue SW drainage system that flows south from SW Sunset Boulevard. This storm drain joins the SW 7"' Street storm drain at Lind Avenue SW, and then flows west to the Black River Forebay. 1.3.2 TDA V TDA V is the central portion of the project area that drains to the existing pump station located south of the BNSF railroad crossing. The pump station discharges to the west, joining runoff from TDA A at Hardie Avenue SW. 1.3.3 TDA I TDA I is the portion of the project area near SW 7"' Street that discharges into the storm drainage system that flows west along SW 7"' Street. Drainage from TDA I joins runoff from TDAs A and V near Lind Avenue SW. 1.3.4 TDAGW The Grady Way (GW) TDA is the southern portion of the project area that drains into the Grady Way conveyance system that flows west, eventually draining into Springbrook Creek and the Black River Forebay. Rainier Avenue S Improvement Project 30% Surface \yater Technical Information Report November 2008 2 2.0 REQUIREMENTS SUMMARY The Department of Ecology's February 2005 Stormwater Management Manualfor Western Washington (SMMWW), as interpreted by the City of Renton, was used to determine mitigation requirements for this roadway project. Depending on the type and size of the project, different combinations of these minimum requirements apply. The minimum requirements are: 1. Preparation of Stormwater Site Plans 2. Construction Stormwater Pollution Prevention 3. Source Control of Pollution 4. Preservation of Natural Drainage Systems and Outfalls 5. On-Site Storm Management 6. Runoff Treatment 7. Flow Control 8. Wetlands Protection 9. BasinlWatershed Planning 10. Operation and Maintenance 2.1 PROJECT CONDITIONS AFFECTING DRAINAGE REQIREMENTS Chapter 2.4 of the SMMWW identifies thresholds that determine the applicability of each requirement to the project. These thresholds are based on: o The amount of new impervious surface. The defmition for impervious surface contained in the SMMWW does not identify which impervious surfaces on a project are considered "new"; therefore the defmition is determined by the local jurisdiction. Renton defmes new impervious surface as existing pervious surfaces converted to impervious surface. o The percentage of existing impervious surface. o The percentage of added impervious surface. Table 1. Project Area Summary TDAA TDAV TDAI TDAGW Proiect Area (SF) 167,100 195400 101,900 129100 Existing Impervious 152,500 173,100 86,700 119,800 Surface (SF) Percent Existing 91% 89% 85% 93% Impervious New IrnpelVious 10,679 14,622 11,448 5,921 Surface Area' (SF) Percent Added 7.0% 8.4% 13% 4.9% Impervious New PGI~' (SF) 1,661 7,528 6,757 1,349 Removed Existing Impervious' (SF) 5,373 14,564 5,783 8,206 Net New Impervious 5,306 58 5,665 -2,285 Surface Area (SF) Notes: l. Area converted from pervious to impervious as a result of roadway widening 2. New pollution-generating impervious surface within the New Impervious Surface Area 3. Area converted from impervious to pervious as a result of landscaped median areas Rainier Avenue S Improvement Project 30% Surface Water Technical InforrnationReport Total 593,500 532,100 90010 42,670 8.0% 17,295 33,926 8,744 November 2008 3 Table I summarizes existing and new impervious surface areas within the project area, and the resulting percentage of additional impervious surface. Also included in Table I is the amount of new pollution-generating impervious surface (pGIS), which is used for determining the runoff treatment requirement (see Section 2.2.6). Removed impervious surface and net-new impervious surface area have been used in assessing applicability of the Flow Control requirement (see Section 2.2.7). 2.2 APPLICABILITY OF THE MINIMUM REQUIREMENTS The applicability of the Minimum Requirements differs for new development and redevelopment projects. Redevelopment projects are defmed as projects occurring on sites that are already substantially developed, with 35% or more existing impervious coverage. Since the Rainier Avenue right-of-way between Grady Way and S 2nd Street has 90% existing impervious coverage (see Table 1), the proposed roadway improvements are classified as a redevelopment project. Application of the 10 Minimum Requirements to redevelopment projects is determined using Figure 2.3 of the SMMWW. Navigating the flow chart using this project's conditions results in the following conclusions regarding applicability of the Minimum Requirements: o The project will add more than 5,000 square feet of new impervious surfaces; therefore, Minimum Requirements #1 though #10 apply to the new impervious and converted pervious surfaces. o No additional requirements are necessary for replaced impervious surfaces because this is a road related project that does not add 50% or more of new impervious surface to the existing impervious surfaces (only approximately 8% ofnew impervious surfaces will be added). The following sections describe the applicability of the individual Minimum Requirements for this project, and how the requirements will be met: 2.2.1 Minimum Requirement #1: Preparation of Stonnwater Site Plans This Surface Water Technical Information Report (TIR), when updated for fmal design of the roadway improvements, will satisfy the requirement for Minimum Requirement # I. Required elements for a Stormwater Site Plan, as outlined in the SMMWW, are contained in this report as follows: o Determine Applicable Minimum Requirements (Chapter 2) o Offsite Analysis (Chapter 3) o Prepare a Permanent Stormwater Control Plan (Appendix A) o Prepared a Construction Stormwater Pollution Prevention Plan (to be completed during fmal design and included in the fmal TIR) 2.2.2 Minimum Reqnirement #2: Construction Stormwater Pollution Prevention (SWPP) The 12 SWPP elements will be addressed during final design of the roadway improvement plans. Rainier Avenue S Improvement Project 30% Surface Water Teclmical Information Report November 2008 4 The 12 SWPP elements are as follows: Element 1: Mark Clearing Limits Element 2: Establish Construction Access Element 3: Control Flow Rates Element 4: Install Sediment Controls Element 5: Stabilize Soils Element 6: Protect Slopes Element 7: Protect Drain Inlets Element 8: Stabilize Channels and Outlets Element 9: Control Pollutants Element 10: Control De-Watering Element II: Maintain BMPs . Element 12: Manage the Project 2.2.3 Minimum Requirement #3: Source Control of Pollution All projects are required to apply all known, available, and reasonable source control BMPs to prevent stormwater from coming into contact with pollutants. BMPs come in two categories: structural and operational. Structural source control BMPs should be identified in the storm drainage plans. The following recommended pollution control approach for Urban Streets is described in Volume IV of the SMMWW: "Conduct efficient streel sweeping where and when appropriate to minimize the contaminalion of Slormwaler. Do not wash street debris inlo storm drains." Recommended operation BMPs consist of different approaches to streel cleaning. No structural BMPs are identified that would need to be incorporaled into the drainage plans. 2.2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed storm drainage conveyance system has been designed to maintain existing drainage patterns. The project sile area has four Threshold Discharge Areas with downstream paths that recombine further than \4 mile downstream from the site. All four of the downstream paths flow into storm sewers. The location and area of the four Threshold Discharge Areas will be maintained between the existing and redeveloped conditions. 2.2.5 Minimum Requirement #5: On-Site Stormwater Management On-site stormwaler BMPs are required to infiltrate, disperse, and retain slormwater runoff onsite to the maximum extent feasible without causing flooding or erosion impacts. These requirements are focused on roof downspouts in single-family subdivisions and are not applicable to an urban roadway project such as Rainier Avenue S. 2.2.6 Minimum Requirement #6: Runoff Treatment Runoff treatment is required for Threshold Discharge Areas in which the total of effective, pollution- generaling impervious surface (pGIS) is 5,000 square feel or more. As described previously, Minimum Requirements I -10 only apply to the "new" impervious surface areas of the project. As shown in Table I, within the new impervious surface areas, the amount of new PGIS exceeds 5,000 square feet in TDA V and TDA I. As a result, runoff treatment facilities are required for these two threshold discharge areas. The sizing and preliminary design of the required facilities is described in Section 4.1. Rainier Avenue S Improvement Project 30% Swface Water Technical Infonnation Report November 2008 5 Runoff treatment facilities for this project are required to be chosen from the Enhanced Treatment Menu because the Annual Average Daily Traffic counts for Rainier Avenue exceed 7,500. Three intersections within the project area are classified as "high-use" because Rainier Avenue S has an Average Daily Traffic (ADD count of greater than 25,000, and the intersecting roadway ADTs exceed 15,000 (based on City of Renton 2006 Traffic Flow Map). These intersections are SW Sunset Boulevard, SW 7th Street, and SW Grady Way. High-use intersections are required to apply the Oil Control Menu per the SMMWW. However, oil control facilities are not required for this project because the new POlS does not fall within high-use areas. 2.2.7 Minimum Requirement #7: Flow Control Flow control is required for TDAs in which the total of effective impervious surfaces is 10,000 square feet or more or for TDAs where the I OO-year flow frequency peak flow will increase by 0.1 cfs or more. As described previously, Minimum Requirements I -10 only apply to the "new" impervious surface areas of this project because it is classified as a roadway redevelopment project. The City of Renton applies flow control thresholds to net new impervious surfaces. This gives credit for new pervious surfaces that will be created by the project, such as landscaped medians. As shown in Table I, the net new impervious surface for each threshold discharge area is less than 10,000 square feet. In addition, the change in 100-year peak flow has been caicnlated for the net new impervious surface and found to be less than 0.1 cfs for all four TDAs (see Table 2; see Appendix B for calcnlations). As a result, flow control facilities are not required for this project. Table 2. Change in lOO-year Peak Flow TDAA TDAV TDAI TDAGW Existing 100-yr neak flow rat~ r~fs) 1.73 1.98 0.98 1.34 Proposed 100-yr 1.76 1.98 1.05 1.33 Deak flow rate rcrs) Change in 100-yr 0.03 0,00 0.07 -0.01 Deak flow mte rcrs) 2.2.8 Minimum Requirement #8: Wetlands Protection Additional requirements apply to projects that drain to wetlands, either directly or indirectly through a conveyance system. Discharges to wetlands are required to maintain hydrologic conditions, hydrophytic vegetation, and substrate characteristics necessary to support existing and designated uses. The Rainier Avenue project drains via conveyance systems to the Black River Forebay, located approximately one mile downstream from the site. Although the Black River Riparian Forest surrounding the forebay contains wetlands, discharge from Renton's storm drainage system follows a stream chaMel and does not flow through the wetlands. As a resnlt, Minimum Requirement #8 does not apply to this project. Rainier Avenue S Improvemen~ Project 30% Surface Water Technical Information Report November 2008 6 2.2.9 Minimum Requirement #9: BasinlWatershed Planning There are no known basin or watershed plans that would impose additional requirements to the drainage system for the Rainier Avenue Improvements project. 2.2.10 Minimum Requirement #10: Operation and Maintenance Components of the drainage systems proposed for the Rainier Avenue Improvements project are consistent with other drainage facilities currently operated and maintained by the City of Renton. As a result, a project-specific Operations and Maintenance Manual will not be provided. Rainier Avenue S Improvement Project 30% Strrface Water Teclmical Information Report November 2008 7 3.0 OFFSITE ANALYSIS This offsite analysis has been prepared to comply with one component of Minimum Requirement No.1: Preparation of Stormwater Site Plans. The purpose of the offsite analysis is to recognize existing upstream areas that pass through or connect to the project and investigate downstream areas that may have existing or potential drainage issues. The task determines if any mitigation is necessary by identifying and evaluating drainage impacts that may be caused or aggravated by the proposed redevelopment project. The required offsite analysis components are outlined in Section 2.6.2 of the 2005 SMMWW, and consist of defming the mapping of the study area, reviewing all available information on the study area, a field inspection, and description of the drainage system and its existing and predicted problems. 3.1 RESOURCE REVIEW The following information was used as the basis of the offsite analysis: o Storm System Inventory Book (City of Renton, April 2007) o SW 7th StreetlHardie Avenue SWlLake Avenue S Drainage Investigations (RW Beck, November 1998) o SW 7th Street Storm Drainage Improvement Project Pre-Design Analysis (Gray & Osborne, February 2003) o 30% Storm Drainage Memorandum, Rainier Avenue SIBNSF Improvements, S. 4th Place to S. 7th Street (Rose Water Engineering, January 2006) o City of Renton Shattuck Avenue Stormwater Diversion Modeling Report (Draft) (RoseWater Engineering, February 2008) 3.2 STUDY AREA MAPPING Figure 1 shows the study area, on-site threshold discharge areas, upstream drainage basins, and downstream drainage paths. 3.3 FIELD INSPECTION Since the downstream drainage system within the study area consists entirely of enclosed storm drains that are operated and maintained by the City of Renton, field inspection of the interior of these facilities was limited. Rainier Avenue S hnprovement Project 30% Surface Water Technical Infonnation Report November 2008 8 \ / . i Ii ., , j/ /, i 'j I I I I , ,~ I) 1(-, \i ' 1 ;"';:'~4 \\ '.-'o.' ) __ '\'" , -, ) O~, ~ 8 ~ ~ . <> <~~ 0 ~.< '" !li~ " . I ~ ~ w '~~ ;;! u • 0 6f!;!!; '" 9~. ~.~ ll!6~ "- ~ ~ ~ ~ ~ • !I <@ ~ • " !5 .~ ~ ~ • ~"~ ~~~ < " ~l ~ w!i:s ~ ~~~ ~-:-o ~~!f ~l ~!li ~i~ • .. Ii ~~~ !~ ~ ... !I~ U 3 !< '~" '>" !I ~ M~. 1!lo:g ~~~ ~ 5.~ ~h ~ ~. f~ ~ .. ~ .~~ ili~ • 11\ ~I it ~ 0 ~b~ 3!6 ,0 ~ lI:: I'-1'---II[]~ ~I • • 'I ~ ,'-\ CJI,-; JJ .... c L. T"~ -"'0 ~-,,_ . 3.4 DOWNSTREAM DRAINAGE SYSTEM DESCRIPTIONS Downstream drainage system descriptions begin where project stormwater discharges into the existing downstream drainage system. The following descriptions are based on City mapping. prior studies, and limited field investigation. The described systems extend downstream at least one- quarter mile from the project discharge points. 3.4.1 Downstream TDA A The downstream system from TDA A begins at a storm drain manhole in the parking lot of the Fred Meyer shopping center located near the southwest comer of the Rainier Avenue Sand S W Sunset Boulevard intersection. An 8-foot by 10-foot box culvert under Rainier Avenue S discharges upstream and project flows to the downstream system via a 24-inch by 42-inch arched corrugated metal connector pipe. The downstream conveyance system continues west and parallel to S W Sunset Boulevard towards Hardie Avenue SW. Prior to heading south on Hardie Avenue SW, pipe flow from SW Langston Road converges into the system. The conveyance system continues south and collects roadway runoff from Hardie Avenue SW, SW 5th Place, Maple Ave SW, and the Fred Meyer shopping center. The quarter mile investigation ends 140 feet south of the Hardie Avenue SW and SW 5th Place intersection. The system eventually combines with drainage from TDA V on the south side of the railroad overpass on Hardie Avenue SW. 3.4.2 DowDstream TDA V The downstream system from TDA V begins on the south side of the railroad overpass on Rainier Avenue S. A pump station at this location conveys upstream and project flows west along the railroad right-of-way to Hardie Avenue SW. Flows from TDA V combine with TDA A on the south side of the railroad overpass at Hardie Avenue SW. The storm drain system gravity flows west along the railroad then southwesterly to S W 7th Street. The quarter mile investigation ends prior to the drainage system crossing between two commercial properties located at 300 & 440 SW 7th Street. The drainage system ultimately converges into the S W 7th Street drainage system near Lind Avenue S W where it combines with drainage from TDA 1. 3.4.3 Downstream TDA I The downstream system from TDA I begins on the west side of the Rainier Avenue Sand SW 7th Street intersection. Upstream and project flows discharge into the SW 7th Street drainage system that consists of two existing 24-inch and 60-inch storm drain pipes that convey stormwater flow west towards the Black River Forebay. The two pipes run parallel to each other and share stormwater flows, with stormwater manholes and vault structures connecting the two systems. The 24-inch conveyance increases to 36-inch west of Hardie Avenue SW and to 54-inch before Lind Avenue SW. The quarter mile investigation ends 270 feet east of the intersection with Lind Avenue SW. At this point, upstream project flows from TDA V and TDA A converge into the SW 7th Street drainage system. The 54-inch and 60-inch conveyance pipes continue west to a vault on the west side of the intersection with Lind Avenue SW. The vault outlet is a 60-inch pipe that continues west along the roadway, eventually discharging to the Black River Forebay at Naches Avenue SW. Rainier Avenue S Improvement Project 30% Surface Water Technical Information Report November 2008 IO 3.4.4 Downstream TDA GW The downstream system from TDA OW begins at the northwest corner of the intersection ofSW Grady Way and Rainier Avenue S. Upstream and project flows connect to a 52-inch underground pipe conveyance system that flows west along the north side of Grady Way SW, eventually discharging to Springbrook Creek near Oakesdale Avenue SW. 3.5 UPSTREAM DRAINAGE AREAS 3.5.1 Upstream TDA A The upstream area for TDA A consists of a mix of residential neighborhood and commercial properties. The approximate size of the upstream area is 55 acres. The Lake Avenue S conveyance system collects most of the upstream flows for the area. Project flows north ofS 2nd Street connect to the offsite system at Lake Avenue Sand S 2nd Street. The system then flows in a southwesterly direction towards the Rainier Avenue Sand S 3rd Street intersection. Offsite flows pass through the project area in an 8-foot by I O-foot concrete box culvert. Project and offsite flows combine at existing manholes upstream and downstream ofthe box culvert. 3.5.2 Upstream TDA V The upstream area for TDA V consists of a mix of residential neighborhood and commercial properties. The approximate size of the upstream area is 65 acres. 54 acres ofTDA V will be diverted to TDA [ following construction of the Shattuck Avenue Storm Drainage Project. The Shattuck Avenue project consists ofa new 48-inch storm drain pipe between S 4th Place and S 7th Street that will be constructed prior to the Rainier Avenue improvements. The remaining II acres is area adjacent to the project. These flows will enter the proposed Rainier Avenue S conveyance system at existing connection points along the roadway. 3.5.3 Upstream TDA I The upstream area for TDA [ consists of a mix of residential neighborhood and commercial properties. The original size of the upstream area was approximately 104 acres. 54 acres diverted from TDA V will increase the upstream area to approximately 158 acres. Upstream flows pass through the project area at the Rainier Avenue Sand SW 7th Street intersection in 24-inch and 60- inch storm drainage pipes. Project flows will combine with upstream flows at the intersection. 3.5.4 Upstream TDA GW The upstream area for TDA GW consists ofthe Sound Ford commercial property. The approximate size ofthe upstream area is 9 acres. Offsite flows from the main parking lot adjacent to the project area enter the Rainier Avenue S conveyance system at existing connection points along the roadway. Runoff from other portions of the Sound Ford property is conveyed by an existing 30-inch concrete pipe that spans 516 feet from Sound Ford to a conveyance system on the west side of Rainier Avenue S. It is assumed that the pipe flows west and discharges into the Rainier Avenue S conveyance system 190 feet west of the intersection with SW Grady Way. However, survey data indicates the pipe slopes in the opposite direction. The pipe will be investigated further as storm drainage design progresses. Rainier Avenue S Improvement Project 30% Surface Water Technicallnfonnation Report November 2008 II i 3.6 EXISTING AND PREDICTED DRAINAGE PROBLEMS Prior drainage investigations for the study area document past flooding problems in several locations. Some of these problems have been corrected by construction ofa new storm drainage system along S 7th Street. The two remaining drainage problems known to exist downstream from the Rainier Avenue S Improvement Project are described below: o Flooding along Hardie Avenue S W below the railroad overpass occurs during large storm events when the hydraulic grade line of the drainage system is higher than the low·lying street surface below the railroad. This flooding will not increase as a result of the Rainier Avenue project because the change in hydrologic conditions within the project area will be negligible. Construction of the Shattuck Avenue Storm Drainage Project. which will occur prior to work in Rainier Avenue, has the potential to improve conditions along Hardie Avenue SW because the project will divert runoff from nearly 54 acres away from the Hardie Avenue S W flooding area. o Flooding under the Rainier Avenue S underpass occurs occasionally during power outages that affect the downstream pump station (reported by City staff during meetings held on 8/29105 and 10/20/05). This flooding will not increase as a result of the Rainier Avenue S project because the changc in hydrologic conditions within thc projcct arca will bc ncgligiblc. Construction of the Shattuck Avenue Storm Drainage Project, which will redirect runoff from nearly 54 acres away from this area, is expected to reduce the severity of flooding during a pump failure or power outage. Rainier A venue S Improvement Project 30% Surface Water Technical Information Report November 2008 12 ,~ 4.0 RUNOFF TREATMENT AND FLOW CONTROL ANALYSIS AND DESIGN The applicability of Runoff Treatment and Flow Control requirements for this project is described in Sections 2.2.6 and 2.2.7. The following sections document the analysis and design of required runoff treatment and flow control facilities. 4.1 RUNOFF TREATMENT As described in detail in Section 2.2.6, runoff treatment facilities are required for TDA V and TDA I because the amount of new pollution-generating impervious surfaces will exceed 5,000 square feet. An enhanced treatment facility is required to meet the requirement for "high-use" sites. A wetvault followed by a media filter is selected from the Enhanced Treatment Menu. Media filters considered are the Contech Stormfilter® and BaySaver® Separation System. Following is a description of the preliminary sizing and placement of these facilities. Sizing calculations are found in Appendix B. 4.1.1 Runoff Treatment -TDA V A water quality facility is required in Basin V for the 7,528 square feet of new pollution-generating impervious surface proposed in that basin. A basic wetvault sized using the King County Surface Water Design Manual (2005) was found to have a required volume of797 cubic feet. The preliminary configuration of this facility is a 25-foot long by 8-foot wide concrete vault. A media filter sized using Contech Stormfilter® and Department of Ecology design criteria were found to require three cartridges. The facilities may be placed in the proposed median between S 4th Place and S 7th Street. 4.1.2 Runoff Treatment -TDA I A water quality facility is required in Basin I for the 6,757 square feet of new impervious pollution- generating surface proposed in that basin. A basic wetvault sized using the King County Surface Water Design Manual (2005) was found to have a required volume of715 cubic feet. The preliminary configuration of this facility is a 25-foot long by 8-foot wide concrete vault. A media filter sized using Contech Stormfilter® and Department of Ecology design criteria were found to require three cartridges. The facilities will be placed along the west frontage between Hardie Avenue SW and S 7th Street. Access and ventilation riser will be located within the planting strip. 4.2 FLOW CONTROL As described in detail in Section 2.2.7, flow control facilities are not required for this project because the net new impervious surfaces in each TDA are less than 10,000 square feet. 4.3 EXISTING FACILITIES There are several private stormwater facilities thai will be affected by the newly widened roadway. These facilities will now be located inside of the proposed right-of-way limits. The facilities will need to be relocated, modified and/or replaced by an equivalent facility. Relocation of the facilities will be coordinated with the property owners. Rainier Avenue S Improvement Project 30% Surface Water Technicallnfonnation Report November 2008 13 ( 4.3.1 Existing Offsite Water Quality Facilities There are two known water quality facilities that will be affected by the proposed project. The first facility is a biofiltration swale located at Walgreens (275 Rainier Avenue S). The swale is approximately 70-feetlong by 7.6-feet wide. The roadway improvements will cover approximately half the existing swale footprint. The second facility is an existing oil-water separator located at the Union-76 gas station (300 Rainier Avenue S). The proposed improvement will place the structure in the roadway along the new curb line. 4.3.2 Existing Offsite Flow Control Facilities There is one known storm detention system that will be affected by the proposed project. The facility is a detention tank located at Midas (265 Rainier Avenue S) that serves the auto repair shop's parking lot. The facility is an 18-inch diameter corrugated metal pipe and 66-feet in length. 4.4 LOW IMPACT DEVELOPMENT Low Impact Development (LID) is a stormwater management strategy that emphasizes conservation and use of existing natural site features integrated with distributed, small-scale stormwater controls to more closely mimic natural hydrologic patterns in residential, commercial, and industrial settings (LID Technical Guidance Manual for Puget Sound, 2005). Implementation of LID techniques are optional for the Rainier Avenue South Improvement Project. Following is a description oftwo LID approaches that could be incorporated into the design of the roadway to reduce runoff and improve water quality. These approaches were selected based on site constraints, urban design integration, maintenance, and costs. 4.4.1 Permeable Concrete Pavement Permeable paving surfaces are designed to accommodate pedestrian, bicycle, and vehicle traffic while allowing infiltration, treatment, and storage of stormwater. Permeable paving systems have been designed with aggregate storage to function as infiltration facilities with relatively low subgrade infiltration rates. The concrete pavement is open-graded and does not contain fine materials (i.e. sand). As a result, channels form between the aggregate in the pavement surface and allow water to infiltrate. Preliminary roadway design has considered the use of permeable concrete pavement integrated in the sidewalk design. Porous pavement will reduce the amount of stormwater runoff into the new pipe systems. Additional areas of permeable concrete pavement may also be installed in curb openings along the proposed medians. The openings will allow storm water to sheet flow across the banked roadway. Permeable pavement in these passageways may potentially infiltrate stormwater during normal storm events. Higher storm events will flow through the openings and across the roadway. The intent is to provide the benefits of permeable concrete pavement in normally paved areas. Rainier Avenue S Improvement Project 30% Surface Water Technicallnfonnation Report November 2008 14 I~ 4.4.2 Tree Box Filters Tree box filters are street tree plantings with an enlarged planting pit for additional storage. a storm flow inlet from the street and an under-drain system. The planting pit is enclosed in a concrete container and filled with engineered soil media. The tree box filter is a bioretention concept that uses the chemical, biological, and physical properties of plants, microbes, and soils to remove, or retain pollutants from stormwater. Stormwater enters the curb inlet, filters through the media, and is collected by the under-drain system. Based on the manufacturer's data, the Filterra® System meets or exceeds federal and state regulatory guidelines for pollutant removal efficiencies of Total Suspend Solids (85%) and Phosphorus (73%). Filterra® product information has been included in Appendix C. If used, tree box filters would be placed according to the urban design spacing for street trees in areas that receive gutter flow. A catch basin would be placed downstream of the system to bypass higher flows and connect to the under-drain system. The contributing drainage area for a standard 4-foot by 4-foot tree box is approximately 8,700 square reet of roadway. Rainier Avenue S Improvement Project 30% Surface Water Technical Information Report November 2008 15 ( 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Preliminary storm drainage plans are found in Appendix A that show a preliminary conveyance system layout. including storm drain inlets, pipes, and runoff treatment systems. Pipe sizing and inlet spacing was achieved using rough calculations only. Conveyance system design calculations will be included in the Technical Information Report to be completed during final design of roadway improvements. Following are descriptions of the existing conveyance systems within the project area and proposed modifications. 5.1 EXISTING CONVEYANCE SYSTEM Existing offsite flow patterns from properties adjacent to the roadway must be maintained by reconnecting private systems to the new conveyance lines. A majority of the offsite flows are generated from existing parking lots and driveways associated to the commercial properties along Rainier Avenue S. Following is a description of existing storm drainage conveyance systems in the vicinity of the project: 5.1.1 Existing Conveyance -TDA A The project area between S 2nd Street and S 3rd Street is conveyed by gutter flow towards the south. An existing conveyance system begins midway along the west side as the roadway transitions from a crowned to a superelevated road section. The system continues south to S 3rd Street and is connected to a rnanhole downstream of the box culvert. An inlet is located near the northwest corner of the Rainier Avenue Sand S 3rd Street intersection to collect roadway runoff from the east side of the roadway and is connected to a manhole upstream of the box culvert . The project area between S 3rd Street and S 3rd Place is conveyed by an existing pipe system along both sides of the roadway. 5.1.2 Existing Conveyance -TDA V The project area between S 3rd Place and the Burlington Northern Railroad Bridge is collected and conveyed by an existing pipe drain system along both sides of the roadway. Both systerns flow south along the curb line towards the railroad bridge that crosses Rainier Avenue S. The two systems are combined at a'manhole approximately 40 feet south of the bridge on the west side of the roadway. The manhole is located at the low point of the sag curve and discharges to an existing pump station. The roadway is superelevated between the railroad bridge and the south border of TDA V. The project area is collected and conveyed north along the west side of the roadway. The first inlet in the system is located in the vicinity of the Brown Bear Car Wash and Lithia Car Dealership property line. A storm drain pipe along the east side of the roadway collects off-site runoff from adjacent commercial properties and conveys it to the pump 'station. 5.1.3 Existing Conveyance -TDA I The project area on Rainier Avenue S approximately 350 feet north ofSW 7th Street and south to the intersection is collected and conveyed south by an existing pipe drain system along the west side of Rainier A venue S. The storm water is conveyed west on S 7th Street. Rainier A venue S Improvement Project 30% Surface Water Technical Infonnation Report November 2008 16 The west half of the roadway from SW 7th Street to Hardie Avenue SW is collected and conveyed north by an existing pipe drain system to SW 7th Street. The west half of the roadway from Hardie Avenue SW to approximately 160 feet north of Grady Way SW is conveyed north by gutter flow and collected at Hardie Avenue SW. The collected runoff is piped north on Hardie Avenue SW to SW 7th Street. 5.1.4 Existing Conveyance -TDA GW The project area (east side of Rainier Avenue S) between SW 7th Street to Grady Way SW is collected and conveyed south by an existing pipe drain system along the east side of the roadway. The west side of the roadway is in TDA I. The conveyance system is under the sidewalk and the storm drainage inlets along the curb tie into the main line. A portion of the system is located in the Sound Ford parking lot. The system flows south and crosses the roadway at Grady Way SW then flows west. 5.2 PROPOSED CONVEYANCE SYSTEM The proposed storm drain conveyance system will typically have one pipe on each side of Rainer Avenue S to collect and convey storm water within each TDA. New catch basins will be relocated along the new curb line in areas where the proposed roadway is widened. The new conveyance system will generally maintain existing flow patterns as described above. Several raised concrete medians will be added along Rainier Avenue S. As in existing conditions, openings along the median will allow storm water to flow through the median where the roadway is superelevated. Some existing components of the conveyance system will remain in place to reduce utility relocation and in offsite areas where existing easements have been established. Prior to final design, video inspections of these systems should be performed to verify serviceable condition. The following inspections/investigations will be needed: o Rainier Avenue box culvert and nearby structures: a 10-foot by 8-foot concrete box culvert crossing Rainier Avenue S at S 3rd Street. The proposed conveyance system will connect to both upstream and downstream manholes of the culvert. o Lake Avenue S conveyance system south ofS 2nd Street: The current conveyance system continues southwesterly in the existing Safeway parking lot and connects to the Black River box culvert. The system conveys storm water from Rainier Avenue S north ofS 2nd Street. The proposed system will tie into an existing manhole located in the vicinity of the southeast corner of the intersection. o Rainier Avenue S conveyance system at Walgreens: The current system conveys stormwater from the west halfofthe roadway between S 2nd Street and S 3rd Street. The system heads southwesterly in the frontage ofWalgreens approximately 75-feet north ofthe intersection. Walgreen's private conveyance system discharges into the roadway conveyance system. o Rainier Avenue S at Railroad Bridge: The shallow storm pipe that crosses Rainier Avenue S south of the railroad bridge will also be maintained. The crossing is a 12-inch steel pipe. o Rainier Avenue Sand S Grady Way: The current system crosses Rainier Avenue S at the north leg of the intersection with S Grady Way. The system conveys stormwater from the east half of the roadway from S 7th Street to S Grady Way. In addition, the system in the vicinity of the northwest comer of the intersection will also be maintained. The system is located in the lawn. Rainier A venue S Improvement Project 30% Surface Water Technical lnfonnation Report November 2008 17 ( 6.0 SPECIAL REPORTS AND STUDIES A draft of a geotechnical report titled, "Rainier Avenue Improvements Project -Phase I," has been prepared by Jacobs Associates. Please refer to this report for groundwater levels and soil conditions. Rainier Avenue S Improvement Project 30% Surface Water Technical Information Report November 2008 18 7.0 CSWPPP ANALYSIS AND DESIGN The Construction Surface Water Pollution Prevention Plan and Analysis will be prepared during final design. Rainier Avenue S Improvement Project 30% Surface Water Technical Information Report November 2008 19 ( I I I I I I I ! j ( r . ~ ~ ~ hl,/ I ! r .... ;'-'~'-._f ",' \ //Itl..·-'~ D'~ :' , ~-~ .J J 1/ \ 1-' Ale /1 / 1 / "c-~J I f / -~ / ~/C / --------------- CB ---------- \\/E S ;:;:[1,' <'". :.Ie. ACt::E5S, CL0GG'CD \ ) \ I \ \ \ ~ ~\ \ ~ '\'" \ \ \ ~ ~ \ c 'i I \ " \ \ ) ['l ~\~ \J SECT.18 & 19 T.23N. R.5E. W.M. "7" .' £. 5:;>' CCt~CA\ . eEl 284:;'''' , ~~" c ,-----\'" .-.-.... 0r-.\.-.\ JR,'} '27.~7· ~:~S~;:~'~<:Y[ ,., ':!~" CO.,, --"-. 6L;C'~" ',\.;, l'~\\ ~ ~':J 2e€8.: RIM ]3.7:::- I.E. 2}.C· 5. ~Ub,--"j~---UG'-"O'~' _ ~_' -~ ,« -u-_, \ 'G' --------~~_ : f -\ "'" L -lJSP~_~ tJfjfi • _' _'_,-" __ ,_' L;;:; ~ 1"_ ~ ___ 2- \ ';.l ~ I- .l,. __ .. '-----'" 'I --~ ... 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CONSTRUCTION NOTES: o NEW CATO-I BASIN o NEW STORLI DRAIN MANHOLE f3\ CONNECT NEW STORM DRAIN PlPE(S) \::Y TO EXISTING STORM DRAIN STRUCTURE O ~CT EXlSllNG STORtI UN[ TO NEW STORIoI DRAIN STRUCTURE 15' EXISllNG STORII DRAIN SYSTI)j TO \::Y Ra.tAlN ACTIVE '"" " @..w@ ";;0 [DR ~ ~;,~- "' RiM ~~ r~' • r-".~'" 0 @ NEW 8' X 2S V£TVAULT 1]\ NEW STORM DRAIN UANH(U WITH MEDIA \.:.! nLlER INSERTS (3) @ NEW WATER-OIL SEPARATOR r;;\ PROWl£ aJRB (Jl[NINGS TO AllOW \.!I SURFACE FlOW THROOGH UEDlAN r.;0. coamINATE PRIVATE DRAINAGE SYSIDl ~ RECONNECTIOO TO NEW ROADWAY DRAINAGE CONVEYANCE SYSTEM ® RElOCATE PRIVATE DRAINAGE SYSTEIoI ® UOOtFY EXISTING SlRUCTURE ~ ROSEWATER ~ CUENTS IPEOf>LEjPERFORMANCE IEKJ:P>~ 753!1l1AwnleN 1111111ro1:May Wle.WA!IIi11J9 Suile501 (200)211&-1640 Taarna,WA9340Z 300f0REVIEW SUBMITTAL "'Jj)J.ttIiI (253)621.m) NO, l, to- < RElnSKlN Pf'II\j'lt-R f,'r c '\''-\ r ,'""", \; t ,_I _ --___ 1_ --_.,L-- + N ;! ~ O:X'TR ut ___ I F I~ ~ l~nl~I-~ ~!C ~ PLAN II=~~II@ ~ § -< '" ~ CITY OF RENTON Plannlnl)'Bullding/Publ Ie Works Dept. o 5 10 20 40 SCAlE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PLAN STA St98 TO STA 12+00 60 '''''''' ( ( i I I i I I I ! i ~ I ~ iii ~ ,,-, ~2 ____ , _<;10\'."f CQ~C 8.\.-\)(; -\jS_~ '-',t,r __ 'J-·"e;., Ii " I:'· " \' A::s?--~:;"'G?s--:'- " " , D.-"-.,. ~. t] __ ___2:'--;;:::;G~ Vo,i:. MNI-I.11<,,1' 14+00 1:1+00 _--t------------+ -----~---__ -r- CONSTRUCTION NOTES: CD NEW CAIDI BASN @ NEW ST{AI DRAIN MANHCll t.\ CONNECT NEW STOOM ORAlN PlPE(S) o TO EXISTING STORY DRAIN STRUCTURE O CONNECT EXlSTlNG STcml UN[ TO NEW STORU DRAIN STRUCTURE f5\ EXISTING STORM DRAIN SYSTEM TO \::J REMAIN ACTl'IIE ~ ROSEWATER CUENTS[ PEOPLEI PERFORMANCE S. ~.1 ® NEW 8' X 25' WElVAUlT rj\ NEW STMU DRAIN WANHCU 'MTH IiIEDIA \.:J FlLTER INSERTS (3) @ NEW WATER-<Xl SEPARATCR f9\ PRO\1OE CURB OPENINGS TO ALlOW \::./ SURFACE: FLOW THROUGH MEDIAN fiO\ COORDINATE PRIVATE DRAINAGE SYSmt ~ RECONNECTION TO NEW ROADWAY DRAINAGE CONVEYANCE SYSTEM CB TYP£ 2 ________ ~~. • ... ~ ........ 1 ... ",,' nT........- R\1oJ ; ... I.E. 22.5' E. 8" CONe 2015. Hi SO (NJ!.£. 19.6' S, .2-(;ONe • • 1.£ 1~.f.' ti, 12~ .::o~~c 20.15. 18 SO (S)Cci~fIH~ED LO,'J POiW ® REl..OCATE PRIVATE DRAINAGE S'ISJEU ® MOllIFY EXISTING STRUCTURE ~ m:IF'~ 153!ll1iAmle N 1111711frrDlt Sta, 'ItA 981[& SIA! 501 (200) 2116-1640 Taama, WA984!12 30% REVIEW SUBMITTAL 'IftI;IJ.ccm (253) 627.mz1 P;Il, I.f... 2}.€' '/,', e" CONG UP?£!) "1 END \Y";:'A!_~=: ----------4G'··',IGfi (FOi':'WfRLY) -........ "~Gt.JND ""OPI)" W/POWE.'? PLAN 1".20' ~---® ~ CITY OF RENTON PlanninlJlBulldlnglPubllc Wo;.ks Dept 051020 40 60 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PLAN STA 12+00 TO STA 15t50 SCAlf IN fEET ( , , f I I I I I I ! i ( 't i ~ ~ ~ 5ECT.18 & 19 T.23N. R.SE. W.M. -~r~~' >:. 'l~.'S ':3;, ---- ilA1S'X.O.5:; LT RllI 25.3' 1£ 22.8, ". SO (sw) "-.. -25--...-, n ".Ie U -...... '-- , Rl>.'· 2~.~2·_ 5" CONe t,,'C ;,-E. 2:.1.4 t-, "--------------..... Ale CONSTRUCTION NOTES: o NEW CATCH BASIN o NEW STORM DRAIN MANHClE /,\ CONNECT NEW STQRlI DRAIN PlP£(S) o TO EXIS'nNG STORtI DRAIN SlRUCTURE f4\ CONNECT EXISl1NG STORW UN[ TO NEW ~ STOOY DRAIN STRUCTURE f5\ EXlSnNG STmw DRAIN SYSTEW TO \:Y REt.lAlN ACTIVE ~ ROSEWATER CUENTsl PEOPLEJPERFORMANCE \":, 8" CON( ~~. ~2· CONe 12~ COf:f. f6\ NEW 8' X 25' Yl£TVAUlT \::J IE (OUT) • 20.56, 12· SO r.;::... COORDINATE PRIVATE DRAINAGE SYSlBI ~ RECONNECTICIN TO NEW ROADWAY IE (IN) • 18.56, 8· SO ORAINACE COOVEYANCE SYSTEII SEE OETAIL. ~T XX ® RElOCAlE PRIVAlE DRAINAGE SYSlEM r-j\ NEW STORM DRAIN MANHOLE WITH MEDIA ~ FIlTER INSERTS (3~ SEE DETAIl. SHEET XX @ MOllIFY EXISTING SlRUCllJRE @ NEW WATER-Cll SEPARATOR r;;\ PROWJE OJRB CPENlNGS m ALlOW \!.J SURFACE flOW THROUGH IffiXAN ~ IEKJF><GJ 153!111IMn1eN 11111itD1111:irt Sr*,WA!I8I(J!1 &:ea501 ('!l6I2B6-1640 TDIlI,WA!IB402 ..... Jpg.a:rn (2S3)627.m20 30% REVIEW SUBMITTAL NO. RfVISION CE I +:' 9' w. " '0r:~_",,~["::7 \ \ ! R~S,p,I'F-,h!O~ \\ ~X w/PO"" _ \ V fy \ '::8 ~----====---2-'\. \"',,'" II) I"il/ 2';.4g' '-"./ -LL~~-7'~!JGP~~?= ~~"'~r_~ " ~ ...... " <s __ / I f --- 18+00 --+----- ---.......... RAINIEP AVE " i.8' fJ, 12'-CUM; 216' S, :r CQt,J2 22. i' -'>t, .,. COI~C s ,~~f,:::;::,. :::.\ \ - ~ cs ::2~5G >;i!~ ;;::.!. , .. ' -----~.-.------- f.t 2~.(r So: TOp or d' I.'fl I::: 20,; :0:,0: 5' MET!.!. -- ~ IM~I~I~§ 11~::llj ~ CITY OF RENTON ~ PlaMIng/BlllIdlng/P'ubt1C WtlIb Dept. 051020 40 60 RAINIER AVENUE S IMPROVEMENT PROJECT SIOIIM DRAIN PLAN STA 15+50 TO STA2II+OIl SCALE IN FEET ,,,..,. ( ( i I I i i I I ! i ( r I I !rl ~ 23,';' 'II, e" corK m • ~ w w Pi C> C> .;; N « ~ <n w z :::; I ~ « '" oW CONe cmlC CONe I.f.. 23.1' S, 5~ COljC Lt 22.8' w. F." ME!<l.L I.E. 1.2.9' :~, 6~ MEl).L CONSTRUCTION NOTES: ()) NEW CATOi BASIN o NEW STORY DRAIN MANHOl[ f3\ CONNECT NEW STORM DRAIN PlP£(S) \::...J TO EXISTING STORt.l DRAIN STRUCTURE O C()lN[CT EXlSllNG STORM UN[ TO NEW STORM DRAIN STRUCTURE IS' EXISTING STORtA DRAIN SYSTEM TO \:::.../ REt.tAIN AClJ\£ ~ ROSEWATER CLIENTS I PEOPLEI PERFORMANCE I.E. ---- -----c • ____ RAINIER A~ S--' , --- 1 -- 15' -HIGH ·LES SCHI';t.e· W/PCV,[R-r- \ CB RlM .,; I.E. 23_0' N, f" COI'C Rill 25.1' lE. 21.6. HI' SIl (NE) l~ 21.6. ,8" SIl (sw) ' I.;. ~33_~: ~t'6~'CPO~~iC .k. L. . ..", ""' LE. 23.~· S~I. 6" CONe o NEW 8' x 25' Yl£lVAUl T f7\ NEW STOOU DRAIN YANH(I.f WITH MEDIA \:J ~LTER NSERTS (3). SEE DETAIl, SHEET XX ~ COORDINAlE PRIVATE DRAWAGE SYSlBI ~ RE~NEC~ TO NEW ROADWAY DRAINAIL CON\£tANCE SYSlFlI @ NEW WAl[R-(IL SEPARATOO. .tg\ PR0'v10E aJRS OPENINGS TO AI.lOW \.!.../ SURFACE flOW THROUGH MEDIAN ® RElOCATE PRIVATE DRAINAGE SYST£M @ MODIFY EXIS1lNG STRUCTURE @ I:EKJ:F>CG1 153!1hAwrulN 11117~ Seaa!e.WA98UI9 &im501 (200) 28&-15010 Tacona. WA!lB4D2 _~ (,153)62HJ12O 30% REVIEW SUBMITTAL NO. REV""'" Rl~ • ~. ,-"::0 ~ IMrrl~I=~ \ tiC ~~- ~ I::l Pi C> "' UTR il: , . ,. :0 ,; -26---- _ ---I _ 24+00 ---; -- RA!i'~1 ~-\-+--C8 23100 RlLL26.6' 2-STCRY ~~_.a II l \ P.!!J 2'L'?5' IL.. 2.2.3. 'lZf>i5D::tS\S'-CG " . , '. ' . II:~~II@ N. 6 f',1.. sci"61:: B' p·/c. PLAN ~ CITY OF RENTON Planoing/8ulldlnglPublil; WtJrtcs Dept. :::; ~ o 5 10 RAINIER AVENUE 5 IMPROVEMENT PROJECT STORM DRAIN PLAN STA 20+00 TO STA 24+50 20 40 SCALE IN FEET 60 , ...... ( c I f I I I I ! i \- i ~ t; ~ '~/''O;~~.;'.:A':: ~B---' 0 _______ ---------------~~ --------~ SPEED E'uMP ---------~ ~",/' \3.{ ,// . 'Vc ~~-?y/ /' 0.'" CONSTRUCTION NOTES: (2) NEW CATOi BASIN @ NEW STmu DRAIN UANHIl.E \ \ \~p 2,3-1 .. _ tn-,,-. f6\ NEW S' X 25' 't£JVAULT \:..t ~ (IN) 20.69, 12" SO ~ (OOT) 22.69, 12· SO SEE DETAIL, SHEET XX SECT.18 & 19 T.23N. R.SE. W.M. ~.m:.-~'-- . I.E. 19.9, 12· SO (N£) RT I.E. 19.9, 12· SO (SW) LB+oa---__ RIU 26.4' . ----==-----::--I.E. 2tI.dtl· SO ~ :t:h.t.Jif:'-;'!I.rd~!i.Lf's.fii7i-U-i1.!'lh . .,>;[.r ... tdE!tr~. -1_ - -----RAINIER AVE S ,-<;; '"'-.... .:.A':;REL ----I-,/C ~ __ I1Q\ COORDINATE PRIVATE DRAINAGE SYSTEM ~ RECONNEC"nON TO NEW ROADWAY DRAINAGE CCM'EY ANCE SYSTEM 1,/e , :;'~HGH h\ CONNECT NEW STORM ORAIN ~P£(S) o TO EXISTING STORU DRAIN STRUCTURE f4\ CONNECT EXIS"nNG STORY UN[ TO NEW \2/ STORY DRAIN STRUCiURE (j) NEW SlOOM DRAIN MANHOLE mTH MEDIA ALTER INSERTS (3) ® RELOCATE PRIVATE DRAINAGE SY'SIDI ® LtOOIFY EXISTING SlRUcnJRE f5\ EXISTING STORW DRAIN SYSTEM TO \:::...J REliAIN ACTlVE @ NEW WA'ITR-(ll SEPARATOR r::\ PRO\ll[)[ CURB OPENINGS TO AllOW \.!J SURFACE flOW THROUGH MEDIAN ;../C /27 ............. \\ /' \\ '" \ ,0\ /\ c ~ ROSEWATER ~ IEKIF'CGJ-30% REVIEW IJ I ~ I~J.,~r~ II=~II* ~ CITY OF _ 0 CLIENTSIPEOPt.EIPERFORMANCE "'''_'1 1117 _ RENTON Slra,WA9Bll!1 StE501 SUBIVlITIAL PlannlnlVBulldinw?ublic: W(I!Its Dept. {2OO)286-1640 Taaml,WA9I!402 ... .lpg.o:m (2531621-0120 REVISION ~2'- ,.Ie --~ ....-_/" C"e '/.:.'?-2-?-/ ~6~~ \;:~1. :.~ .... , ~,~,' Cp·c. ':c~~~,"~;;-:;~: PLAN o 5 10 20 40 60 SCAlLlli FEET RAINIER AVENUE S IMPROVEMENT PROJECT '''''''''' STORM DRAIN PlAN STA 24t50 TO STA 29.00 ( ( f I I I i I I ! j l r I ~ !:i ~ '-... SECT.18 & 19 T.23N. R.5E. W.M. i?'~~f; N. "''''l,;I'''~''' 5DIoCri \5262 Rw 2.1.35" ~ ~ ~ ~ ~ \ , i.E ;"."" s. 1 e' I.E. --.. :<~ RIU 22.0' i :-~ --. BOTT('~~) RIM 227 ~ U") ~ -....... '-..::::.f..... ;:'11'1 .,lITOlV·v, V.I '" '\.! -'V-n""~t.' """'\..:...J .. ," JVToJ, ... , 'U,,\j:Z~ 0/.\ Ii!' '" , __ .. ,,1£ 16.~ 12-SO (E) -"'l I EL[\' ';.S.6!-'! _~'5BS.____ I.E. 16.4. 18" ~ (Sf) 4 / ~ ~ ~IER AVE S " ___ I.E. 16.~ 1~ so (W) . I -r-~~~' :i.;·5 S'h-. ;2~ CO~(: I.E. 16.4. lfAx SO (NW) // ~ J(),.oo 'Z..... t7·Bi t2 SO (S£) __ . EXTR . ~___ / / V> r---_l-'.... I I ___ =" -~ " .~'-+ C + -'.... _ -t---_--........ ~_ I ~/L -=---z,,-= '-"""'-~ ---100 If 12-SO czg;K:': U "2~--------~~- W IYIt 1" -I C6 5039 ~ _. ---_. -"-. '. . ,,., '-....,. '<O"-fl:G/< ~_ ('/"0;-.,[.; "'~'1r~{, \~ • .j'4.5_:>E' f.i.\~~:.;.--.--__ _'_._ WliH A--:-w. ':" C ':" CI~ rp..,!,pQf.,"( [l,5-0v• CONSTRUCTION NOTES: o NEW CA TOt BASIN @ NEW STCR! DRAIN YANHCU rJ' CO<NECT NEW STtJlII DRAIN PlPE(S) \::.../ TO EXIS"nNG STORIII DRAIN STRUCTURE f4\ CONNECT EXISTING STORY UNE TO NEW \2../ STORU DRAIN SlRUCTURE f5\ EXISTING STOOU DRAIN SYSIDI TO \::...J REWAIN ACTIVE I 2~--H'Gh "1:;~.o~ ~ SI-i.ACv.~ r./PC'.kl\_." _ ~ . --2.s-----. ~:::;a", cr -., , r;;\ NEW B' X 25' ¥£lVAUlT \!..; IE (OUT) = 20.56, t2' SO IE (IN) = 20.56. 8' SO SEE DETAIL. ~ XX 1</': 0) NEW STORU DRAIN LtAHHCU Wl1M MEDIA RLlER INSERTS (3) SEE DETAIL. SHEET XX @ NEW WATER-OIl SEPARATOR /Q\ PROVIDE CURB (ftNINGS TO mow 'C./ SURFACE flOW lHROOQi MEDIAN " II mR~ .J ';J 'I .. II ,; \. IT::.£Fh(lN( SOOTH FOO7PP.INT r.;::... COOROOlAlE PRIVATE DRAINAGE S'Y'SlEM ~ RECOONECTlON TO NEW ROADWAY DRAINAGE C(.,I"t,£Y ANCE SYSlELt ® RELOCATE PRiVATE DRAINAGE. SYSIDI ® MODIFY EXISTING STRUCTURE RIM 22.75' I.E :.'0.2' N, J2" STEEL t.E. 202' S, 12" CONe :.£.. 20.1' W, ;Y CONe #,<.u P!M L£. 19.2' £. 12" COt,;:; I.E. 17 . .>' I;. 12' C0:,C I.E:. 17 . .3' >;,'. IS· Ut.:i<NOW/.j I.E:: I.~ IL ~! I.E. le.c" N, s~ CO •. re I.E. 1;: l' w, 12~ SONe 1;0 8079 P"M Z2.85' i.E. 2 ~ .2' w, &~ 'rrP::: tat. t2CtSt&lIlJi) •. tat.t~W( !201 Ale Lt. ?c g' E. 12" CDNe 1.0:. ~0."?· S. ; 2"' COI~r I.E. ';:~.5· 1<, ;2" COt-/C. E ~ PLAN ~ ROSEWATER ~ llKJP><G3-30% REVIEW IJ I ~ IMJ~I~~ II=~~.II@ ~ CITY OF D CUENTSlpEOPLElpERFORMANCE "''' ..... 1"17 - RENTON St.1IIIe,WA98100 ~~ SUBMITTAL flOO)2fI6.164G lacon. WA!IB«r.1 PIIInninglBuUdl~lo:: WOII<s Dept nwli:Q.arn (253J621-D12O REV""," o 5 10 20 40 SCALE IN illT RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA29+00 TO STA 33+50 60 '''''''' ( ( ! I ! i i I I ! i ( r I ~ ~ ~ II. 2" (.:rJt/C E, 0" C6NC S. B" COt~C CONSTRUCTION NOTES: @ NEW CAIDt BASIN @ NEW STcmI DRAIN MANH(1[ fJ\ COONECT NEW STORt.I DRAIN PlPE(S) \::../ TO EXISTING STORM DRAIN S1RUCTURE" O CONNECT EXISTlNG STORM UHf TO NEW STORM DRAIN STRUCTURE f5\ EXISTlNG STORM DRAIN SYSIDI TO \::...J REWAIN ACTIVE ~ 'ROSEWATER CUENTSIPEOPLEIPERFORMANCE @ NEW S' X 25' YlUVAUl T SECT.18 & 19 T.23No RoSE. WoMo I.E. :;, O' S, 12' CC1>.c, '.'0-. :'.0' E, 6" C.c~.( 3-.0' ;1, 12" COlle 'P!:;'.-I: TU::?N ond' ·CU<;iOMt:~ ".o.R:'<ING (';~j~\' CEo !:II3E .......... .. ~:..-:-"-;' :.E 2~,"'" S';" 6 co;- 'U 1-S"='~;' ''<:C{}!) B~OG "1<){-":_1'·0::'_80X· N~7" ~ }:-·_I~I;';r. 'JiofY Ii.. \ THE 80,"" ,~;;pr;'I{[ . Ale ,.."., ---.......-- :, 6" ':~_~r --"', ---~ , ~ LT ,( , 21.8, 12" SO (NW) / RIM 27.9' ___ - 21.8, 12 0 SO ~ RAI Ni ER I.t 23.~ 120 SO (NWl ___ --- It 23.9. 120 SO (SEj---f:;, '.I'C Y I.E. . ,v L /' 36+00 ~-----+--------+----+---- RAINIER AVE S '\ ,-"cuSTOl,:t:R P~,Rl<-'NG \ OI.jLY· (TYP) '---., \ .- '______ " ,,3' ".~.' " ~_ ,.' , Eo" ,CO" --- I': 12" (01'<': 1::" CONS 12" CON': '. ;-'_ ~ / 0, I,·~ 6:)0" ..J ~ '..0 ~ ~ '--j;' --~-. '1' '.~ ,,! ....... {;;:v).:, /' "', I :y,t,'\ ; f.... ».......:..'-. "j" ...... ! '2-.-1------- ". ".Ie "" { "/ ----=:. /' ~ -- ""'.',- " __ -,-' "', ","" j '-, "v ~L_'-- ~-.-'. ". ' ~'/ .. "'" '~ -", !~ '" PLAN f7\ ~ SlmU DRAIN UANHOLI WITH IoIEDlA ~ fllITR INSERIS (3) r.;:.... COORDINATE PRIVATE DRAINAGE SYSIDI ~ RECCWNECTION TO NEW ROADWAY DRAIN'''' CXJlI{YANC[ SYSIDI ® RElOCATE PRIVATE DRAlNA~ SYSTEM ® 1oI00IfY EXISTING STRUClURE o NEW WATER-<XL SEPARATOR Ig\ PROVIDE CURB CPENlNGS TO AllOW \::..../ SURFACE flOW THROUGH MEDIAN ~ IES:IP'<G3- m !l!\ArmeN 11117 EtDDcrt Sr4, WA!I81IS &fit !ill (2C6}2B6-1&oCO Taarna, WA9B402 nw1;iG.CIJII (2S3) 621-D720 30% REVIEW SUBMITTAL NO, ~ l~rrl_I~~ II=~~II@ ~ CITY OF RENTON Plannlnw'Elulldl'9'PUblic Works Dept REVOSKlN o 5 10 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 33+50 TO STA 38-tOO 2<l .. SCALEJN.illT 60 '''''''''' ( ( I I J I I I I I i ( r i ~ ~ ~ SECT.18 & 19 T.23N. R.SE. W.M. C(Jt!CRfJE £!lr.,~. 'OOOB~-' ; --"T0RI' C.O!·ICR~E SLDG "BUJCf:5uSER' I , " ! .-C;CO~ 6:'38 #>;:,~; ELt:V""2B.6E;' ---.dl-r'·'-:-':L":(; -~, -~-LC5£lTO?ji? p _2.~~-----1--- -----/---_.- " __ ' -----f---~ CONSTRUCTION NOTES: o NEW CATOi BASIN @ NEW ST<RI DRAIN WANHCl.E f3\ CONNECT NEW STORlA DRAIN PlPE(S) \:Y TO EXlSllNG STORM DRAIN STRUCTURE t;;\ CONNECT EXISllNG STIltU UNE TO NEW \2./ STORU DRAIN STRUCTURE f5\ EXISTING STem. DRAIN SYSlDI TO ~ RalAIN ACll'£ 3,;' -;-HGH Ale IE 25.1-S, 1;'" :0rJ(: . '''''') "~~ '-','.-. '" '-7".12 01 "'\'...j''...~ r,. "'- '\.., ", ,.( '''''''-" @ NEW 8' X 25' VI£1VAUlT C5 88'<;0 r.;fJ, \ f. 25.2" S. 12" CONC i.E.. 24.6' E, 1B" :ONC lqO:J j _____ .---1--- ! ________ ._.1----- ; ---/--------- ,~UW(T~), ", '\, I " , .. ,\. ! \" .-~'\- ", ,,! '-, '" " (, "-'\. ',!', ',,- '-"I " '. f7\ NEW STaUl DRAIN WANHa.E 'MlH MEDIA. 'LJ ALlER INSERTS (3) !ffi\ COORDINATE PRIVATE DRAINAGE: SYSlEM \::Y R£COONECTION TO NEW ROADWAY DRAINAGE COOIlEYANCE sYSlEU ® RElOCATE PRIVATE DRAINAGE S'I"SIDI @ wOOIFY EXISllNG STRUCTURE @ NEW WAlER-Qll 'SEPARAl"Cfi f9\ PROVIDE CURB (P[NJNGS TO AllOW \!.../ SURFACE FLOW THRWGH WEOIAN ~ ROSEWATER ® IEKIF>CG7 30% REVIEW U-D CUENTSlpEOPLEIPERFORMANCE 7~"_' 1"17_ Se:aIe, 'IlA9!I(l9 Sti!t561 SUBiIIIllTAL (2OOJ286-1ti4D Taaxna,WA984Q2 I'ftI;v.aIn (253') 62H17Zl REVISION :g 'B _____ i3()------I~ \ \ PLAN I.UJ=~ ~ .. 1--1.::;.=,1 @ 0510 20 40 60 SCALE IN fEET ~ CITY OF RENTON RAINIERAVENUES I ' ..... IMPROVEMENT PROJECT ..... PIIInnj~ng/PubIlc Works Dept STORM DRAIN PLAN STA 3StOO TO STA 42+00 ( ( i I I I I I I ! ! ( r-- i ~ !:i ~ SECT.18 & 19 T.23N. R.5E. W.M. I 1 -STORY CONe & WOOD "lOG_ 'OI"V~O;~O UL'S C<\5INO' :,,!f,1 - wm:o LF£I.. :::-. ! ')11.1 ~ 1 ~, ', . . ,,-~",. STA 44+08.3, 48.5' LT ,,!I; 31.17' ;1; I RIM 30.0' • I.E 2.3.S' E, 12 CONe ~ --. . I.E. 23.8. 12 SO (NW) Lt.. 23.0' S. ul-llC:(N7lfIED (DRY) t;; ___ ------;; I.E. 24.8. 'l,2-SO (NW) I.E. 23.8. 12" SO (SE) I.E. 27..9' N'/,', 12-cors--__ iii --i l~ 24.8, p' SO (5£) o . I o c: 44+00 + 00 £ ---+ ~--'~ t-_______ _ N >YfR ~ _____ --+--_ ___ _ _ _.. __ \.:..,..:: ......... v '-=r='" PI>.!. -.:r. A <;. __ _ __ « , ~I =::: r z :::l /~a ."',.,,'''' .... .,. nT , '0 ..... r I.E: 23.8' E,w,C82~.,t -~~ ~ ~" "P¥~~ ~ST ST*.ND // /(~B;;'D~Nm) ~ C8 ./ /' lY,,,, E" PVC/, ~, . // RitA n.~5· IE 26.3' E, 8" 1>,( ~ IE 2{·.Q' 5, 12" CONe IE 25_,r N, 12" cmr- ./ ' // ~ ~, CONSTRUCTION NOTES: CD NEW CATOi BA9N @ NEW STem. DRAIN MANHClE F.\ CONNECT NEW STORY DRAIN PIPE(S) o TO EXIsnNG STORM DRAIN SlRUClURE O CONNECT EXISTING STIRt UN[ TO NEW STOR~ DRAIN STRUClURE /S\ EXISTING ST.::RM DRAIN SYSIDd TO \:!..I REMAIN AClIVE @ NEW S' X 25' 'lETVAULT f7\ NEW ST£b DRAIN MANHCti "'lH urnA \:J film< INSERTS (3) @ NEW WA~-OIl SEPARATOO Fn\ PROWlE QJR8 OPfNJHGS TO AllOW \!t SURfACE FLOW lHROOGH MEDIAN I1i)\ COORDINAlE PRlVAlE DRAINAGE SYSIDf ~ RECONNECllON TO NEW ROADWAY DRAINAGE C<*\£YANC£ sYSTE:W ® RElOCAlE PRlYAlE DRAINAGE SYSTBI @ MOOIFY EXISllNG SlRUCTURE ~5 10853 Z :::l I U ~ '" '" ~ ROSEWATER CUENTSIPEOPLEIPERFORMANCE ~ TIKlFCGJ- 153 !Ill Mu: If 1111111radGr Wle,WA9B1119 Slim501 (200)28&-1641) Txona.WA.9B402 nwJPIJ·anJ (253)621-Dm 30% REVIEW SUBMITTAL NO. RElnSlON ~ l~rrl_1 § ~ II~;~II@ ~ CITY OF RENTON Plann;ngt8ulldlno/Public Works Dept. o 5 10 RAINIER AVENUE 5 IMPROVEMENT PROJECT STORM DRAIN PlAN STA 42-100 TO STA 45iOO 20 '" SCALE IN fEET 60 , ..... ( ( i I I I I I ! ! j ( t I I !rl ~ "' "' ~ w w or V> 0 0 ;j, ~ ~ V> W ~ or '-' ~ « '" SCHUCK '5' jYj-; CONSTRUCTION NOTES: o NEW CAn}1 BASIN @ NEW STOOII DRAIN MANHIl..E /3\ CONNECT NEW STORM DRAIN PlPE(S) \::Y TO EXISTING STORM DRAIN SlRUCTURE O CONNECT EXISTING STORY UNE TO NEW STORLl DRAIN SJRUCTURE /5\ EXISTING STORt.I DRAIN S'I"STEU TO \.::....I RWAIN ACliIJ[ ~ ROSEWATER CUENTS!PEOPLE[ PeRFORMANCE @ NEW 8' X 25' Y£1VAULT 1]\ NEW STOOY CRAIN MANJi(li WITH urnA \!..J filTER INSERTS (3) @ NEW WATER-ill SEPARATOR In\ PRO~OE ruR8 CFENINGS TO ALlOW \..!J SURFACE FLOW lHROUGH MEDIAN :Z..J ~ COORDINATE PRIVATE DRAINAGE SYSTEU ~ REC<WNECTlON TO NEW ROADWAY DRAINAGE CON\£YANCE SYSIDI ® RELOCATE PRIVATE DRAINAGE S'tSTEM ® MODIFY EXISl1NG STRUCTURE ~ llKJF><G3- 153!11111mt N 111111!m11Gt SmIlIe, W4. 93100 SUIt 5C1 30% REVIEW (2OO}2&i-I640 Taama,WA9II402 SUBMITTAL wrJw-cm! (253) 62HI7aI NO. """SKlN W. M~5$" -'_~. ~v . .: N~f e. $' C/il'r-----i; , ~ ~ I~~I~I-~ I~=~,II@ // / ~ / Z;;j~~~";-, <'B.<-· s~,,, r~,~ c.: CITY OF RENTON PlannlnWfluildi/llll'Public WorkS DerL o 5 10 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PLAN STA 45iOOTO STA 49+00 20 40 SCALE IN fiT 60 ,...,. ( ( i ! I I I I I I i ( r ~ ~ ~ SECT.18 & 19 T.23N. R.5E. W.M. o RU.t 32.; ( ~I.E. ",29,.~ 12:_50 (i KI.E. ,'-\29 ... 12 -so ( . '1 --- c \.~!-:'79 CONSTRUCTION NOTES: (2) NEW CATCH BASIN CD NEW STCRI DRAIN WANHCl.£ f3\ CONNECT HEW STORM DR~N PlPE(S) \::.../ TO EXISTlNG STORM DRAIN STRUClURE f4\ <XHI[CT EXISTING STORM UHf TO NEW \:!...I STORM DRAIN STRUCTURE f5\ EXISTING STCRLI DRAIN SYSIDI TO \:Y ROIAJN ACllVE 1-~ 1_" ill NEW 8' X 25' VI£1VAUlT /]\ NEW SlmY DRAIN YANHOL£ WITH MEDIA \:J FlllER INSERTS (3) @ NEW WATER-OIl SEPARATOR /n\ PROVIDE ruRB <HNINGS TO AllOW \..!J SURF ACE FlOW THROUGH MEDIAN ------ I "PIZZ" HUr <iI:<:€1 51+00 ............. , "'/P(;w[J~ ------------. 1 Ii' i I \ \ l I \ I \ 1, ! \ \ __ LJ_~J~ .. _"L~ r.;;:... COCHIINATE PRIVATE DRAINAGE SYSID.t ~ RECQNN[CllOO TO NEW ROADWAY _NAa: CON~ANCE SYS1ElI ® RB..OCATE PRIVATE DRAINAGE S'1'SlEU ® t.l00IFY EXISTING SlRUC1URE ~ ROSEWATER ~ ~ CUENTSIPEOPLElpERFORMANCE ~ llKJF><r:U 1S3!ZbAlmlN 111t111ra.:111aJ SIal!e,WA9IJlIB Slile501 (2OO)2fI6-1640 TiCIIIm, WA96402: 30% REVIEW SUBMITIAL .... .kR/.m (253)621.f112D NO, """SIOH ~ IM~I~J ~ I j -' RO.I 40~ ','{.;tl I.E. ~. E" 20lSL _ - ~ PLAN II~~II® ~ CITY OF RENTON PIannInw'flulldlnglPubUe Works Dept. 051020 40 60 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 49tOO TO STA 53>25 SCALE IN FEET , ...... ( ( f I I I I I I I i l i I !:i ~ SECT.18 & 19 T.23N. R.SE. W.M. 4).SO \ l ,-p,,,"""'j' , 1.' ~ 42,5', W_ 5" Ct.lP \ ''Cj'r.. lQ // ... ,--- 42 (; S 6~ O,.!P _; __ :..... --, ~ -II }( " , \ '= --.... -~ ,,, " \ \ I.. ' -UG?---\ "-ErR --" CC~"'7', " I' r. _\ . ,:. r.,' I' .~ I .'\. UI'~ '" 'Ie 3 \\OOD /" -"'A!~?, ~ ~. ""'" ,"1 ,,,,,r R 10''/ 1'- \ ji...' i .. J ", l' ~ I Aiel '1')1 f ,'_H,GH .'I>.LYE e /,,1 ",Ie; ~ \ -------SL.~""; "~1 C'-...l'TCH" ;205 1"---,,-,,,:9 .. _1 DV/( ASSEM9!Y " -I o;,.........~ , -'!t • ~ -_-L-J,,\ -.-----\ ~;ll~;;t; Q·S"~. _~ ~4~ ___ ".,-,-;. 'P _ --" , <' c:-) . _____ • ,...-----"'-".... L-. "'~ ", , __ ._ "=, c.~-~.'. ·qr, / • ,"" --..:;::-----,~$-' ~. ____ , '" __ ,--. _ .~~C ' ',~, "">~<~~;'~~ ~ ,---'it--~ ~ .-' ~-- '" " :;'i "-LOO"'O" O' GAS LlI-E 0'-KE."UIN iN THiS ;.R>", -< -, I;; /' "., 5s'J£ c: ',E " . ' ~ 56+00 57+00 wi' ----"'" '=~--~ l f" ·HIO" -RE',TON '1"'°oN'I<" ./ ----+ ----.. ---------+-- ~ ( 5 ~ERAVE~P'W / ~ I I (1);; _:-' .... l-i -PA,(n:. / :i l.. I I 10,,·S' w/?O"'" / -v----,~ .... I I ? " \0----• ,"-iF ---.,-, ,-' ~ .~-i-r:-r==_ ~ .-:-''-. c-I n I ffi i ? '"-~', ,..,-"---••• vC:F-----"[i uGP-:: ~GP~ ~. ~?['r-£S/_ '~,!!t,;: .. r-• ')6~-.L'·~~~ .~/C ! . 'V V-I , i ," ;-,-----, ---~ -----',--: ---"Ie :3' CHLi< x I I I I HIGH SiONE Ii:' --~~~--p,;,.<wlrJ(;",\ ' ~ PLAN CONSTRUCTION NOTES: o NEW CAlQi BASIN o NEW STMW DRAIN MANHOlE f3\ CONNECT NEW 5TORII ORAiN PlPE(S) \.V TO ElOSllNG STCJO/ DRAIN S1R\JC1UR[ f4\ coNNEcT EXISTING sroot.I UNE TO NEW \2/ SlllRM DRAlN SlRucnJRE 15' EXISTING STCJn,I DRAIN SYSTEM TO \::J REMAIN ACliVE ~ ROSEWATER CUENTSIPEOPLEIPERFORMANCE @ NEW 8' X 25' ¥£TVAULT f7\ NEW STORM DRAIN IoIANHCI..£ WITH MEDIA 'LJ ALTER INSfRTS (3) @ NEW WATER-<XL SrPARATM In\ PROW]£ CURB OPENINGS TO AllOW \!t SURFACE FLOW THROUGH MEDIAN ~ coc:I9NATE PRIVATE DRAINAGE SYSTaI ~ R£COON£Cl1ON TO NEW ROADWAY DRAINAGE CON\£YANCE SYSlEM ® RElOCATE PRIVATE ORAINAGE SYSTEU @ IoIOOIF'Y EXISTING STRUClURE ~ IEKJF><G5- 153!1bAml!N I 11171mDray Scde, WA 98I1D SI6! WI (200)286-16411 Taama.'NA!184Q2 30% REVIEW SUBMITTAL __ com (253)621--D720 NO, REVISION ~ IMnIAJ~~ ~ II;~II® ~ CITY OF RENTON f'\iInnlnWBuildinglPubl' .-- 0510 20 40 SCALI IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 53+25 TO STA ss,99 60 , ..... --------------------------------------------------------------------------------------- ( ( I I I I I I I ! I ( I I ~ ~ 9 ~ 48N 0 INLET PIPE (SEE NOTES 5 & 6) CQNCRffi GRADE RING INLET PIPE (SEE NOTES S & 6) STORMFILTER CARTRIDGE (lYP) (SEE NOTE 2) BALLAST (SEE NOTE 8) ~ I STEP (TYP) PLAN VIEW 8) an /12"e! HDPE OUlLET Sl,UB (SEE NOTES 5 & 6) 30 M " FRAME AND COVER (STO) s: (SEE NOTE 4) ~ I I> ~ HOPE OUTLET : ;: .:] RISER WITH i ;;> SCUM BAFFLE : ~·~·~~~D~~ SEE OUTlET DETAIL MOTH MANIFOLD MANHOLE STORMFILTER CD GENERAL NOTES OUTLET RISER 1. STORMF1LTER BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (800) 548-4667; SCARBOROUGH, ME (877 907-8676; ELKRIDGE, MD (866) 740-3318. 2. FILTER CARTRIDGE(S) TO BE SIPHON-ACTUATED AND SELF -CLEANING. STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS OR IN DATA TABLE BELOW. 3. PRECAST MANHOLE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478. DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL BE SHOWN ON PRODUCTION SHOP DRAWING. 4. STRUCTURE AND ACCESS COVERS TO MEET AASHTO H-20 LOAD RATING. 5. STORMFILTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLIT. IF LESS DROP IS AVAIlABLE, CONTACT CONTECH STORMWATER SOLUTIONS. MINIMUM ANGLE BETWEEN INLET AND OUTLET IS 45'. 6. INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST MANHOLE STORMFILTER EQUIPPED WITH A DUAL DlAMffiR HOPE OUTLET STUB AND SAND COLLAR. EIGHT INCH DIAMETER OUTLET SECTION MAY BE SEPARATED FROM OUTLET STUB AT MOLDED-IN CUT UNE TO ACCOMMODATE A 12 INCH OUTLET PIPE. CONNECTION TO DOWNSTREAM PIPING TO BE MADE USING A FLEXIBLE COUPUNG OR ECCENTRIC REDUCER, AS REQUIRED. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 7. PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHALLOWER SYSTEM IS REQUIRED. CONTACT CONTECH STORMWATER SOLUTIONS FOR OTHER OPTIONS. 8. ANTI-FLOTATION BALLAST TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR, IF REQUIRED. BALLAST TO BE SET AROUND THE PERIMETER OF THE STRUCTURE. 9. ALL STQRMFlLTERS REOUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. 30 H (21 FRAME AND COVER (STD) TOP 'I1EW SAND COLLAR GROUT MOLDED~lN CUT UNE 8"0 OUTLET STUB BALLAST OUTLIT PIPE (BY CONTRACTOR) COUPLING (BY CONTRACTOR) (SEE NOTE 6) (SEE NOTE 8) (BY CONTRACTOR) OUTLET DETAIL Co A w-n .> I 25' PLAN \/lEW NTS B ON PIPE .) A LADDE B REMOVABLE lADDER OUTLET BAFFLE " WQ DESIGN WS '¥ INL'::' ~ " " 4' z ~ 2" '" ws····~~· ""'·'22·· §, .. --,-"'S:g;... ~ AVERAGE SEDIMENT STORAGE l' MIN. SECllQN A-A (FlRST CELL) NTS ~ ACCESS DOORS OR REMOVABLE PANEL -'---fl;:=:=====~~="ln·I~~~!}(?{~~:(;);~~;~r· WQ DESIGN w~ -~-'..';~'./'-"":': .\~;'~"-".> . .,:~:~~~::·/~:f/'· / /., z " ;... 4' .-~ "'~:;:.~: .. ;, ''-~:;~o*~' 8' SECTION B B NTS WETVAULT 8' x 25' X 4' CD ~ • W ~== 1 1 1 1 1 1--1-1---_,rn."_,, -;:;;.'1-'.'" OSE ATER A. ~~~ 30~ REVIEW-= ,'ow -@-~ CITY OF IMPROVEMENT PROJECT \.~~LR1~~) CLIEN/P.EOP~RFORMA\£7'" 7SJ9III~N 1'117~ 0 _ ~ RENTON r=1 ...... 98100 ... "" SUBMITTAL _ = I ::::. I 0A1\JM P',"o'o_'ld'''OII',b'',..,,,",,,". DRAINAGE DETAILS (206) 286-1iWJ TiOOml, WA98402 nx ___ _ -1W-com {253}62Hl72!l NO. REVISION BY DATE APPR -XXX ...... - i 1 APPENDIX B -FLOW CONTROL AND RUNOFF TREATMENT FACILITY CALCULA nONS CONTENTS: Documentation of Flow Control Threshold Calculations Runoff Treatment Sizing Calculations Rainier Avenue S Improvement Project 30% Surface Water Technical Information Report November 2008 I~ PREDEVELOPED AREA (ACRES) 0.00 0.00 0.34 0.00 0.00 0.00 0.00 3.50 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Flow Frequency Analysis Time Series File:predev-a.tsf ProjectLoc~tion:Sea-Tac ---Annual Peak Flow Rate Rank (CFS) 0.879 6 0.763 8 1. 06 3 0.879 7 1.04 4 0.939 5 1.28 2 1. 73 1 Computed Peaks DEVELOPED mA A AREA (ACRES) Flow Rates--- Time of Peak 2/09/01 2:00 1/05/02 16:00 12/08/02 18:00 8/26/04 2:00 10/28/04 16:00 1/18106 16:00 10/26/06 0:00 1/09/08 6:00 ,0.00 Till Forest , 0.00 ' Till Pasture 0.21 Till Grass 0.00 Outwash Forest 0.00 Outwash Pasture 0.00 Outwash Grass 0.00 Wetland 3.62 Impervious Flow Frequency Analysis Time Series File:dev-a.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.897 7 2/09/01 2:00 0.783 8 1/05/02 16:00 1.09 3 12108/02 18:00 0.906 6 8/26/04 2:00 1.08 4 10/28/04 16:00 0.958 5 1/18/06 16:00 1.32, :2 10/26/06 0:00 1. 76 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis------- -Peaks -Rank Return Prob (CFS) Period 1. 73 1 100.00 0.990 1.28 2 25.00 0.960 1. 06 3 10.00 0.900, ' 1.04 4 5.00 0.800 0.939 5 3.00 0.667 0.879 6 2.00 0.500 0.879 7 1.30 0.231 0:763 8 1.10 0.0,91 1.58 50.00 0.980 ( " -----Flow Frequency Analysis------- - -Peaks Rank' Return Prob (CFS) Period 1. 76 1 100.00 0.990 1-.32 2 25.00 0.960 1.09 3 10.00 0.900 1.08 4 5.00 0.800 0.958 5 3.00 0.667 0.906 6 2.00 0.500 0.897 7 1.30 0.231 0.783 8 1.10 0.091 1. 61 50.00 0.980 PREDEVELOPED 1'DA V AREA (ACRES) 0.00 0.00 0.51 0.00 0.00 0.00 0.00 3.97 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Flow Frequency Analysis Time Series File:predev-v.tsf Project Location:Sea-Tac ---Annual Peak Flow Rate Rank (CFS) 1.01 6 0.871 8 1.22 3 0.999 7 1.19 4 1. 08 5 1.45 2· 1. 98 1 Computed Peaks DEVELOPED 1'DA V AREA (ACRES) 0 .• 00 0.00 0.51 0.00 0.00 0.00 0.00 3.97 Flow Rates--- Time of Peak 2/09/01 2:00 1/05/02 16:00 12/08/02 18:00 8/26/04 2:00 10/28/04 16:00 1/18106 16:00 10/26/06 0:00 1/09/08 6:00 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Flow Frequency Analysis Time.Series File:dev-'v.tsf Project Location:Sea-Tac ':--Annual Peak Flow Rates--- Flow Rate Rank· Time of Peak· (CFS) 1.01 6 2/09/01 2:00 0.871 8 1/05/02 16:00 1.22 3 12/08/02 18:00 0.999 7 8/26/04 2:00 1.19 4 10/28/04 16:00 loD8 5 1/18/06 16:00 1.45 2 10/26/06 0:00 1. 98 1 1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis----~-- -Peaks Rank Return Prob (CFS) Period 1. 98 1 100.0·0 0.990 1.45 2 25.00 0.960 1.22 3 10 •. 00 0.900 1.19 4 5.00 0.800 1.08 5 3.00 0.667 1.01 6 2.00 0.500 0.999 7 1.30 0.231 0.871 8 1.10 0.091 1.81 50.00 0.980 -----Flow Frequency Analysis------- -Peaks Rank Return Prob (CFS) Period 1.98 1 100.00 0.990 1.45 2 25.00 0.960 1.22 3 10.00 0.900 1.19 4 5.00 0.800 1.08 5 3.00 0.667 1.01 6 2.00 0.500 0.999 7 1.30 0.231 0.871 8 1.10 0.091 1.81 50.00 0.980 " PREDEVELOPED TDA I AREA (ACRES) 0.00 0.00 0.35 0.00 0.00 0.00 0.00 1. 99 Till Forest Till Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetla,nd Impervious Flow Frequency Analysis Time Series File:~redev-i.tsf' Project Location:Sea~Tac , ---Annual Peak Flow Rate Rank (CFS) 0.502 6 , 0.435 ~ 0.604 3 0.498 7 0.591 4 0.537 5 0.723 2 0.983 1 Computed Peaks DEVELOPED TDA I AREA (ACaES) , 0.00 0.00 0~22 0.00 0.00 0.00 '0.00 2.12 Flow Rates--- Time of Peal> 2/09/01 2:00 1/05/02 16:00 12/08/02 18:00 8/26i04 2:00 10/28/04 16:00 1/18/06 16:00 10/26/06 0:00 1/09/08 6,00 Till Forest Till' Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetland Impervious Flow Frequency Analysis Time Series File:dev-i.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates":-- Flow Rate Rank Time of Peak (CFS) 0.534 6 2/09/01 2:00 0.463 8 1/05/02 16:00 0.646 3 12/08/02 18:00 0.532 7 8/26/04 2:00 0.633 4 10/28/04 16:00 0.570 5 1/18/06 16:00 0.775 2 10/26/06 0:00 1.05 1 '1/09/08 6:00 Computed Peaks -----Flow Frequency Analysis---"'--- -Peaks Rank' Return Prob (CFS) Period 0.983 1 100.00 0.990 0.723 2 25.00 0.960 0.604 3 10.00 0.900 0.591 ,4 5.00 0.800 0.537 5 3.00 0.667 0.502 6 2.00 0.500 0.498 7 1.30 '0.231 0.435 8 1.10 0.091 0.896 50.00 0.980 ( " -----Flow Frequency Analysis------~ - -Peaks Rank Return Prob (CFS) Period 1.05 1 100.00 0.990 0.775 2 25.00 0.960 0.646 3 10.00 0.900 0.633 4 5.00 0.800 0.570 5 3.00 0.667 0.534 6 2.00 0.500 0.532 7 1.30 0.231 0.463 8 1.10 0.091 0.956 50.00 0.980 4 ~, PREDEVELOPED AREA (ACRES) 0.00 0.00 0.21 0.00 0.00 0.00 0.00 2.75 mA GW Till ·Forest Till Pasture Till Grass Outwash Forest OUtwash Pasture Outwash Grass Wetland Impervious Flow Frequency Analysis Time Series File:predev-qw.tsf Project Location:Sea-Tac ---Annual Peak Flow Rate Rank (CFS) 0.686 7 .0.597 8 0.832 3 0.689 ·6 0.819 4 0.732 ·5 1 .. 00 2 1. 34 1 Computed Peaks DEVBLORD mA GIl AREA (ACRES) 0.00 0.00 0.27 . 0.00 0.00 0.00 .0.00 2.70 Flow Rates--- Time of Peak 2/09/01 2:00 1/05/02 16:00 12/08/02 18:00 8/26/04 2:00 10/28/04 16:00 1/18/06 16:00 10/26/06 0:00. 1/09/08 6:00 Till Forest Till ·Pasture Till Grass Outwash Forest Outwash Pasture Outwash Grass Wetla.nd Impervious Flow Frequency Analysis Time Series File:dev-qw.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.679 6 2/09/01 2:00 0.589 8 1/05/02 16:00 0.822 3 12/08/02 18:00 0.678 7 8/26/04 2:00 0.806 4 10/28/04 16:00 0.724· 5 1/18/06 16:00 0.987 2 10/26/06 0:00 1.33 l 1/09108 6:00 Computed Peaks -----Flow Frequency Analysis------- -Peaks Rank Return ·Prob (CFS) Period 1.34 1. 100.00 0.990 .1.00 2 25.00 0.960 0.832 3 10.00 0.900 0.819 4 5.00 0.800 0.732 5 3.00 0.667 0.689 6 2.00 0.500 ·0.686 7. 1.30 ·0.231 0.597 8 1.10 0.091 1.23. 50.00 0.980 ~----Flow Frequency Analysis------- -Peaks Rank Return Prob (CFS) Period 1·.33 1 100.00 0.990 0.987 2 25.00 0.960 0.822 3 10.00 0.90.0 0·.806 4 5.00 0.800 0.724 5 3.00 0.667 0.679 6 2.00 0.500 0.678 7 1.30 0.231 0.589· 8 1.10 0.091 1.22 50.00 0.980 WIETV AUL T SIZING WORKSHEET 2005 Surface Water Design Manual Sizing Method Project name: @A1J::IleR ;ws.~ .. hJe. ~ (mAr y) METHODS OF ANAL VSIS Step 1) Determine volume factor f. Basic size I -_-,,3 __ Consun wa requlrements(Sectlonl.2.8) Step 2) Determine rainfall R for mean annual storm. Ralnlall (R) 0.0:1$9& (Ieet) Required lrom Figure 6.4.1.A Step 3) Calculate runoff from niean annual storm vr -(O.9Ar> O.25A,;+ O.10A".O.OI A.,g) X R A;-tributary area 01 Impervious surface 76gB (s~ , A;,r tributary area 01 tillgr,ass (s~ All _ tributary area 01 tilliorest (s~' , Aog--tributary area of outwash grass (si) R -ralnlaJllrom mean annual storm ' (It) Vr _ volume 01 runollirom Step 4) Calculate wetpool yolume Vb = I vr mean annual storm Volume factor 3 (unltlass) volume 01 runoll. mean annual storm j?(q(? (~' Volume'ol the wetpool m (~ Stell 5) Determine wetPool dimensions a) Determine geometry of first cell Volume In first cell Depth h 1 st cell (minus sed. star.) Determine horizontal xs-area at surface 2(olp (~ 't (It) Atop _ 19!t.tS (sl) Find top dimensions by adjusting lor shape geometries Dimension all st cell: width e (It) length S 'S ' (It) b) Determine geometry of second cell Volume In second cell Depth h 01 2nd cell Determine X$-area at surface Atop_ Dimension 01 2nd celi: width .... S' ... "lI. ..... I_ (c~ _ .... *_(It) Igz..s (~ Determine now Determine now Determine now Determine now From Step 2 From Step 1 From Step 3 Must be 25 -35% See Section 6.4.1.2 Must be 65 -75% See Section 6.4.1.2 r " ' \. Dimension of 2nd cell: length Geometry check: overall pond L : W at mid depth -3 : 1 Cell 1 length (mld-depth) Cell 2 length (mld-depth) VauH length a cell 1 + 2 VauHwIdth Lmld:Wmlda Step 6) DesIgn fest of vault ISect!pn 6.4.2.1) Internal baffle Inlet & Outlet Access Effective area Ilg. ~ (ft) II rectangulaf, short side. 24 ft to match cell 1 g.~ (ft) 'I! ."L(ft) &£ (ft) 5 (ft) .3:( (3.2.2.1) Note S'X10· access, grating and comer vent holes Other Design Details (Sections 6.2.2, 6.2.3, and 6.2.4) Sequence of Facilities Setbacks ) Sidesiopes, fencing, embankment SIZE SUMMARY: Surface aree.change In elevation Vault width 8 (It) Vault length _. (It) SurfaCe area ' gpo (sf) Elevation change needed: g. (ft) (lEI CMI'f -\<lI' 1M) WETV AUL T SDZIi'IIG WOIRI)(SHEET 2005 Surface Water Design Manual Sizing IVlethod Project name: gAU .. l\e:.~ AriSLN\JSo S ( 'T'P,.o...3;) METHODS OF ANALYSIS Step 1\ Determine volume factor'. 8aslcslze 3 . Consult we requlrements(Sectlonl.2.8) Step 2\ Determine rainfall R for mean annual stann. Rainfall (R) 0,08,2. (feet) Required from Figure 6.4.1.A Step 3) Calculate runoff from mean annual storm V,a (O.9A,. O.25A,g+ O.10At,.O.OI A.,g) X R PIp tributary area of impervious surface !(fs=T (sf) A,g~ tributary area of till grass (sf) All a tributary area of till forest ~. . tributary area of outwash grass R= rainfall from mean annual storm V,a volume of runoff from mean annual storm Step 4\ (calculate wetp0O! volume . Vb a f V, (sf) (sf) (ft) Z1ll~ (ct) .fa Volume factor 3 (unnless) volume of runoff, mean annual storm Z~ (cf) Volume of the wetpool 7rt (cf) Step 5) Determine wetpool dimensions a) Determine geometry 01 first cell· Volume in first cell Depth h 1 st cell (minus sed. stor.) Determine horizontal xs-area at surface Atop a 2&&,(cf) If-(ft) Find top dimensions by adjusting for shape geometries Dimension of 1 st cell: width e. (ft) length 7,* . (ft) b) Determine geometry of second cell Volume In second cell ~Th (ct) Depth h of 2nd celi !t (ft) Determine xs-area at surface Atop a WI (sf) Dimension of 2nd cell: width a Determine now Determine now Determine now Determine now From Step 2 From Step 1 From Step, 3 Must be 25 -~5% See Section 6.4.1.2 Must be 65 -75% See Section 6.4.1.2 \. Dimension of 2nd cell: length ,&to., (II) H rectangular, short side g 24 ft to match cell 1 Geometry check: overall pond L : W at mid depth D 3 : 1. ".'t (II) Cell 1 length (mld-depth) Cell 2 length (mld-depth) Vautt length a cell 1 + 2 Vautt width .• .,.,,,, (II) 2.2..~ (ft) ~ \)5G'o :zs) --,8",--_(11) . Lmld :Wmlda Step 6) Deslon rest of vault (Section 6.4.2.1) Internal baffle Inlet & Outlet Access "3:1 Effective area ftl7ST (3.2.2.1) Note 5'X10· access, grating and comer vent holes Other Design Details (Sections 6.2.2, 6.2.3. and 6.2.4) Sequence of Facilities Setbacks Sideslopes. fencing. embankment SIZE SUMMARY: Surface area, change In elevation Vault width e (tt) Vault length zr; . (tt) Surface area zoo (sf) . Elevation change needed: 2. (tt) <la ou-r-1G 11'4) r. " ~ ~ ~-~----------------------------- CONTECH STORMFILTER Flow. Frequency Analysis Time Series File:wql0000.tsf Project Location:Sea-Tac ---Annual Flow Rate (CFS) 0.056 0.049 0.068 0.058 0.068 0.060 0.084 0.108 Peak Flow Rates--- Rank Time of Peak 7 8 3 6 4 5 2 1 2/09/01 1/05/02 12/08/02 8126/04 10/28/04 1/18106 10/26/06 1/09/08 2:00 16:00 18:00 2:00 16:00 16:00 0:00 6:00· . computed Peaks Q 2 'fe-A.1'2. ;... 0 jOse-c;,.p:s, -----Flow Frequency Analysis------- --Peaks R,mk Return Prob (CFS) period . 0.108 1· 100.00 0.990 0.084 2· 25.00 0.960 0.068 3 10.00 0.900 0.068 4 5.00 0.800 0.060 5 3.00 0.667 0.058 6 2.00. 0.500 0.056 7 1.30 0.231 0.0498 1.10 0.091 0.100 .50.00 0.9~0 Q w~ :. 72 7<7" (Q2~"'''-')-0:,2.(0.'::"56") ... O. o '+-2 '-F'~ {J ..> I, --- \ January 200S (Updated December 2007) GENERAL USE LEVEL DESIGNATION FOR BASIC (TSS) TREATMENT , For CONTECH Stormwater Solutions Inc. Stormwater Management StormFilter® ( ( I ! I , • ! j ! ~ , I \J ~ z . ~ SECT.18 T.23N. W.M. R.SE. :Z~'\ & 19 , .......... yL' -~~ , , ;;'! -~ \. / -1' '~~'l~:~ .-.. " / /' ';5...\ '. :'. " b~ .J";r ,rY / //¥< '\.,<, /\ .. :':; -. ._">.. --.', , . ,'.' 'f "-j,/' \ ", \ I .,. :'~"i':~,_ '" ' "h " , '" " _ 'C_, Y , , / ," / .II I '~ .. \ '\.. \! \ --. -'. '__. .' I __ ) _' ,;" A A'" t " ''' •• ~ .\ " " .. '. '!c _",,-," __ -. / => ? , ',,,/ A --, , 'c, /'/ 8 // f -L'o--l . '" '../ . ! #'z,' i /c' , ' '~,~:'c=> ", "c '.,\, " '. '//'. I)' '--.1 .............. ---" ---''It _ ,,_n.. ___ "" ' "" , ' ----r----.-, ~/ , • Z"'~" __ ,_ , ; .;;;~,~~j;~e~t;;': _ _ , __ "~--".,..~'--"'j c"c=.':"~------~~:~! ". ~ , ,.--" '-· ....... "." w =--"--~---' , '. ! c, r 1 __ ' ' ___ ., '" -~-~ .~ .. -, 1---j-. i i {{/!?'?~·F~~J'r::--:-:= "_ '_',Y = '-";0. [~"-i, ,;;.~_.;--",,~ ~;J ~;:-\ ~ AJ'!-r- ~"f't~-"'~· ~; .,1,f, ~ r ~ , ~-J " "~, ' -·-~-:'5 __ --«-.------;-. ,.-", ==;;ii--='---lrW£:. ::::. C v.-iI ,~=:)£{~~~-~ .. ~~~:s \ \ ~.: OCJP><Gr ': .. " r \ ~ > , ., '",. /' c~ .:, : .,-" ~=;;::::2~~~p' :...------1-. /, \ '.i , ~ f 'il, .. )"f"Ic;..--r, '<>::" .\ ,.:;.., ~ -"-~ ~?~. ----., ,,~,": ~.:::P--'. "-. ~?~--~: '-'. ~, '~'2\ ij\ - -;:;}..q ", r 1]. \ " ,/ ~_~:s ~ --\ -, / !-r- Uri \, l . .-: ~ ., . r··· .( t, ~-ii' " -= -"" -"" -',' .;, ',:"". -', ' ...... 1"-20' -- ro" '1" ~==- i l!4 1 ~ .// // CITY OF RENTON ~ " 1Sl1rl,lacq1l1 1117 1!1cd::11r 8dII, IA _ IttImI PIll". TIl:o:ra. ... 30% REVIEW SUBMITTAL -~ @ .-~ Plannlng!Buildingfo'ublic Works Dept .!u---.. -.... (Z5:II1ll_ NO. RE'o1S1OH BY I DATE I APPR I -xxx ~ IDA.I POlLUTION GENERATING IMPERIIOUS SURFACE (PGIS) TO WA 1ER QUAUTY F AOUTY. AREA TO DESIGN F AOUTY. AREA TO BE REIISED AS DESIGN PROGRESSES, AREA SHOWN EXCEEDS REQUIRED TREAlMENT. L 0510 20 40 60 SCAlE IN mT RAINIER AVENUE S IMPROVEMENT PROJECT CONCEPTUAL WA 1ER QUAUTY AREA FOR STORM DRAINAGE REPORT B1 ..... 11/03/0a ( ~ z ~ ( I I ! i ! ! J , , C J . - .~-- " ~~ ---. -'-... ~ ~ ---~':.: . -. .., ,/ ~~..t";-" / « / /./- Co." ". /:./;::;-'/ '-". '.', eft.; " // .::.."<r./.,F / ~,,"- ~-' C"~.). .... ~. '" ~'. : }: ... m:IF'~ lSSD"'I'111_ SIO,1D.1BIII We 501 QDiI". --.1JA1MI2 ___ 1Z53I1Zl.mD 1;:.--: \ \ if :"" ',' "'. ;I' \ :'. ~ " \ '<'Ie -- ---.. -'26';'"00---_ --+-- 30% REVJElIII SU8MmAL NO. SECT.18 & 19 T.23N. R.SE. W.M. . '(' \ '<'I; ~~ :L I\ln.~ ._- ---~~--,,"------'----.- .I·"C -~, -1--20' '" -'" -BY I DATE I APPR ~ ., ........... -.. _-- = --, RE\o1SIQN \ 2-' .-/" ,z. \. :\\' j;'. '}I' \ ~~ .. .::-~ CITY OF @ RENTON Plonning,/81.lildng/publlc: Works Oept. --~-.;;. .-,': .,.,. ," ~ TDA V POlLUTION GENERATING IMPERVIOUS SURfACE (P~S) TO WATER QUALITY fACIUTY. ESTIMATED AREA TO WQ fAaUTY. AREA TO BE REVISED AS DESIGN PROGRESSES. AREA SHOWN EXCEEDS REQUIRED TREATMENT. ~ 0510 20 40 60 SCALE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT CONCEPlUAL WATER QUALITY AREA fOR STORM DRAINAGE REPORT 82 "~11/03/08 -- I \ APPENDIX C -LOW IMPACT DEVELOPMENT BMP INFORMATION CONTENTS: Filterra® Product Infonnation Rainier Avenue S Improvement Project November 2008 30% Surface Water Technical Information Report , ..... ". . :: ':'.'. .;.. ,",. ~ ~': '. :'" .: •...• : .• ' '.' ', .. r,..'. '.;.:" '.',. ' .. ','" '.,: ..... '. " .. . ~ .. : '. " ...... ,: .. ~ . .' "'\'. .... ';.' ..... . : '.: '.;', ~ ',. : .... :' . . ';"\' .. :. -:: .:~ ': ' .. ,. ! ' .:.: .:'.!:.~\- ( '. Biotetentjon .," In attractive alternative o Conventional Systems \ combination of eesthetics, science :nd engineering mekes Filtarreo such !n appealing option. Above grounil, the ystem's shrubs, grasses or trees eikl I • .eauty and value to the urban landscape. IndergrC1und, nature's complex physical, :hemical and biological prOCesSes are lard at work removing a wide range of Ion point sourcepollutents from urban tormwater runoff. Stormwater flows hrough a specially designed filter media nixture contained in a lendscaped :oncrete container. The mixture . l1( 'i1izes pollutants; those pollutents ,r.-_.,en decomposed, volatilized end lcorporated into the biomass of the. Filterra" system's micro/macro fau~a and flora. ~orrnwater runoff flows through the media and into an underdrain system atthe bottom of the container, where the treated water is discharged. Higher.flows bypass Filterreo via a downstream inlet structure, curb cut or othar means of relief. . The Urban Solution. for Low Impact Development (LID] . Filterra" is similer in concept to bioretention in Ita function and epplications, with the major distinction that Filterre· has baen optimized for high volume/flow treetment end high pollutant removai. It takes up little space and may be used on highly daveloped sites such as lendsceped ereas, grean .:'., .'. spece, perking lots end streetacepes. .Filterrao is exceedingly adaptable and mey be used for ell developments and in all soil conditions. an Easy-Maintenance System While the technology behind Filterrao is complex. installation end maintenance are not A flexible, single-unit design featuring drop-in-plece construction makes Filterreo eesy to instell. Unlike competitive systems, Ii stendard maintenance agreement is ·includad with the purchase of avery unit. . Detailed maintenance records are kept by Americast.and are updated when maintenance is performed. Finally, unlike most storrnwater filtretion systems, Filterrae is easy and safe to inspect Features and Benefits Best Value. The most cost effective storTnwatertreatment system available wnh rela~vely low cost for rnatertals, Installatlon and long-term maintenance, Regulatory Compliance. Unlversny of Virginia testing proved th~ Alterra meets or exceeds federal and state regulatory requirements for pollutant removal. Aesthetfcs.l.andscaplng enhances appearance, habitat and pollutant removal. ' Maintenance Support. Unlike' comp~~ve systems, a maintenance agreement Is Included with the purchase' Versatility. May be used for new construction or as device, o 5treatscapes o Parldng lots o Highways ol~dustrlal settings Design Support. AmericaS! engineers can all aspects of each Alterra application, including Adaptability. May be used alone or in comlblnat Selection. Varying configurations to meet sne condnions, f~ tterra Bioretentlon Systems A Growing IOu in SlcImmatltl' RlIrltlon Filterra· Stormwater Bioretention Filtration System A' Highly Effective St~lrmwa1:er,:D Alterra Is well-suited efliclen:CY~fo:r ~i~ Design Assistance Phone or e-mail us at design@filterra.mmtorequestyourRlterra DAKtt (~slgn Assistance K~). This Includes placement "Do's and Don'ts': example scenarios, detail drawings, specifications, project Information form, and Other essential design information .. Sizing Procedure 1) Use the A~erra DMit.{Oeslgn Assistanee.Ktt) as a reference. . 2) Determine Alterra locations (wtth effective bypaSS).1O il(Iorolar With placement gUidelines. 3) Determine contrlbutlngdralnage areas to each Rlterra. 4) Ch.oose the corresponding size Alterra from the region. . . 5) Complete the project Information form. 6) For best results, get U5 lrivolved early In the dlesig~ completed project Informanon forin along with placement and application review. ~. f~lt~rra Bioretentlon Systems A Growing Iduln Stormwal.r FIltration FUterra· Stonnwater Bioretention Filtration.System Proper Placement 1) Do not place In a standalone Inlet- rainfall . " Notes: Bioretention Systems Table 1 :Filteua Qylck Sizlng Table Western Washington Region -V01 Available Fllterra" BOll Sizes Contributing Dmlnage Area (feet) (acres) 4x4 up to 0.19 4x6or6x4 0:20100.28 4.5 x 8.5 or 8.5 x 4.5 ,0.29 to 0.44 6.33 x 6.33 ' 0.45 10 0.47 6x80r8l16 0.4810 0;56 5x10.50r10.5x5 ' 0.57 10 0.61 , , 6x 12 or 12x6 0.62100.84 Design Capacity (CFS) 0.061 0.075 0.075 0.084 0.112 0.140 0.168 1., Sizing labie intended fOr p/8nning level use. The design engineer must use WWHM3 10 calculate the appropriately sIZed facility. ' 2. SIZing lable meets WA DOE 2005 Stormwater Manuars 91 % annual stormwater volume filtered and 15 minute water quality flow rate. 3. Sizing table basad on WWHM3 parkinglflat and the Sel\ITac rain gauge with a precipitation factor of 1.0. Other precipitation and sit8 conditions can affect Fllterra'slzing, ' 4. Sand Filter (Filterra) parameters: Filter material depth = 2 feet Effective pending depth = """"*SOt 0,5 f.c.e..-r • • Zero slopa on the fiRer box Riserheight=~ 0.4-5 fe.~ • Riser diamelar = 100 Inches • Filter Hydraulic Conductivity = 36.36 inches per hour 5. All boxes Sre a standard 3,5 ,feet depth (INV to TC). 6. A standard SDR-35 PVC pipe coupling Is cast into the wall for easy connection to discharge drain. 7. Dimensions shown ara internal. Please add l' to each external (using 6' walls), 04/28/08 www.fllterra.com Toll Free: (866) 349-3458 ( .. •. i\ 215108 Bloretention Systems Table 1; EiHercae QYick Sjzing Table (WeStern lone -0.2 irilhr Uniform Intensjty Approach) Available Fllterrao Box Sizes Recommended Commercial Contributing Drainage Area Outlet Pipe Iteet) (acres) where C " 0.85 4xS.5 or 6.5x4 up 10 0.35 4" SDR-35 PVC 4x80rex4 0.36100.44 4" SDR-35 PVC Standard 6x6 0.45 to 0.49 . 4" SDR·35 PVC 6x8 or 8xS 0.50 to .65 4" SDR-35 PVC 6xl0 or 10xe 0.66 to 0.e2 . 6" SDR~35 PVC 6x12 Or 12xS .0.83 to 0.98 6" SDR-35 PVC Awllab .. ·Fllte ........ Box Sizes Recommended Raaldeptlal Outlet Pipe . Contributing Drainage Area (feet) (acree) where C." 0.50 4xS.5 or 6.5x4 up to 0.60 4' SDR-35 PVC 4xB orBx4 0.6110 0.74 4" SDR-35 PVC Standard 6xS 0'.75 to 0.83 4" SDR-35 PVC 6xB or 8xS 0.84 to 1.11 4" SDR-35 PVC 6xl0 or 10xS 1.12 to 1.39 S" SDR-35 PVC 6x12 or 12x6 1.40 to 1.67 6" SDR-35 PVC > Notes: 1. AU boxes are a slandard 3.5 feet depth (INV to TC) 2. A slandard SDR-35 PVC pipe coup6ng is cast into the wall for easy connection to discharge drain 3 .. Dimensions shown are internal. Please add l' to each external (using S" walls) 4. In nne with TR55 dala, for Commeretal Developments a minimum (runoff coefficient) C factor of 0.85 is recommended. For Residential Developments, use of C factors lesS than 0.5 require individual site review . by Filterra .. 5. Please ask for Sizing Tables for other larget treatment goals, e.g. 0.3inihr 6. This sizing table is valid only for CA, NV, Az, OR, 10, AK & HI wwwJllterra.com ./ Rainier Avenue Improvements Project -PHASE I 21 November 2008 CityOfR Planning Denton IV/s/an JUL -92009 fRr IE rt;IEU~1E ftJJ Prepared For KPG I City of Renton Prepared by: ill?~~'n&'ii'@~'11 Enstneers/Comultants Jacobs Associates 11091" Avenue Suite 501 Seattle, WA 98\01-2988 Distribution To: From: Prepared By: Reviewed By: Mr. Jason Fritzler, P.E. KPG-Owner's Representative Jacobs Associates Stephen Njoloma Jacobs Associates Phaidra Campbell Jacobs Associates Carol Ravano, P.E. Jacobs Associates II Table of Contents 1 Introduction .................................................................................................................. 6 1.1 General ............................................................................................................................... 6 1.2 Project Description .............................................................................................................. 6 1.3 Authorization ....................................................................................................................... 6 1.4 Purpose and Scope of Work ............................................................................................... 6 2 existing Site Conditions .............................................................................................. 8 2.1 Surface Conditions .............................................................................................................. 8 2.2 Geologic Setting .................................................................................................................. 8 2.3 Field Exploration ................................................................................................................. 8 2.4 Subsurface Conditions ...................................................................................................... 11 2.5 Groundwater Conditions ................................................................................................... 11 3 Conclusions and Recommendations ......................................................................... 13 3.1 Site Preparation and Grading Recommendations ............................................................ 13 3.2 Retaining Wall Design Recommendations ....................................................................... 15 3.3 Signal Pole Foundation Design Recommendations ......................................................... 16 3.4 Pavement Considerations ................................................................................................. 17 3.5 Site Drainage and Erosion Considerations ....................................................................... 19 3.6 Seismic Design Criteria ..................................................................................................... 20 4 Closure ......................................................................................................................... 21 5 References ................................................................................................................... 22 Appendic;es A Boring Logs B CPT Results C Vicinity Maps 0 Photo Logs E Pavement Information iii 1 Introduction 1.1 General This report presents the results of our field investigation and provides geotechnical conclusions and preliminary recommendations for design of the Rainier Avenue Transit Improvement Project located in Renton, Washington. The purpose of this study was to complete subsurface explorations within the project alignment to characterize soil and groundwater conditions and develop geotechnical conclusions and recommendations for design and construction of the proposed improvements. 1.2 Project Description We understand that the Improvement Project will have two phases: the Preliminary Design Phase and the PS&E Phase. The purpose of our work on Phase I is to provide KPG with geotechnical recommendations including utility pole and retaining wall foundation design and pavement section design for the design documents. We understand that the City of Renton is working on improvements to Rainier Avenue South from South Grady Way to South 2nd Street. Improvements to this section of Rainier Avenue South would include additional Business Access Transit (BAT) lanes, pavement resurfacing or replacement, controlled and consolidated access points to existing business, and enhanced pedestrian environments. As part of these improvements new traffic signal standards will be installed at six (6) intersections. We understand that to accommodate roadway expansion, retaining walls to support embankments and fill and cut slopes will be constructed. At the time this report was prepared, specific design details for retaining walls and signal pole types had not yet been determined. 1.3 Authorization Our work was performed in general accordance with our proposal letter dated 31 August 2007 and submitted to Mr. Joe Giacobazzi, P.E. of KPG. Notice to proceed for this investigation was received on 8 January 2008 from KPG. On 7 March 2008 JA submitted a work plan for the geotechnical investigation to Mr. Jason Fritzler, P.E., of KPG. This report has been prepared for the exclusive use of KPG and its authorized agents for specific application to this project in accordance with generally accepted geotechnical/civil engineering practices. 1.4 Purpose and Scope of Work The purpose of this investigation is to evaluate the subsurface conditions and pavement sections along the project alignment and to provide geotechnical recommendations for the proposed new signal pole foundations, retaining walls, and roadway widening. Our scope of work consists of the following tasks: o Preliminary site visits to evaluate the site conditions, evaluate access, plan the field investigation, and locate potential boring and monitoring well locations; o Coordination of utility location at boring and coring locations; o Preparation of City of Renton Right-of-Way Use Permit and traffic control plans; o Coordination of the field investigation, supervision of drilling, coring, and cone penetration testing (CPT) subcontract work. ( a Logging the soil borings and pavement cores, and observing the installation of the monitoring wells; a Preparing a summary geotechnical report, including: 1. Descriptions of the site and boring locations; 2. Summary boring logs; 3. Descriptions of the surface and subsurface conditions along the project alignment. 4. Recommendations for the signal pole and retaining wall foundations, 5. Recommendations of the pavement section design. 7 2 Existing Site Conditions This section provides a discussion of the general surface and subsurface conditions observed along the project corridor at the time of our investigation. Interpretations of the site conditions are based on the results of our review of available information including results from previous geotechnical investigations at the site, site reconnaissance, and information collected during our subsurface exploration. 2.1 Surface Conditions Along the project alignment, Rainier Avenue South is a busy traffic corridor. It is composed ofa five (5) lane roadway segment between South Grady Way and South 3rd Place and a six (6) lane roadway segment between South 3rd Place and South 2nd Street. Within the project area, Rainier Avenue has sidewalks on each side of the roadway and is controlled with traffic signals at each intersection, except at the Hardie Avenue Southwest intersection. The project alignment follows a densely developed, busy section of Rainier Avenue, with numerous single-story businesses, a couple of strip malls, and several auto sales lots surrounded by parking lots. The project alignment is generally flat, except at the railroad embankment south of South 4th Place and the section between South Grady Way and Hardie Avenue SW (embankment at the USA Mini-Mart). The railroad embankment is approximately 17 feet above the existing roadway surface in the area of the bridge and is sloped at approximately IH:IV (Horizontal:Vertical). The slope in front of the USA Mini- Mart is steeper than I H: I V and has a low rockery in front of it. The remainder of the area is paved. 2.2 Geologic Setting The recent history of the Puget Sound Lowland region has been dominated by several glacial episodes. The most recent, the Vashon stade of the Fraser glaciations is responsible for most of the present day geologic and topographic conditions. This glaciation deposited a heterogeneous assemblage of proglacial lacustrine deposits, advance outwash, lodgment tiII, and recessional outwash. Post glacial processes primarily consisted of modem stream and river alluvium deposition over the recessional outwash. Prior to 1917, the Black River extended from its source in Lake Washington through this area to the Duwamish River in Tukwila. When the U.S. Army Corps of Engineers built the Chittenden Locks in Ballard in Seattle and excavated the Ship Canal in 1917, the water level in Lake Washington was lowered approximately seven (7) feet, which resulted in the Black River drying up. At the same time, the Cedar River was re-routed into a portion of the Black River channel so that the Cedar River would flow into Lake Washington and not into the Black, and then Duwamish, Rivers. (Luzier, 1969) As a resuIt of this history, the geology of the project area is a combination of fill materials and reworked glacial deposits that were eroded and brought downstream by the Black and Cedar Rivers. There are also some peat deposits that formed in the meandering stream environment. These deposits all overlie deposits of glacial origin. 2.3 Field Exploration The site reconnaissance was performed on 22 February, 2008 by Joe Schrank, P.E., of JA. The site reconnaissance was conducted to evaluate access and set-up conditions, and to locate and mark the preliminary boring locations. JA coordinated the utility locate requests and traffic control plans after marking the boring locations. Follow-up site visits were performed on 4, 19, and 3 I March, 2008 by Joe 8 Schrank to check for any utility conflicts at the proposed boring locations. A City of Renton Right-of- Way (ROW) Use pennit was obtained by JA prior to beginning the subsurface explorations. Subsurface field investigations were perfonned from 21 to 24 April, 2008 by Stephen Njoloma and Phaidra Campbell, both of JA. The field investigation consisted of perfonning exploratory coring of roadway pavement sections, perfonning ten (10) Cone Penetration Tests (CPTs), and advancing two (2) exploratory soil borings. 2.3.1 Pavement Coring Pavement coring was perfonned from 21 to 23 April, 2008 by Seattle Concrete Coring under subcontract to JA. The coring was perfonned to verify in-situ pavement thickness, and to provide access to the underlying soil layers for sampling and testing. Coring along the project alignment was perfonned using an electric diamond core drilling machine with a 5-inch or 12-inch diameter core barrel (l2-inch diameter coring was perfonned at exploratory soil boring locations). Each pavement core sample was retrieved, washed, measured, and documented with a photograph. At completion, core holes were backfilled with quick-setting cement grout. A summary of pavement core locations and the measured thickness at each location is presented in Table I below. Both Asphaltic Concrete Pavement (ACP) and Portland Cement Concrete (PCC) were encountered. Table I also contains pavement section thickness infonnation from a previous geotechnical investigation perfonned by Milbor-Pita and Associates. Approximate locations for the core locations are indicated on the Vicinity Maps, Appendix C. CPT-I JA-2 CPT-3 CPT-S JA-6 CPT-7 CPT-8 CPT-9 CPT-IO CPT-II CPT-14 CPT-IS PC-I PC-3 PC-S PC-6 Table 1 Core' Location and Pavement Thickness Southwest corner ofS. Grady Way and Rainier Ave. S. Northwest corner ofS. Grady Way and Rainier Ave. S. of Hardie Ave. SW and Rainier Ave. S Southeast corner or8. 7m St. and Rainier Ave. S. Northeast corner of8. 4th Place and Rainier Ave. S. Northwest comer ors. 4th Place and Rainier Ave. S. Northwest comer ofS. 3rd Place and Rainier Ave. S Southeast comer ors. 3rd Place and Rainier Ave. S. Southeast comer ofS. 3,d Street and Rainier Ave. S. Southwest corner ofS. 3"' Street and Rainier Ave. S. approximately 9 14 in. ACP over Sin. PCC IS.5 in. ACP over 6.5 in. PCC Sin. ACP 17 in. ACP 8 in. ACP 7 in. ACP Sin. ACP 3 in. ACP 4 in. ACP over 7.S in. PCC 8 in. ACP over 7 in. PCC 14 in. ACP 9 in. ACP 7 in. ACP over 7 in. PCC 7.5 in. ACP over 7.S in. PCC 7.5 in. ACP over 6.5 in. PCC 8 in. ACP over 8 in. PCC . Core P-I (Milbor-Pita) P-2 (Milbor-Pita) P-3 (Milbor-Pita) P-4 (Milbor-Pita) North bound lane of Rainier Ave. S. approximately 17 ft 11 in. ACP south of center bridge abutment North bound lane of Rainier Avc S. approximately 17 ft 10 in. ACP north of center bridge abutment South bound lane of Rainier A vc. S. approximately 17 ft 6.5 in. ACP over 6.5 in. PCC north of center bridge abutment South bound lane of Rainier Avc. S approximately 14 ft 7 in. ACP over 6.5 in. PCC south of center bridge abutment 2.3.2 Cone Penetration Testing Northwest Cone, under subcontract to JA, performed ten (10) electric cone penetration tests (CPTs) along the project alignment on 21 and 22 April 2008. CPTs were performed to determine soil characteristics including soil classification, soil strength and stratigraphy. This information was analyzed and incorporated in the formulation of our project design recommendations. The CPT soundings were performed using electric cone penetrometers and piezocone penetrometers. The penetrometers were advanced into the ground using a hydraulic ram mounted in a truck having a weight of approximately 20 tons. The cone and piezocone penetrometers have a diameter of approximately 1.4 inches. Cone tip resistance (Q,) and sleeve friction (F,) were recorded on the penetrometer during all CPT soundings. The pore water pressure during penetration was measured behind the tip (P w) in piezocone soundings. Data was recorded at approximately 2 em intervals using an on-board computer to provide a near continuous profile of the soil conditions encountered during penetration. The friction ratio (Fs/Qc) was computed for each test interval. Continuous profile plots of equivalent Standard Penetration Test N- values, and color coded soil behavior type, are generated and presented on the CPT logs. A summary of the approximate CPT locations and test depths are presented in Table 2 below; CPT results are presented in Appendix B. Approximate locations where CPTs were performed are indicated on the Vicinity Maps, Appendix C. During cone penetration testing, refusal was established as tip resistance pressures over 400 TSF. Tests performed in the roadway alignment between South Hardie Way and South 4th Place did not meet refusal with the exception of CPT-14. CPT's performed between South 4th Place and Southwest sunset Boulevard/South 3rd Street met refusal at depths between 15 feet and 20 feet below ground surface. Table 2 CPT Location and Test Depth !~~:;-:·CP..T;,,!,, .. . :" .;-~ .. ~;;,,} , . ~~'\ ~t "\ -f ,r"', ~:t~at191~' \ ,,' '"',, .<\It .' ,,~"-''''', ' 0 D~!/ '. ;'. >, "':_\'(:_~' ~:::,~1~' IM'i!itiP.lflT~~'tii>eiliiNft\~~·; CPT-I Southwest comer ofS. Grady Way and Rainier Ave. S. 26.57 CPT-3 Northeast comer of Hardie Ave. SW and Rainier Ave. S 31.99 CPT-5 Southeast comer ofS. 7~ SI. and Rainier Ave. S. 29.2 CPT-7 Northwest comer 0[8. 4th Place and Rainier Ave. S. 20.34 CPT-8 Northwest comer 0[8. 3rd Place and Rainier Ave. S 15.75 CPT-9 Southeast comer ofS. 3rd Place and Rainier Ave. S. 15.09 CPT-IO Southeast comer ofS. 3rd Street and Rainier Ave. S. 19.85 CPT-II Southwest comer ofS. 3rd Street and Rainier Ave. S. 17.72 CPT-14 South bound lane of Rainier Ave. S. approximately 350 19.39 ft before S. Gradv Way CPT-IS Southeast comer ofS. 2nd St. and Rainier Ave. S. 26.08 10 2.3.3 Geotechnical Borings To supplement the information obtained from the CPTs, subsurface conditions along the project alignment were explored by advancing and sampling two (2) exploratory borings (JA-2 and JA-6) with a truck-mounted, hollow-stem auger drill rig on 23 and 24 April, 2008. The exploratory borings were advanced to depths of 26.5 feet and 31.5 feet, respectively, and were completed by Holocene Drilling of Fife, Washington, under subcontract to JA. The approximate locations of the exploratory borings are indicated on the Vicinity Maps, Appendix C. A detailed discussion of the soil boring exploration program, together with edited logs of the exploratory borings is presented in Appendix A. At completion of drilling and sampling a groundwater monitoring well was installed at each of the soil boring locations. The wells consisted of 2-inch diameter Schedule 40 PVC pipe with a IO-foot screen section centered within the present water table. The borings were backfilled with clean silica sand for the screen portion and bentonite chips to the bottom of the pavement. A 12-inch diameter protective monument was installed flush with existing pavement in cement grout to protect the monitoring well. Groundwater monitoring wells were installed in general accordance with the requirements of Washington Administration Code 173-160, Minimum Standards for Construction and Maintenance of Wells. The monitoring wells are graphically represented on the summary boring logs. 2.4 Subsurface Conditions Based on the results of the field exploration program and our review of available geologic information, the project alignment is interpreted to be existing roadway pavement underlain throughout by roadway fill, the fill is underlain by alluvial deposits. Based on the core sections examined along the project alignment, pavement of the two (2) inner lanes for both the northbound and southbound directions consists of Asphaltic Concrete Pavement (ACP) underlain by Portland Cement Concrete (PCC) between II inches and 22 inches thick. The outer lanes, turn lanes and artery roads are predominantly paved with ACP between 3 inches and 17 inches thick. Fill was encountered to between 2 feet and 5 feet below ground surface (BGS) and consists of loose to medium dense, medium to coarse silty sand or loose to medium dense, fine to coarse silty, sandy to very sandy gravel. The moisture content of the fill varied between dry and moist. Alluvium was encountered beneath the fill in both borings. The alluvium generally consisted of interbedded layers of soft, silty clay to clayey silt; very loose to medium dense, fine to coarse sand and silty fine sand; and very loose to medium dense, silt. Thin, interbeds of medium dense to very dense, gravelly sand to sandy gravel and fine to coarse gravel were encountered. Cone penetration tests performed in the portion of the alignment between South 4th Place and South 2nd Street encountered a very dense layer of sandy gravel between 15 feet and 20 feet BGS. 2.5 Groundwater Conditions Groundwater was observed during drilling in both borings; at a depth of 25 ft in JA-2 and 20 ft in JA-6. Monitoring wells were installed in both borings. Boring MP-5 performed by Milbor-Pita and Associates in the vicinity of the Rainier Avenue Railway Bridge (lowest section of the project alignment) indicates that the groundwater can be as high as 7 feet BGS. It should be noted that the groundwater conditions reported on the summary logs are for the specific locations and dates indicated, therefore may not necessarily be indicative of other locations and/or times. II Furthennore, it is anticipated that groundwater conditions will vary depending on local subsurface conditions, the weather, and other factors. Groundwater levels in the project alignment zone are expected to fluctuate seasonally, with maximum groundwater levels generally occurring during the winter and spring months. 12 ( '. 3 Conclusions and Recommendations Based on conditions observed in the explorations and results of our engineering evaluation, construction for the proposed City of Renton Rainier Avenue Improvements Project -Phase I is considered to be feasible using conventional means and methods. Geotechnical conclusions and recommendations are presented in the following sections for the earthwork including road sub grade preparation, retaining wall, and signal standard design, and recommendations for a new pavement section. It is our opinion that there are no geotechnical constraints that would preclude project construction as planned, provided that our recommendations are incorporated into the design. Our design recommendations and conclusions were developed based on our current understanding of the project. If the nature of the proposed construction is changed, JA should be notified so we can confirm or re-evaluate our recommendations. 3.1 Site Preparation and Grading Recommendations 3.1.1 Site Clearing, Demolition, and Removal The amount of pavement and embankment demolition that will be necessary is dependent on the final design, which is not known at this time. Prior to earthwork operations, existing concrete structural elements and all pavements should be removed and the ground cleared of all unsuitable materials, including vegetation and topsoil. We recommend that any removed asphalt, concrete, and organic material not be reused directly as structural fill. However, asphalt and concrete rubble may be reused as structural fill if it can be adequately processed and meet WSDOT specifications for the intended use. In some cases, the existing utilities on site must be relocated. The underlying site soils may contain gravels, cobbles, and boulders. The contractor should be prepared to handle gravels, cohbles or boulders if encountered during excavation and construction. 3.1.2 Subgrade Preparation Roadway subgrade preparation for areas of new pavement is expected to consist of stripping and clearing of all vegetation and deleterious materials, removal of existing pavement, and excavation of loose and soft subgrade material. Following clearing, stripping, and any required excavation to remove unsuitable material, and before placement of any structural fill, the upper 12 inches of exposed soil should be scarified, moisture-conditioned, and compacted as described in Section 3.1.3 of this report. Over- excavation of unsuitable subgrade material should be in accordance with Section 2-03.3(14)E of the 2008 WSDOT Standard Specifications. The prepared subgrade should be proof-rolled with a loaded dump truck, large self-propelled vibrating roller, or equivalent piece of equipment in the presence of a qualified geotechnical or civil engineer to check for the presence of soft, loose, and/or disturbed areas. If any soft loose, andlor disturbed areas are revealed during proof rolling, these areas should either be moisture conditioned and re-compacted to the required density, or removed and replaced with Select Borrow meeting the requirements in Section 9-03.14(2) of the 2008 WSDOT Standard Specifications, and compacted to the required density. 3.1.3 Structural Fill Materials and Compaction For imported soil to be used as general structural fill, we recommend using a clean, well-graded sand and gravel such as Gravel Borrow, specified in Section 9-03.14(1) of the WSDOT 2008 Standard Specifications. On site soils may be used for structural fill if they meet the WSDOT criteria for Gravel Borrow. 13 In general, the structural fill should be placed in eight-inch horizontal lifts and compacted to a minimum of 95 percent of its maximum dry density, as determined by test method ASTM D-1557 (Modified Proctor). The procedure to achieve the specified minimum relative compaction depends on the size and type of compacting equipment, the number of passes, thickness of the layer being compacted, and certain soil properties. Before fill control can begin, the compaction characteristics of the fill material must be determined from representative samples of the structural and drainage fill. A study of compaction characteristics should include determination of optimum and natural moisture contents of these soils at the time of placement. We recommend that JA be on site to observe the appropriate lift thickness and adequacy of the subgrade preparation. A sufficient number of in-place density tests should be performed as the fill is being placed to determine if the required compaction is being achieved. If earthwork is performed during extended periods of wet weather or in wet conditions, the structural fill should conform to the recommendations provided in the Wet Weather Earthwork section below. 3.1.4 Wet Weather Earthwork Earthwork-related construction will be influenced by weather conditions. The existing subsurface soil at the site contains sign,ificant amounts of fine-grained sands and silts, which will make the existing subsurface soil sensitive to moisture. Traversing the exposed subsurface soils in wet weather with construction equipment will also lead to subgrade degradation. Furthermore, these soils may be difficult to compact if their moisture content significantly exceeds the optimum. Site grading activities using moisture-sensitive soil should normally occur during the relatively warmer and drier period between mid- summer to early fall. For wet weather construction we recommend the following: o Earthwork should be performed in small areas to minimize exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by placement and compaction of wet weather structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. Under some circumstances, it may be necessary to excavate soil with a backhoe to minimize sub grade disturbance caused by equipment traffic. o Material used as structural fill should consist of clean, granular soil with less than 5 percent passing the U.S. Standard No. 200 sieve, based on wet sieving the fraction passing the !4-inch sieve. The fine-grained portion of the structural fill soil should be non-plastic. o The ground surface within the construction area should be graded to promote runoff of surface water and to prevent ponding of water. o The ground surface within the construction area should be sealed by a smooth drum vibratory roller, or the equivalent, and under no circumstances should soil be left un-compacted and exposed to moisture. o Excavation and placement of structural fill material should be under the full time observation of a representative of JA, to determine that the work is being accomplished according to the project specifications and the recommendations contained herein. o Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. 3.1.5 Temporary and Permanent Slopes In order to accommodate the construction of the new retaining walls, temporary excavations into existing slopes along the roadway may be required. Based on the soil conditions observed in our explorations and projected typical shallow foundation depths, we anticipate that the temporary excavations for retaining walls will generally encounter existing roadway fill consisting of loose to medium dense, medium to 14 coarse silty sand or loose to medium dense, fine to coarse silty, sandy to very sandy gravel. Temporary excavations into roadway fill should be sloped no steeper than I Y,H: I V. Temporary excavation slopes should be protected by covering with plastic sheeting or other approved means to prevent erosion. Temporary excavation slopes should be the sole responsibility of the contractor. All local, state, and federal safety codes should be followed. The contractor should implement measures to prevent surface water runoff from entering excavations. All temporary excavation slopes should be monitored by the contractor during construction for any evidence of instability. If instability is detected, the contractor should flatten the temporary excavation slopes or install temporary shoring. If groundwater or groundwater seepage is present, flatter excavation slopes should be expected. In areas where sufficient space is available for permanent slopes, the permanent cut and fill slopes should be sloped no steeper than 2H: I V. To prevent erosion, permanent slopes should be hydroseeded as soon as practical or covered with either mulch or erosion control netting/blankets, and bonded fiber matrix. 3.2 Retaining Wall Design Recommendations We anticipate that retaining walls will be needed to support roadway cut and fill sections for the project. The following sections provide general recommendations for the design of the retaining walls. At the time this report was prepared, specific details regarding the retaining walls, such as type of wall, height and length, were not available. When a fmal design is completed, JA would be pleased to provide additional recommendations, if necessary, for the proposed retaining walls. 3.2.1 Cast In-Place and Modular Retaining Walls At locations where retaining walls will be required to support roadway fill, conventional concrete retaining walls or modular block gravity walls could be used. A sloped, temporary excavation would be needed to construct either the conventional concrete retaining walls or modular block gravity walls. Recommendations for temporary excavations are provided in Section 3.1.5 of this report. 3.2.2 Lateral Earth Pressures Conventional cast in place (CIP) retaining walls unrestrained against rotation (active conditions) during placement and compaction should be designed using an equivalent fluid density of 45 PCF, assuming level backfill and drained conditions. Design of any subsurface walls should include appropriate lateral earth pressures caused by any adjacent surcharge loads. For uniform surcharge pressures due to vehicular loading, fill, or pavement placed behind the wall, a uniformly distributed horizontal load of [K.] times the surcharge pressure should be added for yielding walls. Where large surcharge loads, such as heavy trucks, a crane, or other construction equipment are anticipated in close proximity to the retaining walls, the walls should be designed to accommodate the additional lateral pressures resulting from the surcharge load. Applicable vertical surcharge loads should include loads from fill or pavement above the top of the wall and surcharge due to vehicular traffic. We recommend establishing a vertical surcharge load of ISO PSF to account for loads from fill or pavement behind the top of the wall. Additionally, we recommend a vertical surcharge of 250 PSF be added in the design evaluation to account for vehicular loading. IS 3.2.3 Wall Drainage Considerations The preceding lateral earth pressure recommendations assume that sufficient drainage is provided behind the retaining walls to prevent build-up of hydrostatic pressure. To achieve fully drained conditions, we recommend the following drainage behind the backfilled walls: o Backfill within 18 inches of retaining walls with free-draining backfill that meets the requirements of Sections 9-03.12(4) of the 2008 WSDOT Standard Specifications. o Install drains behind and at the base of any backfilled wall. Underdrain pipe for gravity walls should be 6-inch diameter and conform to Section 9-05.2(6) of the 2008 WSDOT Standard Specifications. The pipe should be placed with perforations downward and enclosed in a minimum 12-inch thick envelope of free-draining gravel. The drain gravel should completely surround the perforated drain pipe and be completely enclosed by a non-woven geotextile material with a minimum 12-inch overlap. o To reduce the possibility of water ponding and infiltrating into the subsurface behind the retaining walls, the adjacent ground surface behind the wall should be sloped to direct run-off away from the top of the wall. Alternatively, a line brow ditch could be constructed along the top of the wall to collect surface water run-off and route it to the storm drain system. 3.3 Signal Pole Foundation Design Recommendations We understand that new signal pole foundations will be placed at some of the intersections along the project alignment. The signal pole foundations will be designed in accordance with the WSDOT design methodology. Based on the results of our field exploration and engineering analyses, it is our opinion that the proposed new traffic signals can be supported on drilled shaft foundations. The drilled shafts should be embedded sufficiently to resist lateral forces and resulting overturning moments. If the proposed traffic signal standard foundation conforms to WSDOT standards for the design, the foundation design chart presented on Figure 850-13 of the WSOOT Design Manual (WSDOT 2003) will be applicable for this project. It should be noted that the WSDOT design chart is appropriate for single-or double-mast arm standards with 90 degrees between arms. Furthermore, the "XYZ" value (summation of the wind load areas multiplied by each respective offset distance from the centerline of the standard to the center of the sign or signal display mounting location) for either a single-mast arm, or for either arm of a double-mast arm standard, must not exceed 2,300 cubic feet for the design chart to remain applicable. JA can provide appropriate soil parameters to support structural design of special signal pole foundations if the need should arise. Required foundation depths and diameters will be a function of the total "XYZ" value of each mast arm and the surrounding soil's allowable lateral bearing stress. Table 3 summarizes the maximum anticipated required foundation depth for 3-foot and 4-foot drilled shaft foundations situated on level ground or in slopes of less than 3H: 1 V. The embedment depth should be applied from the ground surface after stripping oftopsoil, or any over-excavation of softJ]oose soil deposits. 16 3 4 Table 3 Foundation Depth for Signal Pole Foundation silt and very sand silt and very sand 1000 PSF 10 to 15 8 to 11 Construction methods for traffic signal foundations typically involve drilling a vertical shaft with a single-flight auger drill rig, placing a reinforcing steel cage into the drilled hole, and filling the hole with concrete. Depending on ground conditions, the hole may be cased or uncased and the concrete placed by free-fall or with a tremie pipe. For small diameter holes (3 to 4 feet in diameter) advanced above the ground water table, the soil should have sufficient standard time to allow construction of the foundations without casing, although the loose near-surface fill could be subject to caving. If the foundation extends below the groundwater table, caving or sloughing will likely occur. Drilled shaft foundations extending below the groundwater table will likely need to be cased. Where casing is used, it should be pulled as concrete is placed while a sufficient head of concrete is maintained inside the casing to prevent caving and sloughing of the hole. Alternatively, the casing could be pulled immediately after the placement of the concrete, provided the hole is topped.off after the casing has been removed. Large cobbles and boulders are typically encountered in glacial deposits and large pieces of debris may be present within the fill deposits. The single-flight auger should be large enough to handle these large soil particles and/or debris. • A qualified geotechnical engineer should observe drilled shaft excavation and concrete placement. This will allow the opportunity to confirm conditions indicated by our explorations and/or provide corrective recommendations adapted to conditions observed during construction. 3.4 Pavement Considerations Design criteria for new pavement sections were developed using the American Association of State Highway and Transportation Officials design procedure (AASHTO 1993). The pavement design is based on the following traffic data provided by KPG: o Average Daily Traffic (ADT) = 50,000 o Growth factor = 1.5 percent per year o Growth period = 20 years o Percent 5 axle trucks or greater = 3 percent For the purposes of our design, an equivalent single axle load (ESAL) of21,000,000 was used for each of the traffic directions. Our design consisted of two (2) separate pavement systems: flexible and rigid. A flexible pavement system has a bituminous surface and a rigid system has a surface of Portland cement concrete (PCC). We have provided you with two different flexible pavement sections, one using a two layer system and one using a three layer system. All systems were designed using WSDOT standards. Depending on the locations where the road will be widened, the cross-section of the new pavement should match the existing pavement sections. At the time of preparation of this report, we had limited information regarding locations where the roadway will be widened. For the two layer flexural pavement 17 section we recommend using a minimum of II inches of ACP overlying 7 inches of densely compacted, crushed surfacing base course (CSBC). For the three layer flexural pavement section, we recommend using 5 inches of Hot Mix Asphalt (HMA), overlying 8 inches of Hot Mix Asphalt Base (HMAB), overlying 6 inches of compacted CSBC. For the rigid pavement system, we recommend using a minimum of 12 inches of PCC and 5 inches of hot mix aggregate base (HMAB). The assumptions for the flexible pavement and rigid pavement systems are shown in Pavement Infonnation, Appendix E; typical cross- sections are presented in Figure I, Figure 2, and Figure 3 below. ---~---.--- L Figure 1 Flexible Pavement Design for a Two Layer System r~-~====l I 'S ,1 , ! I~~ .' I 1----. Figure 2 Flexible Pavement Design for a Three Layer System 18 ( <J 120' pee ~ <J Figure 3 Rigid Pavement System The design is based on the assumption that the pavement subgrade has been prepared in accordance with the recommendations contained in Section 3.1.2 of this report. We recommend that the upper 2 feet of soil beneath the pavement section consist of dense to very dense granular soil, native soil, or structural fill. Depending on the depth of the cuts in these areas, the native soil may not provide suitable bearing for the pavement cross-section. In these areas," we recommend over-excavating and removing soil to a minimum depth of 2 feet below new pavements. Prior to sub grade preparation a study of the compaction characteristics of the sub grade matenal should be conducted. The study should be based on representative samples of the subgrade materials and should include determination of optimum and natural moisture contents of these soils at the time of placement. The pavement subgrade should be compacted to 95% of the maximum dry density, based on Modified Proctor (ASTM D 1557). A sufficient number of in-place density tests during grading work should be performed to confirm that the required relative compaction is being achieved. Base course materials used should meet the gradation requirements in Section 9-03.9(3) of the 2006 WSDOT Standard Specifications, and be placed in accordance with Section 4-04 of the 2006 WSDOT Standard Specifications. We recommend that a JA representative be on site to observe pavement subgrade preparation. The new pavement will abut existing pavement, in locations to be determined in the final design. Care must be taken to design a suitable joint between the two different pavement systems. 3.5 Site Drainage and Erosion Considerations 3.5.1 Surface Water Control Surface runoff can be controlled during construction by careful grading practices. Typically, these include the construction of shallow, upgrade perimeter ditches or low earthen berms and the use of temporary sump pumps to collect runoff and prevent water from damaging any exposed subgrade. In addition, measures should be taken to avoid impounding of surface water during construction. Permanent control of surface water should be incorporated in the final grading design. Adequate surface gradients and drainage systems should be established such that surface runoff is directed away from structures and pavements and into swales or other controlled drainage devices. 19 3.5.2 Erosion Control During construction at the site, implementing the recommendations presented in the section on wet weather earthwork can minimize erosion. The erosion control devices should be in place and remain in place throughout site preparation and construction. We recommend that erosion control measures implemented at the site conform to Washington State Department of Ecology approved "Best Management Practices." 3.6 Seismic Design Criteria 3.6.1 General Design ground acceleration for the project was determined using results from the USGS website, based on the National Seismic Hazards Mapping Project completed by USGS in 2003. The peak ground acceleration (PGA) at the project site is approximately 0.32g, based on horizontal bedrock accelerations associated with a 10 percent probability of exceedance in a 50-year period. 3.6.2 Soli Liquefaction Liquefaction occurs when loose, saturated, cohesionless, poorly graded sands temporarily lose shear strength as a result of increased pore pressures induced by vibmtion or earthquake shaking. Primary factors controlling the development of liquefaction include intensity and duration of strong ground motion, characteristics of subsurface soil including soil type, relative density, gradation, and age of deposits, in-situ stress conditions and the depth to groundwater. Potential effects of soil liquefaction include tempomry loss of bearing capacity and lateral soil resistance, and excessive settlements upon dissipation of the excess pore pressures. The results of our subsurface investigation indicate that the soils underlying the site primarily consist of silty sands, cohesive silty and clayey soils, and poorly-graded sands and gravels. Given these soil types, it is our opinion that the risk of soil liquefaction at the site during the design earthquake is high. We recommend that a liquefaction analysis be performed when design information is available for structures that might be susceptible to earthquake damage as a result of seismically induced settlement or soil liquefaction. JA would be available to perform liquefaction analysis when such information is available. 20 ! .... ,~-~-.,-.. -... "','-.. ,'''-, .. ~ .. ---... ~ .• ~-~ •. ~-.~~'-, .... ~."""~~'~''''· __ '''''''_M~_.,~~ .. ~~H, .• , .• __ ~_ •...• _ ... ~'''A'_''~'_'~'_'~M_' __ ~'~'_'_'· •• '~~''~"'._~ ___ ':',.".~~,~,.---"~.--•••• ., •• ~¥ •• -•• -.-••• ,.--~",,,, ..... '''''''''''~'''''~".· • .., .. ~'-'~' •• -.1 4 Closure This report has been prepared exclusively for the use of KPO and their sub-consultants and contractors for spe<:itic application to the Rainier Avenue Transit Improvements Project. The observations presented in this report are based on tho subsurface explorations and observations completed for this investigation, review of previous geotechnical work in the project area, and conversations regarding the project, and are not intended, nor should they be construed 10 represent, a warranty, but are forwarded to assist in the planning and design process. Considerable judgment has been applied in interpreting and presenting the results. Subsurface conditions can vary substantially with depth, distance, or due 10 unanticipated geologic conditions, and the integrity of the geotechnical design elements depends on proper site preparation and construction procedures. As the design develops, we recommend that we be retained to review tinal design plans and spe<:ifications so we can revise or augment our recommendations as required. During the construction phase ofthe project, we recommend that we be retained 10 review contractor submittals and make geotechnical engineering decisions, which may be required in the event that localized variations in tho subsurface conditions become apparent during construction. We appreciate this opportunity to be of service to you. Should you have any questions, or request additional information, please do not hesitate to contact us. Sincerely, JACOBS ASSOCIATES ~ Carol Ravano, P.E. Associate Anachments: Appendix A Appendix B AppendixC AppendixD AppendixE Boring Logs CPT Results Vicinity Maps Photo Logs Pavement Information 21 CZ~k Phaidra Campbell I Project Engineer 5 References o AASHTOO. AASHTOO Guide for Design of Pavement Structures.. 1993. o Milbor-Pita & Associates. Additional Field Data & Pavement Design Recommendations, Rainier Avenue Roadway Widening Project, Renton, Washington. June 2007. o Milbor-Pita & Associates. Earth Pressure Loads -Abutments, Rainier Ave Bridge. May 2007. o Milbor-Pita & Associates. Geotechnical Engineering Report, City of Renton -Rainier Avenue Improvement Project, BNSF Railroad Bridge, Renton, Washington. September 2005. o Milbor-Pita & Associates. Summary Addendum to Foundation Geotechnical Engineering Report -City of Renton -Rainier Avenue Improvement Project; BNSF Railroad Bridge, Renton, Washington. January 2007. o Luzier, J.E. 1969. Geology and Groundwater Resources of Southwestern King County, WA. Department of Water Resources. o WSDOT. WSDOT Pavement Policy. May 2005. o WSDOT. WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. 2008. o WSDOT. WSDOT Geotechnical Design Manual. 2008. o ASTM. ASTM D-2488, Standard Recommended Practice for Description of Soils (Visual-Manual Procedure). 2006. o Washington Administration Code. WAC, Title 173, Chapter 173-160 Minimum Standards for Construction and Maintenance of Wells. 2008. o USGS National Seismic Hazard Mapping Project. http://www.geohazards.cr.usgs.gov. 22 ! , A Boring Logs Subsurface conditions within the limits of the project area were explored on 23 and 24 April, 2008. The exploration program consisted of advancing and sampling two (2) exploratory borings (JA-2 and JA-6) with a truck-mounted, hollow-stem auger drill rig on 23 and 24 April 2008. The exploratory borings were advanced to depths between 25 feet and 30 feet and were completed by Holocene Drilling of Fife, Washington, under subcontract to JA. The field exploration progcam was coordinated and monitored by a JA representative, who also obtained representative soil samples, maintained a detailed record of the observed subsurface soil and groundwater conditions, and described the soil encountered by visual and textural examination. Each representative soil type observed in our exploratory borings was described using the soil classification system shown on Figure A-I, in general accordance with ASTM D-2488, Standard Recommended Practice for Description of Soils {Visual-Manual Procedure}. Logs of the exploratory borings are presented on Figures A-2 and A- 3. Additionally, we have included boring logs from a previous investigation that was performed by Milbor-Pita and Associates within the project alignment in 2007. The additional boring is presented as Figure A-4. The stratigraphic contacts shown on the individual logs represent the approximate boundaries between soil types; actual transitions may be more gradual. The soil and groundwater conditions depicted are only for the specific date and locations reported and, therefore, are not necessarily representative of other locations and times. A discussion of the soil and groundwater conditions is contained in the text portion of this report. Disturbed samples of the soil encountered from the borings were obtained at frequent intervals using a l.5-inch inside diameter (ID) Standard Penetration Test (SPT) split-spoon sampler. The sampler was driven up to 18 inches (or a portion thereot) into the undisturbed soil ahead of the auger bit with a 140-lb automatic hammer falling a distance of approximately 30 inches. The number of blows required to drive the sampler for the final 12 inches (or a portion thereot) of soil penetration, is noted on the boring logs adjacent to the appropriate sample notation. Soil samples collected in this manner were taken to our laboratory for further examination. Upon completion of drilling and sampling, groundwater monitoring wells were installed in general accordance with the requirements ofW AC 173-I 60. DRILL HOLlE LOG II lVJi&*P¥!' ........ "OO n Boring No.: JA·2 I!nzrneenlCo.ntul,,,nh Project: Rainier Avenue Transit Improvement Project Date Drilled: 4/23/2008 Client: KPG Project No.: JA# 4077.0 location: Rainer St.. Renton. WA logged By: poe Driller Holocene Drilling Elevation: Drill Rig: Hammer Depth to Water: 25 feet Figure A·2 w '" SPT N VALUE '" 0. enW-S,l " 20 40 60 80 ~ffi '" r 3:iz" r", en -" PL Me LL fu5 UJIIl o -' 0.0 U MATERIAL DESCRIPTION o;E Test Results I---O----l -'::E ...J=>~ ii-' en 3:~ Comments 0 0." III 0 " 20 40 60 80 ::Ez U e '" en iii o FINES CONTENT (%) 0 0 20 40 60 80 15.5" Asphaltic Concrete Pavement aver 6S , , Concrete Pavement S~TX 8-10-10 :: ~;~: Medium dense, light brown, fine and medium I (20) :. SAND with fine gravel, dry [FILL] / .. .... SW At 3 feet, lens of black organics and burnt wood :: .... 1-5 :::: S~TX 1-1·2 Soft, light brown with dark brown mottling, sandy '. • (3) SILT, moist to dry, trace organic rootlets [NATIVE] " , I , ML , _ 10 . • S~TX 0·1-2 L • • • • (3) Soft, gray, clayey SILT with lens of light brown, _or \ fine sandy SILT, moist Soft. gray, sandy SILT with lens of gray, fine ! ML SAND, moist , '7 '. • • • I-15 " 1=; S~TX Very soft, gray, clayey SILT with lens of fine sand, ::: • • • • 0-0-1 .: :-E<:-(1) moist " E , '. ' f-20 - S~TX ML At 20 feet, gray, clayey silt with organics, moist · • • • 0·0-2 ',' " ' (2) ' . . , '.' " , , • • • • I-25 : .. :. S~TX " Loose, gray, fine silty SAND trace organics, wet . ' , 2-2-3 .... SM ..... : :: ... (5) , . . :. . :. BaHam of hole at 26.5 feet. • • · • • • • 5 10 I I ( 15 20 30 1_ Ie __ Project: Rainier Avenue Transit Improvement Project Client: KPG Location: Rainer St., Renton, WA Driller Holocene Drtlling Drill Rig: ; Hammer Depth to Water: 20 feet moist wet ML MATERIAL DESCRIPTION GRAVEL, wet .. . :.: .. . ... . :.: .. .... DRILL HOLE LOG Boring No.: JA·6 Date Drilled: 4/2412008 Project No,: JA# 4077.0 Logged By: PDC Elevation: Figure A·3 Test Results Comments o FINES CONTENT (%) 0 IQ)~UlllHI©llE l©@ Boring No.: Il9P·9 ProjocQ: Rainier Avenue 8ridge Cllont: DMJM-Hani.cily of Renton LCICIJtIon: In median, north of center RR abutment on Rainier Avenue Drillor: Holocene Projoct No.: 15238 DIlto DrillocI: 5-19..Q6 II!lovstlon: 21 Losgod By: CAR Drill Rig: 8-61 Tl1ICk Rig Oo~ to Water: Data: ¥ 5-19.Q6 "..... 7 1\ Data: ¥ -8 16-. -to 10· . t5 5 20 -25 "'30 -10- Figure !') I 0 coarse ORA VEL (4 inches of Pit Run Oravel Fill) I-"'l~-, .... hlhen ;~: silly line SAND, coarse SAND and flne r\----I II!P: 1 \ORA VEL moio. / 3 8M Loose, gray, .ligh~ly CIBy'ey, silty FINE SAND, trace medium grading to silly line SAND, I:; u,u __ 1 with DCa!. ~oisl. / 4 Top 10": Very loose,~ilty line SAND with --\--;-;.-.h occasional 2mm peat layer gradinS to line Mll \~':~;;:'!"~.:cry looscl801\, blue, clayey SILT, ! 5 . . . . ,clayey SILT, trace line~S8n_.d;:J-' __ 1 ~ \wet I 6 SW Loose,gray, D' i SAND and fine ~ ORA VEl., grading to fine SAND, to fine to coarse SAND and fine to coone ORA VEL, weI. grading to fine SAND, grading to line to coarse SAND Bnd ORA VEL, wet. Oetting gravelly 7 1--- dense, gray, fine 10 medium SAND, trace 8 silt PAGE 1 of2 Depth: rOSI_ .5 4 1-- 3 r-- 4 [-- 6 r-- 22 1- 17 1-- .I \ II I~ Milbor~ Pita DR~ll HOLE lOG stSSOCIATES. INC. Boring No.: MP-5 Project: Rainier Avenue Bridge Project No.: 1523B Elevation 0 '" Test Results Well £.81 rn c.. SPT and 0 DescripUon ~~ Moisture Detail e!..J rn NM N • Depth (Ft.) :;:, Cl Varue SPTN-Value 0 rh'l 10 3 '0 I --....... J35 r:-;~-:-'-j -----.~. . ... ----------" ----.! ------t: ;:::, SP Loose, gray, medium sandy, FINE SAND, trace 9 8 I -15 silt, wet ---~ .... " ...... ---I---- .' :: : : . ...... .... ·-40 . ,'.' -----I---....... -20 .... : ,',' . ...... -----0-'-----.... : " " ...... ~ ... , I"'" . .... 'J ,,-45 / j;-:-l"M';;-: -Medium dens'e, rust, fine i-;;-coarse'SAND, gradi~~ ------------ SW-10 12 -25 / ......... SP to fine SAND, grading to fine to coarse SAND and -", _._.- ~jklU fine GRAVEL, wet -----"'\: -.. , ~':"" ~:~::~:.!: '" , ......... • t •••••• I~F~I: _._---f---1----f? 50 E''';:" --Very dens~, rust fine to coarse SAND, g~ding to--SW-11 56 -30-SP fine SAND, grading to slightly silty, fme to coarse 1----V ~ .. ",-.. ~.iH:F~· SAND and GRAVEL, trace clay, wet -1----II - 1"~';"" ~:~::!:.: ~ ~ .... , .... / ........ ~ ........... -55 gf:i~~: -SW--MediU~;-den~~:rust, -fine SAND, gr~ding to fine to 1---" f------.. _-- 12 20 -35-_ .. " .... SP medium SAND, grading to fine to coarse SAND, t---.. -'--.......... ~jH:r:;~ trace fine gravel. --.-.. _.' ---f---I-- ."~.:" " --~:~ ~:'.:'~: -- ~., ....... U""" 1.1 •••• ~ •• ---f---.. 60 mm;r-SW-: --Very dense, rust, slighty silty, medium s~ndY;-FIN t----._--------- 13 >50 -40 SP SAND, trace coarse sand, grading to fine SAND, ,.-----""'~'I" -----_. _. .~ ....... -sw: ~~rading to fine to coarse SAND and coarse --_. -- SP GRAVEL, wet. End of hole at 62 ft. Refusal on very dense sand H5 and gravels. -- -45 -' ..... _--.'._.--- -- -70 -" -- -50-- --.. --- \ Figure PAGE 2 of2 Jacobs Associates Depth (ft) ( o o 5 10 15 20 25 30 35 Tip Resistance QcTSF , ___ 1._ , ---;-""1-1---1-'--1""-.... -;- • Operator: Dafni Sounding: CPT-1 Cone Used: DSG1029 Friction Ratio FsIQc (%) o 8 \! ! ttl I ! I' • \: ') /' • (;. , :) : ~~l-~_I_l-~ I I I I I I I J2t..' I' : Jr: I I ---,-I I ...... ' I I I I I I l_!:=?!-I I I I I~-~k:;~ : : , , ' __ I_,--=i=+- I (r-, I I I I : :--::2:: : : ~~_L..J~~ / 1 I I I I I I I I I I 1 I I I I , t I I \ 1 I I I I I I I I I \: I I I I t ' I ,-,-..., I , ti=ff-,-~ l'f-.I ... J_' , ::~- ~"'II \~ ~ I I I I ,I I , I I I ~?::: : t: I I I I I R: : : : I -6:-r ~ -:-r 1 K .. L_! I I I I ~'). III I I,.J ::t::l=I-1 r 1)1 I I I I~' III I I.~ I I I I f-I I I I I I I I i--. I' ~I III ~>I I I I., I I , -l'_I_~,_1 r, '~ j': , Maximum Depth"" 26.57 feet fEJ 1 sensitive fine grained 04 silty clay to clay o 2 organic material 0 5 clayey silt to silty clay o 3 clay 0 6 sandy silt to clayey silt 19" Core was backfilled with sand prior to starling test ~Soil behavior type and SPT based on data from UBC·1983 CPT DatelTime: 4/211200812:21:06 PM Location: KPGlRainier Ave Transit Improvement Project Job Number; 4077.0 Pore Pressure PwPSI Soil Behavior Type~ Zone: UBC·1983 SPT N" 60% Hammer ·10 20 I ! ! I ! ! I I I. . 1-1--;-"'-+-1-, ,I • i I: \: (: , ~ I-~.!I_..J_.I._ 1<",' , , 'I , I I: i' I I: i I 1i·~(: '--'-• • , . • • • • \ : ) {;_.; : .. ~ . -;--1 ,-r-r I I I I , I , I I ,I I .. '\' I , I I I , , , I 1\ 115' I I._-f I '1' , , I , , , I, , , , -j !..-'-T-r .( . C; ): -~- o 12 , . " . , •• ,. , " . ,. , " . " . ., , 1!. _, " , . · " " " ., . · " · " · , · , " ,. , t--,-1 .... of i" r ... , .. .. , , , • , .. · , . , , , , , , . · , . , , , , , , , · , . , , o 80 rrrorr-1rr-1 , • -f? I 4.J • , .rt • , • • • , • • • • • • _LJ....J_'_J...J , , · , · , , , :). . '1.' : "I, .r'; U'_,_ 1. 1. • • · , • • , . , l~l ; f" ,\.: : , ~U"L I' , I.~ , I , r , _ -,-r.ri= r"'i , , } , (r • r,-,-r, , \ , , , , : ::""1:): -, ..... -,I~' , "" , "" I I I' 'I , , " I' I , tit t , " I' I' t, I t 1 '1 I t 'I "" -1-t-... -1-r .... ,. , , , • • , . · , · , , , · , , , • • Depth Increment = 0.164 feet 07 silly sand to sandy silt Ci 8 sand to silty sand ~ 9 sand In Situ Engineering o 10 gravelly sand to sand o 11 very stiff fine grained (~) o 12 sand to dayey sand (*) Jacobs Associates Depth (ft) o 5 10 15 20 25 30 35 o Tip Resistance QcTSF Operator: Dafni Sounding: CPT-14 Cone Used: DSG1029 Friction Ratio FslQc (%) 500 o 8 : : : : ! ! ! ! ! '--'-' , .. -':'--~--~?1 , , _, .• -'1 I '.......-1''-1 I , , , <::J_ I I 1 I 1 -"'-I_J~' I 1 I I I I I -1_--1 I I I 1/71 I I I I I 1, . .-1 I I -+-~ -~--:::;;-'-f-~ -'--~- I I~I I I I r '[I I I I I I , , It' I I I :.---~: I Ir, I I I , [/', 1 , ,I I , I I I I r I I I , I I I I Q::::: : _~ ..t-~--:--:--1..-~-7-J.- I I I I I 'I ( I I I , I !) I , , , , :j: f I I I' I / 1 I I I I I I \ ' I I I I I' I I I I I I I r-'t-~-~--:--:--I--~-I _.1_ I I~ : ~ll I I ~-... _ I , ,:A ,--r , c[ I I I I I : -.. : --~-:--:-~:-.-- 1"-' -l-~--'--'--:--~-r-T- f-~ -, -,--:-T -~-~ -T -,-, I 1 I I -1---I --i--I--I--t-_I--~- , I r I I , , , ,-\-!-!-!J ! I , I J-I-1::.r- I I~ Itt (1'1 I I < I I I I : I : : : : y I I I I I l: I I t I ! t I , I +1111'1 _1_ '--t _ ~-t i I I l'"--l3,! }-: I 'N' f' ,;:: , , , , , , , , , , , , ~-:-~ i---: r: (: , , , , , , , , , , , , I ~ _:_ L t: 1 I , , , f:-i1 : I 1 I I , I 1 I , , , , , , , LJ , I---: ' , I I I I ~--rl-I-rl , , , , , , , , , , -..;-to -r -1-1--1 , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , Maximum Depth = 19.36 feet :J 1 sensitive fine grained 04 silty clay to clay 02 organic material 05 clayey silt 10 silty clay o 3 clay 0 6 sandy silt to clayey silt 14" Core was backfilled with sand prior to starting test 'Soil behavior type and SPT based on data from UBC-1983 CPT DatefTime: 41211200810:58:46 AM Location: KPG/Rainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type· Zone: UaC-1983 SPTN' 60% Hammer -10 20 , i i ! ! I I I , 'I I I 1 '--),--1-+-.... I ' , l.. '_..I_.L _ L. , " \ ) d_ , , I I :) , , , :('""".: '\ ' I ~:. I , , -,-l-T-r , , r I-'-T-r , , -,--i --t -I- o 12 r:-w~~::: ~I~'t (,1, I I I I 1 • .1 I~, 1"'1' "1'1 },:: l:' :.: 1'_ I I ,t). 11'0 1 I." 1 .. "II 11_1 II I I 1 II 1.'1 I ,'II', 1°1 11..1 it I II 1 , I r ~t:-t_'I~..j '" + ~ r-. /lllIlrrJ.i 1'1 \'1 I 1 1 r:": "'YI I I tell I ! , , ! I ! ,_, I I . , I" '. ·-1 I l: :;: ':': : : '] '.:<' L·r ' .. ' '.' l' 'I '·1 1'1 1 I , il'I II I r , ! I (I '" 1.(' I ~.~:!":~~~. LL- i,II'I 1,1' i ,'i"1"'" I" j 1111' II', I I I" ,'i'i I (II', 11.'.1 ( I I I 1'1 I J ( I I I )1, I " "I I'fl I I D""'" '-Ll, " , Du., ':·1::' • 1'1 , " " , ("'1 II """D': (, Ii, I'", I t "I~:~:~:~!w~: : I I' I I r "! I' I 1 I I I I I "1"11111 -"llTrr , , , , " , , , , , , , , , , , , , , " , , II I I I r-I"'TTr , , , , " , " , " , " , " , " , " , " , , , , " , " " , " , , , , , , , " , " , " , " , t--1--1""1 -I <to to I-, , , , o 80 , I , I I Iyi Q, , , , "'~" _1_ ~ -1_ -t I' I I I I I I I 'I I 1 I I I I I I I I , I , I I , -t :I~ I I: I I I I ( : iii i I I I I I 1 __ L ..I_I L..I :;': ' , , , , , , , , , , , , , , , :(: : I~UJ_ I I I I 1 I I I I I I , I I I I , I I I J;' I I I 'Lh I I : "0: I '.'.[ , -·f-I I I , , , , , , J I I I , , I --rl--r"1 , , , , , , , , , , , , -1-r--r --1'-1 , Depth Increment = 0.164 feet 07 ':J 8 [19 sifty sand to sandy silt sand to silty sand sand tn Silu Engineering o 10 gravelly sand to sand o 11 very stiff fine grained (*) 012 sand to clayey sand (*) Jacobs Associates Depth (ft) o 5 10 15 20 25 30 35 o Tip Resistance QcTSF \ ' , ,...-~_.t_.J ____ I __ I I I I , , I 1 I I I f-{-,-,--:--'--' " , -~ -~ -~--:--,--r -~ -~ -~-, " , I I I I I --t-~-~------~-~-~--t- I ,I 1 , " Operator: Dafni Sounding: CPT-11 Cone Used: DSG1029 o Friction Ratio Fs/Qc (%) , , , , , , , , r; , , , ~--r~-I , , , r1 8 Maximum Depth = 17.72 feet ii 1 sensitive fine grained 04 silty clay to clay [J 2 organic material 0 5 clayey silt to silty clay 03 clay 06 sandy silt to clayey silt 15" Core was backfilled with sand prior to starting test ·5011 behavior type and SPT based on data from UBC-1983 CPT DatefTime: 4/22120081:26:15 PM Location: KPG/Rainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type" Zone: UBC-1983 SPTW 60% Hammer -10 20 I I : : : ~ I , 1 ,I " ! I I t I , I i I I I -1--1--1-+-.... - I : I J " , 1 1: \' _~J; __ L_ '(' " , , , , I', I '\! , " , <\, , " !...-.r, :~'l , 'I I I I , I _~ __ ILJ_l_1 : ;> I ...... i C' I ~?-: " , , , , , -; -I-~-T-r- -;..-:-~--t-~ , I I , I , o 12 "".," i I' I' I ~,' i C':J:'H I ~ f' I 'I '-;~~~:::-' , r _, -I, H , , , , , , , , , , , , , " " , , HL I I II t I I I 11 I I , , , , " , " , " , ""~-;,!t~' , , :' :,~:.~ :::-~I:;AI~l : : l!.rt:.:.I':""!,!..I jl,!J.d) !.. I II I I I I I I I I I I I I I I I I I I I II """ II I I "I I I I II I I I , I I " , , -,"Trr , , , , , , , , , , , , , , , , " , , , , , , , , , , , , , , , , " , , , , , , , , r "'lTrr , , , , , , , , , , " , , , , , , " " , , " , , , to. -1-1;; T ...... , " , , , , , , , , , , , , , , , o 80 \!,! ! ! I II , "~of' I I I I I I I I , , , :1-'; : :): : ,r I I 1'1 I I r. I I I __ l-~_:_I ~- 1i, , , , , , , , , , , , , , , , , , , , , , , , , .. .J _,_ L..J , , , , , , 1 I , , r.--~~-;; , " I 1 I I , , , , , , , , " I I " I I I I , , , I I I I I ~-1-"';-1-"';- I I I J , , , , , , , , , , , , , Depth Increment = 0.164 feet 07 ,;;]8 09 silty sand to sandy silt sand to silty sand sand In Situ Engineering 010 gravelly sand to sand D 11 very stiff fine grained (*) o 12 sand to clayey sand (*) Jacobs Associates Depth (ft) o 5 10 15 20 25 30 35 o Tip Resistance QcTSF \_~ ~ ~ ~ ! ! ! I I 1--,.1 1 , 1 1 1 ('" , , , , , 1 1 I 1 , , , Operator: Dafni Sounding: CPT-10 Cone Used: DSG1029 500 \i""" 1 ... -'"'--1--1--1--1--1.-'--... - 1 1 1 , I 1 1 1 1 , 1 I , , 1 1 I 1 , , .1._.1_-'_-' __ ' , , , _ c_ , , ______ L_ , , , _.L_.I. _ , , , - T -~ -~--1--'--~-~ -r-~-, , , , I I 1 I r*-;-;-~----~-~-T-~- I I 1 1 , r.-I-r,-I-r~-, " , , , , , , , , , , , , , , , , , , , , , T"I--t-; , Maximum Depth = 19.85 feet iJ 1 sensitive fine grained 04 silty clay to clay 02 organic malerial 05 clayey silt to silly clay o 3 clay 0 6 sandy silt to clayey silt 12" Core was backfilled w'llh sand prior 10 starting lest 'Soli behavior type and SPT based on data trom UBC-1983 CPT DatelTime: 4/22/2008 11 :45:36 AM Location: KPGlRainier Ave Transillmprovement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type" Zone: UBC-1983 SPTN" 60% Hammer -10 20 I I ! I ! I: : \, , , , (, I I' , !: : I---~'-'-- ~j f--~-:-~-T-~ , !-i-I-;-*-t- " , o 12 ~"",:!:q, , , , , , , " " , " " " , , , , , , , , , , , , , , , , , , , , , , , , , " " , , , , , , , , , , r " , , , , ,"Trr t--1 ... "1 -t 1-t-t-, " , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , " , , , I II I , , , , , , o 80 ~,! III! " , , , , I I I I I' I' , , , , 'I I I , , , , 1 1 1 I 1 r.--T'--T~ --!--t-~-:-l-t , , , , , , , , , , , , , , , , , , , , , , Depth Increment = a .164 feet o 7 silty sand to sandy silt : J 8 sand to silty sand t~19 sand In Situ Engineering o 10 gravelly sand to sand o 11 very stiff line grained (*) o 12 sand 10 clayey sand (") Jacobs Associates ( uepth (ft) o o 5 10 15 20 25 30 35 Tip Resistance QcTSF (-~~=:/: I : I : I I I I I o 0 o o o o o o o I I I I Operator: Dafn; Sounding: CPT-9 Cone Used: DSG1029 500 Friction Ratio FslQc(%) o 8 1+-+_~_.,.j __ I_ --1--... -.. -.... - o 0 o 0 I ) -T-o --,- o -. -,-,-,---r-r-r-T- o 0 o o 0 0 -1"--1-;--1---1--1""-t--1"- I I I I I ~-t--t- LJ o " Maximum Depth = 15.09 feet 1:.11 sensitive fine grained 04 silty clay to clay D 2 organic material 05 clayey silt to silty clay o 3 day 0 6 sandy silt to clayey silt 3H Core was backfilled with sand prior 10 starting test *$oil behavior type and SPT based on data from UBC-1983 CPT Dolemma: 41221200810:48:33 AM Location: KPG/Rainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type" SPTN" -10 20 !j : : : I -...,' I I I , I , I I I 0 I o "-'0 \ I I I I ; I I r I r-~-:-1-~-~ o 0 0 -~-I-~-~-r- o o o 0 0 -)--1-"1-1" -t- o 0 0 o 0 0 Zone: UBC-1983 " ~~. 00 00 00 -';"',' "," .tR:W I 1-1-1-1 -I- I I 1 1 1 I I I I I I111 I I I I I II I I I I I 1 I I I I I" I 12 00 " 00 00 00 00 00 00 00 00 00 00 00 " " " " " 00 00 " 1'1 I I 1 -'-Ill T r r r I-."Trr o 00 00 00 00 1 I II t---1"1 ... T t-t- o 0 0 60% Hammer 80 !J=~I I I I r o 0 o 0 0 o 0 0 o 0 o 0 o 0 0 o 0 0 ~ _I ~ 4_ ,~ y_ L..J_ L..J o 0 0 (: o 0 0 o 0 1\ I 1 : ·-~-l : ;",I",-J...",,~~ -:--0 0 o 0 o 0 --1-0 0 ,,-" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ~-' 0 ,.,--r, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :-:-,.-"' 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Depth Increment = 0.164 feet 07 llJa 89 silty sand to sandy silt sand to silty sand sand In Situ Engineering o 10 gravelly sand to sand o 11 very stiff fine grained (*) o 12 sand to clayey sand (*) Jacobs Associates Deplh (ft) o 5 10 15 20 25 30 35 o Tip Resistance QcTSF , I I I I Itt I , ~ ~ _4 _ .... _ ..... __ 1 __ 1-_lo _ .. _._ I I I I I , , , , , ' _ J. _.1_ , , , '. , , '-' , :"i---!-_ : I I I ,---r--..... ,1_ J _ J __ ' __ t_<CL_L. _l._1_ I I 1 -r--.,----, Operator: Dafni Sounding: CPT-DB Cone Used: DSA0902 Friction Ratio FslQc (%) o 8 ~!-n! I! 't , • I r r. r • , , ~I , • , ?-.L' I , 1 '-'-_1;. I • ,_.1--1 I 1$1 , 1 I :' : : :: , :>: : :: : ~~,_ lo -I _1_ .. -I _ 1/1 I , , , • I ;( ..... ~ I , , • I ~-." .. : :<P:~: : : 1 I I-I>. , I --'_~-I-' , , , __ ~_'_LI I I I I I , r-c:c: , 1 I ,rT' I -!:J._l--( , I , '-I-·t-~-..I.-.l_l , '('-""'1'-1' ~_I_-L.J_'_1.~_ , • V' , I I , .t..-A I , • I :-d-: : : : (: ~~~=:- 1 , , , I I I I I , :>. , I : : ' j: 1 ::: I,:., I I , I , )11-L.l_:_LJ,' , " , .<=1" __ , , - , )-T-1-'-I--'--,--r-r-T- f-T -,-~-_' __ '--~ -r-T -'T-, , , " • 1 -1" --1-"1--'--'--I--r -r -... -, " , " r --r, -,-r' , , , , , , , , , , , , , , , , , , ~-:-r~-I-r"1 " , , , , , , , , , , , , , , , , , , , , , , , , , Maximum Deplh = 15.75 feel "] 1 sensitive fine grained 0 4 silty clay to clay 02 organic material 05 clayey silt to silty clay 03 clay 06 sandy silt to clayey silt 5" Core was backfilled with sand prior to starting test ·SoU behavior type and SPT based on data trom UBC-1983 CPT DalelTime: 4122120082:27:45 PM Location: KPGlRainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI SOil Behavior Type· Zone: UBC-1983 SPTN' 60% Hammer -10 20 Ii! ! ! , ' 1 I :-~~!...-'r: ' , , , , , : \ : : ~-~ I I :--.....: I , -"-:-~~: -~-, , , I , I , , : : ~:;= I I 1 1 , ~ : : ,'--,_t_ , I ,_ , , ~.0 1 , r-.! : : I;:::'~ _~_'_.J_J.""'~_ , 1 I 1'1) I I I.-!----I :c:-:-: : ,'L--:r::.=:r=i-.,.r-, , I , ~=:J:::r.=:r=I- , • I I I I I I , I " I , , I r, : 1 I 1 1 I I~:-J-t-i-- I ..... ' " , " , " ~r-'--i-T-r -i--"1-"'-r , o 12 i I II I I , 1 , 1',1 i t 1,,1 111' 1 ! r, tit '-:-h:: i j, II ~ [] . 'I ";1 "I " , " , , " " , , " " , , , , , , , , , , , , " " , " , , , , , , " , , , , " , , , , " , , , , , , , " , , , , , , , , , , , " , " , " , " " , " , "ll 'III , , , , " , " , -,i"llTrr rl-"'TTrr ,t II , " " , , , , , , , , , , , , , , I , I' t-,--t"1"11'rt- , 1 II I " , " , " , " , " , • I.' " , " , " , " , " , " , o 80 ~~':~-LL, : : : : : : !S I I , I'~I-P-r t , , , , , , , , , , , , , , , , , , , , , , , , , , I I I I , , , L..., __ ..... _ .~ , ~ __ 1..J_ 1., ~,~ I I , I 1 I " t, I • I' 1 1 , t , 1 , , , , , , , ttl I 1 , I I , , I l 1 I 1 I LI I I , "~l • t , , I~ , ~-:-t~-:~ ~- _*' .1_*_*_1 .• 2::P , , , , , , ~ , , , I ~-,-r"l--r"l , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , t , , I r--r,--r, " , , , , , , , ~--r~-:-"'"1 , , , , , , , , , , , , , Depth Increment = 0.164 feet o 7 silty sand to sandy slit [1 8 sand to silty sand [J 9 sand In Situ Engineering CJ 10 gravelly sand to sand o 11 very stiff fine grained (*) o 12 sand to clayey sand (*) Jacobs Associates Depth (ft) \ o 5 10 15 20 25 30 35 TIp Resistance QcTSF Operator: Dafni Sounding: CPT·7 Cone Used: DSG1029 Friction Ratio Fs/Qc(%) o 500 ~:--:--:-:_L_: : : ! , I I , __ ,._,==F-r I I ._I_.rI , I , I .---r I (: I /: r I I I I I I l I I I I I I I , I I I I I I , I '] I I I I I , I I ~~_4_~_~ ____ ~_~_~_~_ ,I : I I l : : (, , I I I I I--.1.(_..1 _..1 __ 1__ _I.. _.1._ J._ ) I I I I <' " ( , ( I :: :: I I " I I " )t-~ __ , __ I __ :_-_l_ -i- t i :: : (" L' , , , l_-.L_' , I I r-. _.l I , , I I '·2 I -T-l-~--:--' ----r-"""r..::...-t_==__ , , , , , -T-;--f-, , , , , ----r-r-r-,.- -I--.... -T-... -, , -i- '-;-:-"'~-I t-ot , , , , , , , , , , , , , , , , , , , , , Maximum Depth = 20.34 feet f~ 1 sensitive fine grained 0 4 silty clay to day o 2 organic material (J 5 clayey silt to silty clay o 3 clay 06 sandy silt to clayey silt 7" Core was backfilled with sand prior to starting test ·Soil behavior type and SPT based on data tram USC-1983 CPT DalelTime: 4122120089:42:21 AM Location: KPG/Rainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type" Zone: UBC-1983 SPTW 60% Hammer -10 20 : ! : : : I, '}:: , i I )): I I I I I I I I I I I I v' I I _Io..',-I_+_J..._ I I) I I I 1.'>1 I I il I . , , ,~'\: I I ~ ':;'0" I I I I " , I_I I I ,), , , I I I I I _~I_.J_.J._1. :-t: :: I I I I I I 1 I I I I' I I I 1 I' I I I '--..:,. I I I , :""! I I I r.:::; I I I '/1 I _: __ :_~'t-+_l , I I-; I ~:_:--A , , , , , , , , , , , ~: : :--:-j 1 -:--;-~\-T-r I , I I t _i-_I_~_~_~ , -.... 1-+1-1"-1-, o 12 " , , , " , , , , , , .. rl--""lTrr , , " , , , " , , , " , , , " , " , " , " , , , .. , .. , , , , .. , , " , , , " , , , " , t--I-l-f-t T t-t- I I I I , , , .. .. , , , , , , , , , , o 80 ~~-!,L: ! : I 111~lJ I f'f ;rY!-:: I I I I I I I I I I I I I r r r r I I I , I I I I I I I I I I I r I , ~-, , , '\ ~ , I I I I I I I I I I ~-r __ ~ ... " , , , , , , , , , " , 1..J_ 1..J --; -' , 1 I , , , , , , , , , , , , , ~-I-t-~-I-~ ~ " , , , , , , , , , , , , , Depth Increment = 0.164 feet 07 ::18 09 silty sand to sandy silt sand to silty sand sand In Situ Engineering o 10 gravelly sand to sand o 11 very stiff fine grained (*) o 12 sand to dayey sand (") Jacobs Associates Depth (ft) o 5 10 15 20 25 30 35 o Tip Resistance QcTSF Operator, Dafn! Sounding: CPT~5 Cone Used: DSG1029 Friction Ratio Fs/Qc (%) 500 o 8 , I: (: I , til 1 I I ~~.' ~-~-~-~--:--"-~-:-'- I tit t I I I I I " " , , I " ,t I , , " " , I , I I I' , I , I " I, , , " .1_.I_.J_-' __ ' __ , , , '--.' " , , _ I.._L_J._ , -tj, ---:--,--'--, , , , , , , ' f: (: : -l--""t I I ") " 'I I I -(1---i -,--;--'--:--r -f -!-, ' TI!!!! ! . -;-:--::::.::=:=!= , '<::;l' , , I : : : 1 : : I I ,_ .. /. ~r·1 I I I I , • I I I , , <:~:::: : ~'_I_l-"" __ l--I >: : :: :: , , , , , , , , , , .1 , , '.:;' , r ..... 1 I I ''?" ~..--:-: , I I I . " , , ::::.!." , ,~ t""(~r ,-,-r 1- !-1 I I (: I :: , I I I " , , > ~ I I I , , , I: I I: , , , , , , , , , I)" I I ~_:_ ,_t_~ (I I I " , ,), ~: 1(" I I>' , , (f i : : , I I I , I I I Maximum Depth = 29.20 feet j 1 sensitive fine grained 0 4 silty clay to clay 02 organic material 05 clayey silt to silty clay 03 day 06 sandy silt to clayey silt 17" Core was backfilled with sand prior to starting test Soil behavior type and SPT based on data from UBC-1983 CPT Dateffime: 4/21/20082:40:24 PM Location: KPG/Rainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type" Zone: U8C-1983 SPT N" 60% Hammer -10 20 ! II ! I , ') :,..-~ C I ::l I , ,) I -~-:}~-~-.- • , , I I I I I I J I I , ~>: ' I 1,\1 , 'j' I , , , i i): : , I , I f-~_I .1_.1_ '\' I I I , I I , " , , I : :\: , , , , I .. ' ,,(, I :/: I I , I I I ' __ '_J_l_L • I I I , , , , L' , , ::->' , , , 'r ' 1,1 t : :~: I 1(' _I. I , I I --I--'''-~-T-r I ~_"_' I I /f' I' I L ':' ' , , , , , , :~: (: I I , I I' I t-'-'-'-T-' , , , el'" , , , , , I~ll : :_:): rr--I I I ll_' I , , -r-I I I I I I I r-t--I-"1-1" -t-, , o 12 " " " " " " , , , , 'II I I I! I " ~ • .J.J.J.11.L. " , 1'1 I I "I r I '-j' " I I II r 111'11111 II I It "II I I I i I" ~r-I-""i! .• "I-' I.' f 11;1 J I ~::~: Ii.' 1"11'1 I J -0' , (.' t, I ! I I 1"'1 I ! ' t,1 I. I, I" I ~ I I I '. f 'I :.1 : : I. 'i! I 'I 1'1 I I "'111" 1 , I I It I , ,.. -I"""i"11'" t-t-, , o ! 1 I ! ! ! ! ~~ , , , , , , , I I , I t I I I , I I , I I , I I I I I , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , , 80 w-_. , , -:-~~- , , , , , , \t: i :\; , --\~~-; , , , , , , , , , , , , , , , , , , , , tJ , :(1 : f Iff t 'i' I' " 1,' I ,I I ~ I I I 1 ~ I I I I +\-i rvr' , , , , , , , , , , J~ ,i I-i-,-, r, , I I I v" I I ~I I I I I. ::~I: 11'>' I I.-f" I I I , '1ic1 ii' I I , I I , I I I I LI I I , -l._t_t::l=r=t=l I I I , I I I ~_:_~~_'_~~ , , , , , , , , , , , , , , , , , , Depth Increment'" 0,164 feet o 7 silty sand to sandy silt n 8 sand to silty sand Us sand In Situ Engineering o 10 gravelly sand to sand o 11 very stiff fine grained ( .. ) o 12 sand to clayey sand ( .. ) Jacobs Associates o 5 10 15 Oeplh (ft) 20 25 30 35 \ Tip Resistance QcTSF Operator: Dafni Sounding; CPT·3 Cone Used; DSG1029 Friction Ratio Fs/Qc (%) o 500 o S rrr-rr"n ,-,-,--r-r,--rr,---,----, -!-!-!~=~-~~.~-. ) i o 0 0 ~ __ ~_~ __ ~ __ L_L_~_ \ 0 i\. _ J_ _' ____ 1 _ 0 '-0 0 0 :) 1 0 0) L...-r 0 0 0 0 0 -'-"1-0 -r-r-r-T- rn 1 sensitive fine grained m 2 organic material 03 day Pre·pushed top 2.5ft "" I' ~ : : : : : ~.:: ;~:~.:.-: -:-:-.; ~, , , 1 l ' , , , : .... : I I 1 , 1 ('I ~~:_~~_I_~~ o o~ 0 0 , I I I , 1 I I I , 1 1 : I I : (I 1 I ,\ I I (i 1 o )0 I 1'1 1 : i): : *~J 1 1 1 _1_.l..J _ L.J 1 1 I 1 \1 1 1 • l'~'1 1 1 01'0 1 (I r . } .... : 1 ' ...... I 1 1 -I) 1 .. I .) 1 I I I»' r....-I , 1 1 • , r , 1_'_ L J _1_ L J I , I , I , 1 I , 1 I 1 I 1 1 I I 1 , I o 0 o o 0 0 o 0 0 :--?: C-~ I I 1 -}-} : H j:..r)l-I-f 1 I '--"--1_. I t i::.:1~·rI I I '7 : r: I Ie. 1 1 !,A>r 1 y r 1 Y' I 0':: '1 ...... ' r I 1 r~'~-'-~' I I I I • 1 I I I), 1 • 1 I 1 l\...t r I I I I .\1. I l't· ... I o Yto>o I r r I I o OJ.' 00 1 r 1 r I I oJ r I I , I t t, 1 I I I r I r • 1 ~.~:-~~-:-~~ "!~ : r°-?O ,,-00 ~~O o 0 0 Maximum Depth'" 31.99 feet o 4 silty clay to clay D 5 clayey silt to silty clay 06 sandy silt to clayey silt ·Soil behavior type and SPT based on data from UBC-1983 CPT OalefTime: 4/21/20089:46:01 AM location: KPG/Rainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type· Zone: UBC-1983 SPTN' 60% Hammer -10 20 o 12 " 00 r I'll r 1 I I I II II I 11.11 I I r I 1 1 I 1 II I I I' 1 I I 1 I I o 0 0 o 0 0 o 0 0 o 0 0 o o 0 o 0 0 o 0 0 __ '--I_l_~-I o 0 l, ~\l o 1 :jO o 0 o 0 o 0 roo J:::o o 0 0 -r.-r o I~ m t :' -: ~'- o 0 o 0 o 0 0 roo ~.: : -:1'"- : I. o lo _< 0 o 0 o 0 o 0 o 0 Depth Increment = 0.164 feet 07 !!lis 09 silty sand to sandy silt sand to silty sand sand In Situ Engineering o 10 gravelly sand to sand [J 11 very stiff fine grained C") 012 sand to clayey sand (*) Jacobs Associates Deplh (ft) o 5 10 15 20 25 30 35 o Tip Resistance QcTSF --;--~~:_.:!~=!:o* I I ! ,?:-:::: : (1 " " l!",,, , Operator: Oafni Sounding: CPT-15 Cone Used: DSG1029 500 -: _~_-I_-I--'--I--j..-I--","- I ", '" I ,I' I I I , , , -" , .I_.J __ I __ , , , _(J~ _ _ _, __ ,-_ 1): , , , , (: : i~_: : <-.~ G._:, , I 1"--1'_1 , rT-l-i<!~ I I> I B''': , , , , , , , , ~ I' I ,"""'t" I I .--l-r , , , I - T -"-,,-,--,--r -,. -T -T- , , , , , , , , , , , , , , , , , I I '" ~_:_J.~_:_J..J , , , , , , , , ~~--:-tJ (! ... : :: I '~?I , I : ~f, : : : I b I I I I I 1 , I , I J._b I I I _~I I I I : : 'Io~=:=r+-,,~II' rllr~-I-r~-, , , , , : t, : 1. I I ?: : ~ , , ~~: '~-' , , , , , , , . ~-'2r'-'-r'-, ..(1 I I , I , , !~-:-:-:-!--~ --+--_L-:~:=!?l I , , I I , I I I' I , , I' I I , , , r-1" -... -.... --1--,--I--1--t--1"- , I I I , I I I " I' , " , , , , , , , , , , , , I I , I I I , I -.-;_'_~~_I_I-"" , Maximum Depth = 26.08 feet :J 1 sensitive fine grained 04 sitty clay to clay 02 organic material 05 clayey silt to silty clay o 3 clay 0 6 sandy silt to clayey silt 9" Core was backfilled with sand prior to starting lest "Soil behavior type end SPT based on data from UBC-1983 CPT DalelTime: 41221200812:26:47 PM Location: KPGIRainier Ave Transit Improvement Project Job Number: 4077.0 Pore Pressure PwPSI Soil Behavior Type* lone: UBC-1983 SPTW 60% Hammer -10 20 d"~': , ' I . , L_I_J __ _ :1 I " 1: : , , , , '\ ' !.J , " -,-1-r-r , , ,-I-'-T-" , , , 1-', 1----1-+-1-, o 12 I" 1'1' 'J f-'-~"-'-'-i-' , 0.' " , I I I "I , I t I "I I I 'I "1 "II "I I II I "I " , ~~I I 6:-;,;,;,,;,;] I I i I'" '-I" IJI-j.. I I " I I , I I ii, I " I I i'l ,·,.1 ,., j II I 1 . .1 I,' I ',I I" I j,' i "1 I I" II' i".'·1 1'1 '·1 ii, i I,' f I I i 1:'11 II' i '~I , , I I I I i., I '" I , I.: 1'1 I I , 1 ""t w..LI_L.J.J.l' l.. L II" I 1,1,1', I I i I I,' I" I 'I ' , \,11 II 1'1 'I 1""1 I' I I' I I i , I , I" 'I :1 1 " !,J',.I 1:1 I,' " 1'1 I I 1'1 II 01,1 1'11'1 j' ~ I J I , I I J r I' I I II IIIIJ ' I,'" 1'1' I i ,"11'11" , i! 11 II '." , I §lJ L' .,1 , I I I' " I I I , 'I t I I' , " I I I" I 1'1 I I' I , " I I " I I I I I I I I " I 1'1 til I--1-1-1; 1" t-t- " , , , , , , , , , , , , , , , " , , , , , , , I I I I , , , , , , , , , , , , :1':_1 , , , , , , , , , , , , , , , , , , , , , , , , , , , __ l...J , , , , LJ_I_LJ I I 1 I , , , , , , , , , , , , , I I I , ~" , " I I I , I I I I I I I ,1...1 , --r 1~;''"' -·r 1 I I I I ,t " ~ " 'I ,I , " , " , " , " ,,-~, :: , " , " , I , 1 1 80 -I-T~I-T' , I I I ·tl....L....!..- _'_I_I._L.LI_ I , , , I , , , , , , , I , , I I I 'I I , , 1 I , I I I 'I I I , I I I I I , , I t I I I --t-""1-1-1-""1 , , , , , , , , , , , , , , , , , , , Depth Increment = 0.164 feet 07 silty sand to sandy silt ~J 8 sand to silty sand 09 sand In Situ Engineering o 10 gravelly sand to sand o 11 very stiff fine grained (*) o 12 sand to clayey sand (*) APPENDIX (cc3 APPENDIX (Cc~ APPENDIX (Cc~ r I;:: ~~.Jr;=:~~ l' . ?~. _ . , Hardie (J) G) ii3 a. '< ::E ~ APPENDIX (Cc(6) APPENDIX (Cc~ APPENDIX (Cc7/ .j>.. -::T :u II D6.\@<@@l§ 6.\§§@)@06.\'ii'~ I~ Enl!ineers/Consultants 11091st Avenue, Suite 501 Seattle, WA 98101·2988 APPENDIX (Cc~ ~ APPENDIX (Cc~ .,.il ~ ~~~~~ii~~~~~~~~~·nierAVe. ----' -" 0 W a. "'tJ (J) w a. (J) ,-+ RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA (J) N :J a. (J) ,-+ APPENDIX C-1 f ( \ " " :\ ~ :L£.= ..... . :1 etDG .\ .stOI'" ~""'" • ~.~-.. @ I» I» s A/c o ,-, , ~ ~ -------~ \l J ..... • ~\ ~ 1 -"",,--<5' "" f" " ~'>. "_. ~:)o~~ ~ -grO.!lC>f5· • ; L l ~ '\ "" ~l \ .0 NC ....... 7 _ iu .," '" .~ .. ' ~ . z _. .. ~ CPT-14 o RAINIER AVE S :~,' ~-;O.i.~'·k· ~-.- 13+00 1#00 -.-.-.-------.---~ .00 __ ---~----------------+---PC-t-15+00 r----("') n:m ---- .. ~ f __ _ ~ L~ -" '''-~- ~ NC ~ PLAN -====== o 5 10 20 40 60 SCAlE IN FEET III DBl@@@@ Bl@@@@OBl'U'13@ I! Engineers/Consultants 11091st Avenue, Suite 501 Seattle, WA 98101-2988 -""---~ -= RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-3 ( ( ( ·STORY ;K BLDG , " \FF~26'2'''/) / / / / / / IlETAI.. POlE WI VEH HEIGHT GAUGE Ale 1 __ _ ·00 ,<4 Ale 1-STOR'f CONe " stm. BlDG L£'.S SCHWAB 15'-HIGH "LES SCHW/B" W/POWER ., , " Ale 'l'A / .. ;;'0.. -====== o 5 10 20 40 60 SCALE IN FEET Ale 24+00 ---.. ---------t-----------.-+------------- EX1R d'?I +01';. ~I DBlCP@®0 Bl00@(50Bl'U'130 I! Engineers/Consultants 1109 1st Avenue, Suite 501 Seattle, WA 98101·2988 RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-5 ( / \ ~ \ ' Gl , ~ Ale Ale 1/ I ~tV\ \ ~ __ t, , ~ Ale \ 3O'-HlGH~ U wI PO_,;'" fA} , -o-~ WIPCWIER \ I \ I '\'JI\Yl "'" "L \S ~~"sY"""' ASPHALT WHEEl-STOP (1YP) ~ y ZJY\ i ./ o " \ -~O ~ ~ 00 9+00 IOtOO r------------+------------"------------~------------,---------_+-~---.~ __ _ -+--+--+--------__ ~~ __ ~8 SR 167 ~ .,? ~.,? .,? .,? .,? .,? .,? .,? .,? .,? ,po o~ " fV...;~IER AVE 5 ~ ~1 ~ t. " ~ ~ • 6, t:>. ~ PLAN -====== o 5 10 20 .w 60 SCALE IN FEET III D&&@®&1 &&1&1@@O&'ii'§&1 II Engineers/Consultants 1109 1 st Avenue, Suite 501 Seattle, WA 98101·2988 , 12< Ale ATIACHED RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-2 ( ( ( » '..,.-6· CHI.J( \ l.5~../\ _----El.-EI \ «> /=LY(rYP.> 261-00 _, __ -"1--___ --1-- -- ~\Il\~~"'''~ S NO PLAN -====== o 5 10 ~ ~ ro SCALI IN FEET ,IV III n&<s@m~ &~~@<SO&'ii'~r5 II Engineers/Consultants 1109 1 st Avenue, Suite 501 Seattle, WA 98101·2988 RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-6 --" ( ---- --------. JOtoo ---~-----+---- .yc 20' -HIGH "RADIO """"'. W/POWER--.,. Ale ( ( ... '~ ... WOOD! ~ PLAN -====== 051020 40 60 SCAlE IN FEET Be. OV~RFLCW SP!GO; III n&@@lEH,'~ &&%'l@@O&'U'I3~ II Engineers/Consultants 1109 1st Avenue, Suite 501 Seattle, WA 98101·2988 P-3 o o 7'-_ REALTY l-STOR' CONe 8l.O BLDG 3.5'-HIGH METAl.. RAlUt .:.....;.::~--,;::=~II;I' I'iIWIDONE!f.:7 RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-7 r ( eK -RT/lT WRN ----.-+- In 1-STOR'i' FRANE BLDG. -pQW[R SPORTS-,485 )S'-HIGH ..,....."".:.:m...... \ THE BOX-w/PO~ ~ Me ~.- I I 3'-IllGH ".... I I Fa F. .3S:~ =±-______ ~~~-~ " 37+00 :b~ "\ICl.ENI)ON ~~ON RAINIERAVES L~ ~ PLAN -====== 051020 40 60 SCAlE IN FEET D&<s@m0 &00@<sO&'U'l30 Engineers/Consultants 1109 1st Avenue, Suite 501 Seattle, WA 98101·2988 Ale D------ RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-8 ( \ f CONCRETE BLDG. -QOOBof: ,..,. ElEV-2B.SS' r JO'-HIGH "sTARBUCKS" 1-STORY CONCRETE BLDG. "BLllCKBUSTER" ,431A JO'-HIOH "Bl.OcK!!IJ W/PaiIfP. ,-------- \.~~. PARlQNG Ale ~ " o~ Ale ----f----------+------- e ~___f-_+_-~Ill'---- RAINIER AVE S -",. ~ -====== o 5 10 20 ..0 60 SCALE IN FEET ..... ;;;;; III D~(5@[;)!;'3 ~!;'3!;'3@@ O~'iJ!3!;'3 I! Engineers/Consultants 110915t Avenue, Suite 501 Seattle, WA 98101·2988 , _ ",~.L, ., , -- 42, c RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-9 r I~ ( c I \ " ."" I I I I ~r------,--,,--,h(- :::K'S" ~ -, ~iNIER AilE S "Xl r----------;------- o ",e -====== 051020 4(l 60 SCALE IN FEET .... ~"""'. / •. CJtvr--{ o I- -llln&@@ID§ &§§@©O&'IT@§ I~ Engineers/Consultants 1109 1st Avenue, Suite 501 Seattle, WA 98101·2988 "'<oi,4'};o ""'" ~2~s ~ RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-10 r l 2-SfORY COlIC BlDG "'eAS" '265 "PIZZA. HUT"' 1261 ~._~~=-'~.J \ \ I e e .:~. .:~: CONCRffi SIU'5 AND RAlSEO PADS IOV+W 51+00 .-----H--;----.;~+--~ ! ' ---D D OJ MIC7B ,-STOf!\' CONCRElt BLDG "WEN0'fS" ,230 IT EL.£V_32,23' D D D n \ \ \ \ I I I, n ~ PLAN -====== o 5 10 20 ~ 60 SCAlf IN FEET ~ C ~ rn ~I D&@@(;3~ &~~@@O&'IT[3~ II Engineers/Consultants 11091st Avenue, Suite 501 Seattle, WA 98101·2988 5:tCN --·----C ... ... ... J:t "\WIOICN'PE "" (:;:::.:.:.:.:~.:::..:.:..:.~:..: . .:::..:. . .; , RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-11 J ) \ I ) Ale g / • .,..-",,; o 3 .•• __ ........ ~ SUP~ , o • ". _ ___ ' +-----___ -1-18+00 -' ~ __ --~~ ~;>" -; ----+----iX!R j --= ,. 19+00 -_ 1 -p I - Ale / PLAN -====== o 5 10 20 40 60 SCALE IN FEET Ale III D&@@)I:;HS &00@)(50&'U'(30 I] Engineers/Consultants 110915t Avenue, Suite 501 Seattle, WA 98101·2988 t =--~ Ale )~I! Jl Jo'-HlGH ~ RAINIER AVENUE SOUTH ROADWAY IMPROVEMENTS RENTON, WA APPENDIX C-4 Core at JA-2 (lSY, inches Asphaltic Concrete Pavement over 6Y, inches Concrete Pavement) Core at PC-l (7 inches Asphaltic Concrete Pavement over 7 inches Concrete Pavement) \. Core at PC-3 (7l-S inches Asphaltic Concrete Pavement over 7l-S inches Concrete Pavement) '. "',, ;", " ~ .' . • :-;' I" c Core at PC-5 (7l-S inches Asphaltic Concrete Pavement over 6l-S inches Concrete Pavement) • .':;, •. R-I,J' Core at PC-6 (8 inches Asphaltic Pavement over 8 inches Concrete Pavement) ( ( , DooIgn ra79% ,89% ~ft $ubgrOII:l = Condition Kll!lA H~ CSI3C" Kll!lA H1l!lAB CUC· Hl1!lA HIl!IAEJ csoc· Poor 0.35 -1.25 0.40 -1.30 0.45 - 500,000-. Average 0.35 -0.65 0.40 -0.70 0.45 -1,000,000 Good 0.35 -0.25 0.40 -0.25 0.45 - Poor 0.35 0.50 0.30 0.35 0.55 0.30 0.35 0.65 1,000,000-Average 0.35 0.30 0.30 0.35 0.35 0.30 0.35 0.45 5;000,000 Good 0.25 0.25 0.30 0.25 0.25 0.30 0.35 0.25 Poor 0.35 0.60 0.35 0.35 0.65 0.35 0.35 0.75 5,000,000-Average 0.35 0.40 0.35 0.35 0.45 0.35 0.35 0.50 10,000,000 Good 0.25 0.30 0.35 0.35 0.25 0.35 0.35 0.30 Poor 0.35 0.70 0.45 0.35 0.75 0.45 0.35 0.60 10,000,000-Average 0.35 0.45 0.45 0.35 0.50 0.45 0.35 0.60 25,000,000 Good 0.35 0.25 0.45 0.35 0.30 0.45 0.35 0.40 Poor 0.35 0.60 0.45 0.35 0.90 0.45 0.35 1.00 25,000,000-Average 0.35 0.55 0.45 0.35 0.60 0.45 0.35 0.75 50,000,000 Good 0.35 0.35 0.45 0.35 0.40 0.45 0.35 O.SO Poor 0.35 0.90 0.45 0.35 1.00 0.45 0.35 1.05 50,000,000-Average 0.35 0.60 0.45 0.35 0.70 0.45 0.35 0.60 75,000,000 Good 0.35 0.40 0.45 0.35 0.45 0.45 0.35 0.55 1 AASHTO Gu/d8 for DesIgn 01 PavemBnl SIructutes (1993) lor flexible pavements and the following 1npu1s: <!.PSI.l.5 50 .0.50 m.1.0 a" .... 0.44 a",...-0.44 "csec.0.13 • Subgrade CondItIon (effeclive modulus) • Poor: MR • 5,000 psi • Average: MR. 10,000 psi • Good: MR • 20,000 psi (Note: EfIGctIve modulus represents the subgrade modulus adjusted lor seSSOl'llll variation) 2GB may be substltuted lor a portion of csee when the required thickness of csee II 0.70 II. The minimum Ihlckness of CSBC Is 0.35 II when sud! a subslilution Is made. . May200S 1.45 0.75 0.25 0.30 0.30 0.30 0.35 0.35 0.35 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 28 ( WSIlOT Pavement PolIcy Tablo 15. Pee Slab Thlc:tmooeos for DowQIQd Joint£! OM esse . , SldlTII~'n Doolgn PorIocI fiSAl.o RoIIoblll1y RoIIo8IUIty RoIIo/JIIIIty 76% 00% flG% <25,000,000 0.85 0.90 1.00 25,000,000-50,000,000 0.95 1.00 1.10 >50,000,000 1.00 1.10 1.20 1 AASHTO Guide for Design of Pavement SttUCtures (1993) tor doweled, plain jointed pavement and the tollowlng InpUlS: J -2.7 Eo -4,000.000 psi 41'51.1.5 Sc' -650 psi 50-0.40 C. _ 1.0 k. 200 pel (assumes use 01 CSBC) Th1ckn88S88 (and associated k value) assume firm and unyielding aubglade conditions. Toblo 118. Pee Slob 1h1c~nooooa for DowoIGld Joint£! and MMAIS SIob~'ft Doolgn Pot1od ll$ALo RoIIo8IUIIy PIoIIObIIlty RoIIoIIIIIty 76% 119% eG% <25.000.000 0.75 0.80 0.90 25.000.000-50.000.000 0.85 0.90 1.00 >50,000.000 0.90 0.95 1.05 1 AASHTO Guide for Design of Pavement SttucturBs (1993) tor doweled, plain jointed pavement and the following . inputs: J-2.7 Eo • 4,000,000 psi • 41'51.1.5 Sc' _650 psi 50 -0.40 • C. -1.00 k _ 400 pel (_umas use 01 HMAB) Thicknesses (and associated k value) assume firm and unyielding IUbgrade conditions. To achieve a J factor 013.4. undoweled Pee slabs are placed on an HMAB with a free draining shoulder section. This section is shown in Flgur/il 8(a). To achieve improved contraction joint performance. dowel bars must be used at all contraction joints. For typical WSOOT pee pavements. a J factor 01 2.7 was used to develop the slab thicknesses shown in Table 15 and Table 16. This assumes that the doweled pee pavement is placed as shown in Figure 8(b) and/or Figure 9. In addition. urban rigid pawment will have tied . pee shouldGrs. as shown in Figure 9. pee slab thicknesses other than those shown in Table 13 through Table 16 can be used If justified by job spaeifiC input values Into the AA$HTO Guide for Design of Pavement Structures (1993). Such Input values must be approved by the State Materials Laboratory -Pavements Division .. For projects that are projected to have substantial numbers of transit vehicles (buses). doweled contraction joints shall be considered. May 2005 ( placed directly owr lho subgradQ and thon allowed to stand over tho wintor without an HMAB "surfaco". . G.a.a C!lt\!I>QJM ~Ot\DWAVa Tablo 13 and Tabla 14 provide typical pee slab thicknesses for various lowls of ESA18 and mnablilly. Tho Input valuoo usod 10 prodUCCillhe tabI\!IS arc ahown bonGalh each table. Tho slab thlcknOSSGS werra calculated using a J factor of 3.4 (Table 13) or J" 2.7 (Tablo 14). which are estimates of contraction joint psrformanoo. A J factor of 3.4 Is conslOOrecl a minimal (or limited) performanoo standard for pee pavement contraction joints. A J factor of 2.7 roprGS0nts Improvod or onhanced Pee pavement contraction Joint porformancra. Tofllio 13.I1ICC Slsfll ThlclmooOOo for iI!!on-lb::IoIocI Jofme oatd esse ~ Y11111Mooo,' Ii Dool(ln PoI'IIIIIIlSALo I'iclltMIIy ~1Iy RoI~ 111% 110% IlS% d.ooo,ooo 0.75 0.80 0.85 5.000,000-10.000,000 0.80 0.80 0.95 10,000,000-15,000,000 0.90 0.95 1.00 I AASHTO Guida for DooIgn of PoIICIInGfIt Sttuctures (1993) lor plain joIntGd pavemenl and tho following inputD: J a 3.4 So a 0.40 • Ec a 4,000,000 pal • Ccl a 1.0 • 4PS1 a 1.5 • k a 200 (aaaumea usa 01 csec) • Sc' a B50 pol ThIckne8aoo (and EIOIlOCIatcd k voiuo) asouma Drm and unyielding oubgmde condltlona. ti ThI*tooo.1 1i Doolfjn PorIcII 00AL0 RoIIolIeIIy RoIIdlllIly RoIIdIIIIIy 7S% CS% CS% d,ooo.ooo 0.70 0.75 0.85 5.000,000-10,000,000 0.80 0.85 0.115 10.000,000-25,000,000 0.95 1.00 1.10 1 AASHTO GuItb for DosIgn of PallOmOtll SItut:Iuros (1993) lor plain jointed pawmont and tho following Inputs: J a 3.4 So a 0.40 • Ec a 4.000,000 pal • C. a 1.0 • 4PS1 a 1.5 • k a 400 pel (assumes UI1GI 01 HMAS) • Sc' a B50 pal Thlc:kneases (end aasocJated k value) OSOUITIG firm and unyielding subgroda comllllons. I I I I I ! i i , ~ Ii ~ LT A ... 47-02-47 R • 71.0!0 l = 58.63 T '" 31.08 PI -149+00.39 49.84' RT BEGlN X)(.1OI' ~A lX,n' ~ xx.xl ¥46 x:c.u' END J[x,u' n lil ,) jJ 38.09' LT A ... SO-I6-06 BEGIN XX,Xl[ R '" 91.00' Y411. XX.XX L .. 79.68" y,. ~'" T .. 42.60' ¥to ~,,' PI -10+67.94 0.0 ~,,' 55.81' LT "':'-="~::c.:: __ ~:.-~." ," ,.' . ~_ -f: ",' -~,." .. -"-:.:_,;' « "".~~ -0t~j;i;0S;)'8:'~';;;; . .000'~''!!'';A<'::C .' i U{i" .. -----so a ~ ~ ~-P (;;:? PC-9HUI9 GVllIR 55.Sr RT ElEVATIONS: A '"' .04.5-03-53 BEGIN u.XlI.' R ... HI.OO· y •• u.xl L ... 63.71' y,. ~" "",@9@ T .. 33.60' .y.A u.u· ~X1R PT -150+91.30 END ~" -....... 45.35' RT , CONSTRUCTION NOTES (j) MA JC!I ElQSllNG ill GRIND BUTT JaNT, SEE DETAIl. SHEET 8. @ INSTAll. J.Jl1t. RAt.lP T'!PE 1 YlHH D[l[CTABL[ WARNING SURfACE PER WSOOT SID PlAN f-40.1O-01. SEE CONSTRUCTION DHAIl SliEET a ® INSTALl IDA RAIIP T11'E 2 ",m DEltCTABlf WARNING SURfACE PER ~ SID PLAN F-40.12-00. S£E COOSTRUCTION DETAIL SHEET a ® INSTALl COIENT CONCRElt CURB ANa GUllIR PER WSOOT SID pw< 1-10.12-00. ® GONSlRUCT CEMo.r CONCR[1£ ~OEWAI./(, SEE 111'ICAL SEcnON~ SHEEIS 5 -7, DETAIL SHEET 8. RKlPG 300f0REVIEW o 5 10 20 40 60 Sca~5S\O'J Sb~1 '" I} \\ @) INSTALl II£IlIAN PER OET~lS. SHEElS 60 ANa 61. ® CONStRUCT HUA PA\{MENT. s£[ TYPICAl SEClKIN SHEET 5 -7. DETAIl SK[ET 8. @ CONSTRUCT HUA O\'fRLAY. S£E TYPICAL SEcnoo SHEET 5 -7. DETAIL SHEET B. ~ \ ® INSTAll BUS lANIlING PAD ANO SHELlIR. SEE URBAN OESiGN PlANS AND DETAIlS. SHEETS 120 .AND DETAIlS SHEET 8. ® CONSIRUCT tENENT CONCRElt STAPt E ClJRB. SEE OET~l SHEET 8. @ RECONSlRUCT CEMo.T CONCR[1£ PANELS, SEE DETAIlS ~"ET 9. @ RECONSlRUCT HUA PARKIIIC LOT. ( , \" PC -151+40.53 GVllIR 21.15' IT UEVAllmS: 11 ... 103-42-22 BEGIN un "\. R .. 66.00' y.A ~" L .. 119.46' m ~" ; T • 84.0$ ~,,' PI -11+32.3, END ~",' <8.50' RT @ AlWST ORAIIIAGE SlRUClURf TO GRAIlE. ® AlWST WAl[R VAL'" TO GR/DE, @ AlWsr WAl[R UTlUIY TO GRIDE ® RELOCAlt PO\\tR VAULT BY 01HERS ® RElOCAlt WAl[R uElER. @> RElOCATE lElEPHOOE VAULT BY OTHERS. '" @> AlWsr SANITARY SE\\1'R UANNCl£ ro GRAIl~ ® AlWsr uONUMENT CAS[ AND COI1'R TO GRABE. l"gW ~.:::;... ~ CITY OF RENTON GENERAL CONSTRUCTION NOTES 1. lNSTAIl. CEJ.lENT CONCRETE woo. cunm. AN{) SIDEWALK AND RESTORE ROADWAY PER TI'PlCAl SECTIONS ANO DETAILS, SHEETS 5 -7. 2. fOR STORM DRAINAGE PlANS Sf[ SHECTS 4-7 -59 AND roo. STORLI DRAINAGE PROFlLES SE£ SHEETS xx. J. fOR IDIPOOARY EROSIOO AND SEDIIIDn CONTRa.. PlANS, NOTES AND 0ETA!t..S. SEE SHE£1S 10 -21. 4-. fOR RWOVAL UUITS. SfE SITE PRrPARAllON PlANS, SKEElS 10 -21. 5. FOR R£QUIR£D SIDEWAlK SCOOING PATTERN AND fOO lOCAllOH OF BUS SlIPS AND OlHER URBAH DESIGN FEAWR£5. S£E URBAN OESIGN PlANs. SHms xx. 6. fOR SGNS AND CHANNlliZATlON PlANS, SEE SHEETS 62 -73. 7. roo IUUWNATlON PlANS AND DETAILS. SEE SHEETS 74 -86. a fOR SIGNAL PLANS AND DETAIlS. SEE SHEETS ffI -106. 9. roo L»IDSCAP[ PlANS AND OETIJlS, SEE SHEETS 107 -HEI. 10. FOR 1,(f00AN AND IStAND DETAILS, Sff SHfETS 60 -61. 11. lOR TREAl\Io.T <F WAlIR \lAlNs. M[l[Rs. VALI1'S, ARE HmRANTS AND SEfMCE lINES. SEE SHEETS 122 -133. 12. roo TREA1U:[NT ~ SEYJfR IAAIN AND UNmCl.ES, ~ SHEETS 122 -133 . 13, POVLR P<US AND VAULTS TO BE RElOCATED BY OntERs. 14. GAS VAL'" BOXES TO BE RELOCAltO ANO/OR AO.AJSltO TO GRADE BY OTHERS. 15. AD.lJSJ All SURFACE UTIUTIES TO GRADE. FOR POSSIBlE FRAllCIIIs[ unulY COOFUCTS, SEE SHElOlS xx. POINTS LAYOUT TABLE MEDIAN 5 ,r I • @ UEDtAM 5 STADON OffSET DESCRIPBON RAOlUS 10+69.59 10.50' RT PC 1.50' 10+69.59 13.50' RT PT I..;jj -Of Fie P/qf)f)if) . .'I)tO'l) '9 DIl/ISiOf) JUt, 92009 IRJ~ rt;~l!rv;e1tJJ INSTAll ROOND LOCKING SCUD CO\{R STRUCTURE TO CRAD£. SEE ORAlNAC£ SHEETS 47-59. RAINIER AVENUE S IMPROVEMEr-IT PROJECT SCALE IN fEET m"""'l'lll_ (2(JS}2a&.1t:.411 Tmra,WA9:W)2. SUBMITTAL IJ I.U_~ ~ PI;u>n!~~br!Cw.w:.s [)opt. ALIGNMENT PlAN STA8t98TOSTA 12tOO w,~ (2:SlI621.m:J .""''''' xmmr C«i5OoIt.lH~~ ---'" I I B i I I ! i i ~ i o 510 USA MINI-MART -___ 0------- \ .-.---'-....... : " .. • /e SOUNDFDRD CONSTRUCTION NOTES @ CONSTRUCT CWENT CONCftElE ORl\£WAY DURANCE. SEE ORM.WAY srnEOOlE AND OETALS,. SHEET XX. ® INSTAlL (D.([NT CONCRETE TRAFflC IlJR8 AND CUTTER PER Yr300T SID PlAN F-l0.12-00. ® CONSlRUCT cnlENT COHrnEl£ SIOEWM..K.. S£E TYPICAL SECTIONS. SHEETS 5 -6. DETAIL SHEET 8. @) INSTAll. IoIEDlAN PER DETAILS, SHE£.TS 60 AND 61. ® CONSTRUCT MYA PA\DIENT. SEE TYPICN. $feltONs, SHEETS 5 -7. DETAIL SHEET 8. @ CONSTRUCT HUll. O'4RlAY. S£E nPfCAL SECTIONS, SHEETS 5 -7. DETAIL SHEET 8. @ INSTALL Lloouu.R BlOCK RETAINING WAll mill HANDRAIL SEE WAll PLANS, OETA1LS AND PROOlES, SHEETS xx. @ CONSTRUCT CURB BUlB PER POINT LAYOUT TA8L£ nilS SHEET. 20 40 SCALE IN FEET 60 OCIP<G1 ~~~eHIt11r~ S/l1!ft.¥iA.93I~ saSOI (2OOJu&-ls.o T~ WA!iSm: mJpJ(lllI QS3I621.oT20 30% REVIEW SUBMITTAL NO. REVISION @ @ @ @ ® ® ® ® ~ \~. 'E::"C' RECONSlRUCT HUA DRIVEWAY. SEE DRNEWAY SCHEDUlE AND DETAIlS, SHEET xx. RECONSTRUCT tntA PARKIHG LOT. R£l.OCAl£ POYlm VAUL1 BY OTHERS. RElOCAl[ TllEPHONE VAUlT BY OTHERS. IJ)JJST SNlITARY SE'M'R M.\NH()tE TO GRADE. ADJJST GAS VN.VE. TO GRADE BY OtHERS. IJ)JJST UDNlTOR!NC VIW. TO GRADE RELOCAl£/ADJJST UTlUrr fJANHOC[ TO CRAOE. ~'"" ~ '"" -"" BY I DATE I APPR i -xo: \',,20' ._---, EXPIRES: ® ~ POINTS LAYOUT TABLE MEDIAN 5 MEDIAN 5 01) STATION 0FfSIT OESCRIpnON RNlIUS 3 12+56.31 13.50' RT PC 686.50' 16 15+03.61 9.3t RT PC 101.00' 17 14+88.87 100SO' RT PRC 929.00' 18 12+56.31 10.SO'RT PT CURB BULB OUT 1 ----.. )} 1 2 3 CUl8 1MB OUT 1 STATION <JfSET DESCRlPllON RADIUS I 14+91.34 47.68' LT PC 100.00' 15+21.23 45.32' LT PT 100.00' 15+47.81 39.91' Lf PC 100.00' GENERAL CONSTRUCTION NOTES . 1. INSTAU. CEUENT CONCRETE CURB. GUTTER. AND SIDEWALK AND RESTORE ROADWAY PER rtPICAl SECTIONS AND DETAIlS. SHEETS 5 -7 . 2. FOR STOO'U DRAINAGE PUNS S£E SHEETS 47 -59 AND FOR STORloI DRAHAGE PRCflL£S Sff SHEETS xx. 3. FOR fOO'CR.\RY EROSION "'0 S[DllJEHT OONlRDl PLANS. NOTES AND DUAlS. S£E SHEETS 10 -21. ~. FOR RfltOVAl Uuns. SEE SITE PRfPARAllON PLANs, SHEDS 10 -21. 5. FOR Rfoum> SlD£WAlJ( SCOOIIIC PATTERN AND rCl! LOOMON OF BUS STOPS A}lD OtHER URBAN [)[SIGN fEAllJRES" SEE URBAN DESIGN PlANs. SHEETS xx. 6. rOR SIGHS AND CHANNEUlAllOO PLANs. SEE ~EETS 62 -7~ 7, FOR IU.UIONA]ON PL\Ns ..,.0 OETM.S, SEE SHEETS 74 -86. 8. FOR SIGNAl.. PlANS MID DETAIl.S. S£E SHEETS 87 -106. 9. FOR lANDSCAPE PlANS AND DETAILS, SEE SUfETS 107 -118. to. fOR UEDlAN AND IStAND DETAIlS, SEE SHEEfS 60 -61. 11. FOR lREAl\I.EtH OF WAlER MAINS, UETERS. VAlVES, ARE Hl1JRANTS AND S£R\1CE UHf$, SEE SHEETS 122 -133. 12. fOR lREATUENT OF SEYI£R MAIN AND IAANHOLES. SEE SHEETS 122 -133. 13. POYtR POl£S AND VAUlTS TO BE R£LOCATIO BY OTHERS. 14. GAS VAl\IE BOXES TO BE RELOCAl£D 00/00 ADJJSlID 10 GRADE BY OlHERS. 15. AOJJST All 9JRfAC£ ununES TO GRADE. FOR POSStBlE FRANCHISE unUlY CONfUCTS, SEE SHEETS XX. CITY OF RAINIER AVENUE S IMPROVEMENT PROJECT RENTON Plal\lllllQlBo!ldl~Wo!bDept. AliGNMENT PlAN STA 12.ooTOSTA 15.50 nmM """"""' ... -. = 133 I I I I I I ; ~ i ~ !.i ~ POINTS LAYOUT TABLE MEDIAN 5 umAN 5 i:( STATIOO OfTSEI [)(SCRjPlIOO RADIUS 4 11+15.11 13.50' RT PRC 99.00' 5 11+87.84-12.62' RT PT 6 18+40.17 3.74' RT PC 101.00' 7 18+62.67 tOO' RT PCC 898.50' 8 lB+9t>.I7 tOO' RT PT 13 19+21.01 1:5.50 lT PC 929.00' 14 15+78.60 J.65' LT PCC 99.00' 15 15 .. 57.18 0.99' LT PT • I I o 5 10 20 40 60 SCALE IN fEET / / \\" \ ~ \ '~-~-) 'Ie SOUNOFORD \ CONSTRUCTION NOTES (j) UA TQl EX1S11HG, GRJIID BUTT JClNT. !H DETAIl, SHrrT 8. @ @ @ CONS1RUCT CEMENT CONCRETE DRIVEWAY EHlRANC£ SEE DRIVEWAY SCHBlULE AHa OETAIlS, SHEEI xx. INSTAlL ADA RAI.tP l'1PE 1 Willi DEltcTABL£ WARNING SURfAC£ PER YISOOT STD PLAN F-40.10-0I. Sff CONSRTUCTION DUAIl SHEET 8. (j) INSTAll ADA RAMP T'IPE 48 'MTH OClECTABlE WARNING SURfACE PER WSOOT SID PlAN f-40.1B-OO. S[E CONSTRUCTION DETAR. StiEET 8. ® INSTAll. C9.!EHT cooa<Ell: IRAFJlC CURB ANa GUnrR PER wsnOT SID Pl.AIl F-l0,12-OD. ® COOSTRUCI C9.!EHI GONCREll' S1QEWAlJ(, SE£ 1"I1'1CAL SECI1ONS, SHEETS 5 -7, DETAil SHEET 8, @) INSTAll. M£OlAH PER OETAl1.S. SHEETS 60 AHa 61. ® CONSTRUCT HIlA PA""£NT. SEE 1"I1'1CIJ. SEcnONS. SHEETS 5 -7, OETAil SHEEI 8. @ CONSTRUCT H!.fA OVERlAY. S£E TYPiCAl S£CDONS SHms 5 -7. DETAIl SHEET a ® INSTAll. BUS lAHOlNG PAD AND SHEtTER, SEE URBAH DESCH PlANS ANa DETAilS. SHEETS XX ANa DET~1.S. SHruB. CURVE C6 DATA (HARDIE AVE SW) PC "" 7048+65.08 PT "" 749+-7a82 • ~ 65-11-17 l = 113.7r R -100.00' T". 63.94' WALKER'S RENTON SUBARU @ CONSTRUCT OJRB BUlB PER POINT LAYOUT TABtE THIS o ® REGONSIRUCT HIlA DRl1.£WAY. SEE DRIVEWAY SCHEDUtf11~Hf"ViLs. @ RECOOSlRUCT HUA PARKING lOl @ A1l.lJST WATER VAL": TO GRAD£. @ RElOCATE PO\\£R VAULT BY ornERS @ RELOCATE WATER METER. / SEATTLE SUPER SUPPLEMENT , @ RELOCATE TEtEPHONE VAULT BY Ol1£RS. ® A1l.lJST CAS VALVE TO CRAD1' BY OrnERS, [~_EX_P __ 'R.;:ES:.:.:..' ______ -.: @ RfJ,IO'of.: FIRE H'IlJRJ.NT ASSEMBLY. S[£ WA.TER k S£\IiER PlANs. SHEErS 122 -133. ® RElOCATE 1RRl00nON VAL": c001R0L SE£ lRRIGAnON PlAMS. SHEETS XX -xx. @ INSTAlL ROOND l{)(](JNG sOUD COVER AND Af)JJST STRUClUR[ TO GRADE. SfE DRNNACE SHEETS. 41-59. IEKJF><GI IJ I ~ I~J~Jg I I'W I---~ ~ ClTYOF 30% REVIEW RENTON "' .. _" j""-Sd'd:\!IlIOO &t.iI!i01 SUBMITTAL I:~I @) Pl.inninglal!ldincvPuWlc WoIb IRpl (205)m.IOW TJeIlN, ... A9$W mlNC6'l1 Cl53J621-MO ROOSlO/l RS INTERSECTION CURVE DATA HORIZOOTAl VERnCAL PC -15t66.75 GUmR 37.36' LT ELEVATIONS: • = 53-29-18 BEGIN n",' R = 36,00' y .. A n,,' l = 33.61' Yz.! """ T = lal.' 0/411 g,p' PT -749+60.23 END "x<' 63.36' Ri R6 IHERSECTION CURVE OATA HORUONTAl ... nCAL PC -748t38.92 GUnrR 3.3.11' LT E!£VAnONS, A = 150-26-42 BEGiN u..rl R = 29,00' Y<A x:J"r;x' l "" 76.15' Yz.! n,,, T ... 109.94' ¥o. n,n' PT -17+50.80 END ",,,' 43.52' LT POINTS LAYOUT TABLE CURB BULB OUT 2 I CURB BUlB OOT 2 I 4 100.00' GENERAL CONSTRUCTION NOTES 1. INSTAlL IDI£NT CONCRUE OJRB. CUTlER. AND SlDE'WAl.K AND RESTOR£. ROADWAY PER TYPICAl SECllOHS MID DETAILS. SHEETS 5 -7. 2. fOR STORU DRAINAGE PlANS S£E SliEETS 47 -59 AND FOR STORt.l ORJJNAGE PRtn.£S SEE SHEETS xx. 3. r~ lEUPORARY £ROSIOH AND SEOD.tEHT CONlROl PlANs, HOlES AND DETAIlS, SE£ SHEETS 10 -21, +. FOR RE'UOVAl uldns. sEE srn: PREPARATIIJ.I PLAHS. ~EETS 10 -21. 5. roo REQUIRED SlO£WNJ( SCOOING PATTERN AND roo LOCATION Of BUS STOPS AND OTHER URBAH DESCH FEATURES, SEE URBAH DESCH ~s, SHEETS xx. 6. fOR StGr.; AND OiANNEUZAlION ~s. SEE SHEETS 62 -73. 7. roo R.1ULIINA~ PlANS AND DETAtLS. SEE SHEETS 74 -86. 8. FOR SIGNAl PlANS AND [)UM.S" S£E SHEETS 81 -106. 9. FOR lANDSCAPE PL»IS AND DETAIlS,. SEE SH£ElS 101 -118. 10. FOR IAEDlAN AND IStAND DETAIlS,. SEE SHEETS 60 -61. 11. FOR lREATLIOO a=-WATER YAmS. LlElERS, VALVES. FIRE HYDRANTS ANO SERVICE Ut{ES, SEE SHEETS 122 -f31. 12. fOR TRlATLlrnr Of SEYs[R IJAIN AND MANMClfS. SEE SliEETS 122 -133. 13. POY.m PIl.£S AND VAUlTS TO 8[ RElOCATED BY olHERS. 14, GAS VAL>f BOXES TO BE RElOCATED AHO/OR AQJJSTEO TO GRADE BY OlHERS. 15. ADJJST AU. SURfACE UTlUlI£S TO GRADE. roo POSSlBt£ FRAHCHISE UTUlY CONfUCIS, SEE SHEETS XX, IMPROVEMENT PROJECT ALIGNMENT PLAN STA 15,SOTOSTA20.oo I I I 1 i ~ i i i ! ~ ~ .f8.50'U 6. = 131-11-56 R :::: 49.00' t c 112.20' T .. 108.02' PI -248+07.05 25.54' RT R9 1NTERS£Cl1ON CURVE DATA HORIZONTAl. I VERTICAl. PC -22+10.46 GUT1ER 48.50' RT ELEVA. nONS: A = 48-22-37 B£GlN 'I:i..'fJ.' R .. 90.11' ~l!. lCX.XX' L .. 76.83' }2A xux T :::: 40.88' ¥~ xt.u· PI -250+78.08 00 l(X.xx· 30.24' RT CONSTRUCTION NOTES CD MATCH ElIISTlIIG (1) CRIIID BUTT JOINT. SEE DHNt. SHEET 8. L', !,At:> RIO INlERSECllON CUR~ DATA HOOIZONTAl \£RllCAL PC 251H3.90 GUTlER 26.9flT ElEVATIONS! A "" 131-11-13 1lfG1N xX.u R • 6200' 1'4. ""'" l .. 59.5J' ~~ XX.1Ot T .. 57.30' "x:xl PT -23+84.50 END xx-xx' 48.50' RT '---------- o CONSTRUCT COdENT COOCRETE DRIVEWAY ENTRANCE. S£E DRI'JEWAV SCHEDUlE AND DETAIlS, SHEET xx. o INSTALl ADA RAMP TWE 1 YArn DETECTABLE WARNING SURFACE PER WSOOT SID PlAN f-~.10-01. SEE COHSTRUClION OfTAIl smET a 051020 40 60 ~lf..l1Uill: llKIFG 1$3~hNH 11111~ f:de,YlA98I00 &h::Ol ~2$150 TJC01W,W.lr.~ m.iNOYII (2S3)62H12O / / urf'''''- \{N--/- ''"' ' .... '11( ,. ----~ ~ :;?PIAES: ==J .1>- ® INSTALl Mil RmP lYPE 2 \\1m D£.TECTABtE WARNING SlJRfACE Pm WSOOT SID PlAN f-40.12.-00. Sff CONSTRUCTION DETAIl SHEET 8. ® DISTAl!. ca&ENT CONCRETE TIWflC CURB AND GUTlER PER WSOOT SID PL\N F-IO,12--OO. ® CONSlRUCT COIOO CONCRETE SDE:WAlX. 5{£ lWICAL SECTION~ SHEETS 5 -7, DErAIl *ET 8. ,. I @ DlSTAll. LIBlIAN PER DETNlS. SHEETS 60 AND 61. ® CONSlRUCT tlMA PA\£MENT. SEE TYPICAl s£cnoos. SHEETS 5 -7. DETAIl SHEET a ® CONSTRUCT fNA OY£R!.AY. SEE T'tPICAI... SECllOOS. SHEElS 5 -7. DETAIl SHEET 8. 300/0 REVIEW SUBMITTAL (' " / ® INSTAll. BUS lANDIIIC PAD AND SHEllrR. SEE URBAN DEStCN PlANS AND DETNlS.. SHEETS xx AND orTA1lS. SHEET 8. @ CONSlRUCT EX1RIJDrn CURB PER """'T SID PlAN F-IQ.42-00. ® RECONSTRUCT HUA DRl\£wAY. SEE DRI\f:WAY SOIEOUU: AND DETAILS. SH£ETxx. @ CONS1RIJCT DlTEGRAl CURB PER DETAl. SHEET 8 @ RECONSlRUCT HMA PARKING lOT. ® AOJJST DRAlNAC£ StRUCtlJR£ TO GRADE. 1'-n ~ elTYOF RENTON ~ .~.. "" ....... P!.nninOf8uOldi~Wotkso.pt -- POINTS LAYOUT TABLE MEDIAN 5 -... -------- UEDIAN 5 of STATION OffSET DESaUPllON RADIUS 9 21+81.54 1.50' HI PC 4.24' 10 21+51.54 6.91 LT PT It 21+36.30 9.98' LT PC 499.00' 12 20+11.(J.4 13.50' LT PT POINTS LAYOUT TABLE MEDIAN 9 I.!EOIAN 9 (i,} STAllON OffSET D£S(RlPllON RADIUS I 23+59.70 10.50' RT PC I.SO' 2 23+59.70 13.50' RT PT GENERAL CONSTRUCTION NOTES 1. ItlSTA1.l CWENr CONCRETE CURIl. GUTIER. AND SIDEWAll< AND RESTORE ROADWAY PER TYPICAL SECTJONS AND DETAIlS, 9iE(lS 5 -7. 2. FOR STORIA DRAlNAC£ PlANS SIT SIlEETS 47 -59 ANO FOR STORJ.I ORAINAG£ PRC»1lES SIT SHEETS xx. 3. roo: IDAPm,6,RY EROSiON AND SEOIUENT CONTROl PLANs, NOlES AND DETAIl8, SEE SIlEETS 10 -21. ... FOR REJ.iOVAl UI.lJ.TS. sn: snE PREPARATION PlANs. SHEETS 10 -21. 5. fUR REQtnREO SlOEWA1.J< SCORING PATTmH AND fOO lOCATlON ~ BUS SIDPS AND OtHER URBAN DESIGN FEATURfS. SEE URBAN DESIGN PlAHs. SHEETS xx. 6. roo: SIQlS AND CHANNEUUl100 PlANS, SEE Slims 62 -7.1. 1. FOR lllU.lAlHAlION Pl.AHS AND DETAItS, SEE SHE£TS 74--86, 8. FOR SIGNAl PL.J.Ns AND DETAILS. S£[ SHEETS 87 -106. 9. FOR LANDSCAPE PlANS AND OETAIlS. sa: SHE£TS 107 -116.. 10. roo UEDIAN AND ISlAHD DETAIlS. SEE SHEETS 60 -61. 11. roo lREAlJ,IENT (F WATER WJNS, LIfTERS. VAlVES, ARE H'IORANTS AND SUMCE UNE~ 5{£ SHEETS 122 -Ill. 12. fOR TREAlUENT (F SE't\ffi !.lAIN AND MANHOLES. s[[ SHEETS 122 -lJl 13. POVtffi PCUS AND VAULTS TO BE R£l.OCAlED BY OlHERS. 14. GAS VAlVE BOXES 10 BE RaOCATED AND/OR AD.AJStEIl TO GRADE BY OlHERS. 15. AD.IJST ALl SURFACE UllUTlES TO GRADE. fOR POSSIEM FRANDliSE unulY CONFUCTS, SEE SllE£TS XX. @. AD.,ST WATER VAlVE ro GRADE. @ RaCCATE """'. VAIJI.T BY OTHERS. @ RELOC.\TE WATER METER. ® AD.,Sf SANITARY Sf.\Iffi MANHOlE TO GRADE. ® AO.AJST CAS VN.VE TO CRAOE. BY OTHERS. @ AO.AJST MOMTORING \\flL TO GRADE. @ REtOCm / RIIIOVE FIRE H'tORANT A5SElI91Y. SEE WATER k Sf.\Iffi PLANs, SHEETS 122 -133. @ RElOCATE IRtlIGATION VAlVE CONtROL 5{£ I_AnON PlANS, SHEETS xx-xx. ® AD.,ST FIllER OPTIC IJANH(l£ TO GRADE BY ornER$. @ AO.AJSf SANITARY Sf.\Iffi ClfANOUT TO GRADE. @ DlSTAll ROUND lOCKIIIC SOJD COVER AND AO.AJST STRUCl1JR£ TO GRADE. SEE DRAINAGE ~s. SHEETS 47-59. RAINIER AVENUE S IMPROVEMENT PROJECT ALIGNMENT PlAN STA 20,00 TO STA 24-t50 I f I I I i i i I ~ ~ 1i-\.,.;lG}f c •• o· .. v<l> (it::':''?'':'' SP[[,-. CONSTRUCTION NOTES BROWN BEAR CAR WASH .' \ ,l/ @ CONS1RIJCT COIENT CONCIl£TE DRlI<JiAY "'!RANCE. SEE ORII<JiAY SCH£OOLE AND DETAILS. SHEET XX. ® INSTill ca<ENT CONCRElE 1RAffIC CURB M1) GUTTER Pm II'5OOT SID PlAN F-ID.l2-00. ® CONSTRUCT COIENT CONCRElE SOCW}JJt SEE TI1'ICAL SEenONs, SHEfTS 5 -7. DETAIL SHEET 8. @) INSTill ~EDlAN PER DETAIL$. SHEfTS 60 AND 61- ® CONS1RIJeT HUA PA\{I,IENT. SEE nmAl. SEenONs, SHEETS 5 -7. DETAIl SHEfT 8. @ eONS1RIJeT HUA OIfRtAY. SEE mCAl SEenONS. SHEETS 5 -7. DETAIL SHEET 8. @ INSTAI1. LlOOULAR BlOCK RETAINING WM.l. v.tlH HANDRAIL SEE WAll PU.NS, DETAIlS AND PROOtES. SHEETS XX. @ INSTAll BUS lANDING PAD AND SH£UDt S£E URBAN OESffiH Pl..ANS ANt) DETAILS, SHffrs XX AtID OETAIlS. SHEET a @J CONSTRUCT EXTRUDED CURB PER \\SOOT SID PLAN F-10-+2-DO. ® RECONSTRUCT HUA ORIY£WAY. SEE DRI\£WAV SCHEDULE AND DETNlS. SHEET XX. @ CONSTRUCT INTEGRAl. CURB Pm DETAIl. SHEET 8. ® RECONSTRUCT COIENT CONCRETE DRIVEWAY. SEE ORMV/AY SCHrouLE ANI> DETAILS, slim xx. o 5 10 20 ""0 SCALE IN FEET 60 m:JF'CG 1$3~k.!MlllllU~ So,ar.,WAsalOO S'k5JI ~a.16(O r~wJ.ssm wrJpJan (2S3)621~ 30% REVIEW SUBMITTAL NO. @ ® ® ® @ ® ® ® @ @ ® @ LITHIA DODGE CHRYSLER RECONSlRUCT "Y" PARKING LOT. ADJJST DRAINAGE STRUC11JRE TO GRADE. A[)..IJST WATER VAlVE TO GRADE. RElOCATE PO'tt£R VAUlT BY OniERS, RElOCA 1£ WA 1m METER. RElOCAtE InrPHONE VAULT BY OlHERS. Id)JJST SANITARY SB\£R llANHOCE TO GRADE". AD.AlST GAS VAlVE TO GRADE BY OTHERS. ADJJST UONITORING YtUl TO GRADE. ® @ ROJOVE/ RELOCATE I1RE HlIlRAIIT ASSEMBLY. SEE WATER & S£V.m PLANS. SHEETS 122 -133. RELOCA,1E IRRIGAncw VAlVE COOfflOL S£E IRRlGAlION PlANS. SliEETS xx -XX. mOCA 1£ l£l£PHON£ PEO[ST AI. BY OlHERS. ~ "" -1~" "" ..=:=.::- REVISION "" @ I f1{ I OATE I APPR --"" .-~ -----"" -- \ KFC \. \ \. \ \, \. \ \ }o\ \ RaOCAl[ STAND PIPE OR CIJl STANO PIPE AT GRADE. GENERAL CONSTRUCTION NOTES I. INSTAlL camrr CONCRETE OJRB, GUTTER. AND SIOEWALJ{ AND RESTOR[ ROADwAY PER TYPfCAl SECTIONS AND DETAILS, SHEE.lS 5 -7. 2. fOR STORM ORAINAC[ PlANS S£E SH£ETS 47 -59 AND roo STORM DRAINAGE PROFIlES SEE SllEETS XX. 3. fOR: TOIPORARY EROSION AND SfOlUENT CONTROl PlANs, N01£5 AND DETAILS. SEE SHEETS 10 -21. 4. roo. REMOVAl UMITS, SEE SITE PREPARAllON PLANS, SHUlS 10 -21. 5. f~ REQJlRfO SlD£WALK SCORING PATTERN AND roo LOCAllON Of BUS STOPS AND OntER URBAN DESlW FEAlUREs. SEE URBAN DESGN PLANs. SHms XX. 6. fOR SIGNS AND QlANNEUZAUQN PLANs. SEE SHEETS 62 -13. 1. Foo tlLUMlNAlJON PlANS AND DETA.Il.S. SEE SHEElS 74 -86. 8. FOR SIGNAL PLANS AND DETAIlS. SEE SHEETS 67 -106. 9. FOR lANDSCAPE PlANS ANO DETAIlS. SEE SHEETS 107 -l1a 10. fOO 1l£0IAN AND aAND DETAIlS. SEE 3iEClS 60 -61. 11. FOR TR£ADJENT Of WATER WJNs, UET£RS, VALVES, F1R£. tf'l'1)ftANts AN!) SERWl: lINES. SEE SHEElS 122 -lJJ. 12. roo TREATUENT OF SE\\£R UAJN AND MANHOlES, SEE SItEETS 122 -133. lJ. PQIMR P(l£s AND VAULTS TO BE RaOCAlED BY OllU:.RS. 14. GAS V&VE BOXES TO BE R£lOCA1[O AND/OR ADJJSTEO TO GRADE BY OTHERS. IS. AO.lIST All SURfACE UTlUlIES TO OOAO£. FOR POSSSLf fRANCHISE UlIUlY COOFUCTS. SEE SHEETS xx. INSTAlL ROUND lJlCKIHG sruo COIm ANI> AOJJSf S1RIJClURE TO GRADE. S£E ~A(j:[ PlANS, SHfflS 41-59. POINTS LAYOUT TABLE MEDIAN 9 IIEIlIAN 9 (i'; STAll ON OFFSET DESCRIPnON RADIUS 3 25+67.40 13.50' RT PC 504.00' 12 28+30.43 13.86' LT PRC 99.00' .3 28+07.1' 10.95' LT PT 14 21+66.14 2.00' RT PC 101.00' '5 27+24.82 9.53' RT Pee 536.00 .6 25<61.60 10.50' RT PT ~ CrTYOF RENTON PiIIMlnWBu+1dlnglPubllc Wod<1: [JepL I EXPIRES: RAINIER AVENUE S IMPROVEMENT PROJECT AUGNMENT PlAN STA 24+50 TO STA21ItOO ~ -.... .......... ," f I I I I i i i i i I !:i ~ --s I I SOUTHLAKE ~. VETERINARY POINTS LAYOUT TABLE MEDIAN 9 W.~~ii! •• l~mttll_fjll! u£OlA!l • (i', STATION OFFSET DESCRIPTION IWlPJS • 3Ot76.31 7.60' RT PT 5 31+02.34-7.SO'RT PC 99.00' 6 31+19.24 6.00' R PT 7 31+72.47 3.06' LT PC 101.00 6 31+89.36 4.50' LT PT ::! 11 31+02.93 6.91' LT PC 512.00 :~.;T'J~:.~~.~-~~~:· q:_-'~:{ :~l Si I; I/'-® ' A/e '-@'\7;--r-.. --... 0' ~ : 11@l]ITL_.L/11'sCOTTCLEANERS _ ij J :RAINIER VILLAGE \ '~ --' x __ x -"" '\ I I '--:0'.< ""~ 1--- CONSTRUCTION NOTES ® CONSlRUCT CBlENT CONCRETr DRIVEWAY ENlRANC£. SEE ORM:'WAY SCHEDUlE AND OETAR..S. SHEEr xx. ® INSTALl CMNT CONCRHE TRAmC CURB AND GUm:R PER WSOOT STO PlAN F-IO.l2-00. ® CONSTRUCT CDlENT CONCRETE SOEW.u<-S£E l'rPICAl S£C.ONS. SlIms 5 -7. DETAIL SllEET 6. @) INSTALl UEO!AN PER DETAILS. SHEETS 60 AND 61. ® CONSTRUCT IINA PA\{)jOO. Sf[ MCAl S£C.ONS. S!I1'ElS 5 -7. OWIL SIIEEr 6. @ CONSTRUCT !INA OIffilAY. Sf[ nPiCAl S£ClIONS. SlImS 5 -7. DETAIL S!I1'ET a @ INSTALl u(X)ULAR BLOCK RETAINING WAll 'MlH HANDRAIL SEE WAlL PLANS. DETAIlS AND PROflLfS. SHEETS xx. @ CONSTRUCT EXTRUDED CURB PER WSOOT S1D PlAN F-I0.'2-oo. ® REOONSTRUCT IINA ORI\£wAY. SEE ""'\£WAY SCII,OOlE AND "HAIls. SllEET xx. @ CONSTRUCT ~IECRAl CURB PER DETAIl. SIIEET "- ® RECONSTRUCT HU. PARKING LOT. @ _Sf ORAIIIAGE STRUCTURE TO GRAIlE. @ AD.,ST WATER VAl'lf. TO DRAllE. EXPIRES: @ RElOCATE PO>£R VAULT BY OTllERS. @) RElOCATE WATER UE1l1t @) RElOCAlE TREPHONE VAULT BY OTHERS. @ AD.lJSf UIlNITDRlNG \\lli TO GRAflf. ® REMOVE / RflOCATE ~RE H\1JRAIIT ASSEUBLY. SEE WATER. SEIlER PlAN~ SHEETS 122 -133. @ R£lOCATE tRRtCAllON VAl\{ COHmOL SEE IRRIGAliON PlANS, SHEETS KX -xx. @ INSTAll RDNfmcrn cuRB AND THICKENED SIDEWAlK Pm DETAIL. SHEET 8. @ RElOCATE TElfPIlONE PEDESTAl BY OTHERS. @ AVOID BRlOOC Pn.£ CAP, COI..UlIN AND ABtIll.tENT. coo:m!NATE WORK Vdrn alY PERSOONfi. AND BNSf RAILROAD. @ AO.AIST STOIWDRAIN "ANHOlE TO GRAfJ£. 0510 20 40 6() ~rl:~ 3:B~~~ I F 1IIIj r,·~· ,I @ ~: SCALE IN FEET (~m-l&!O TmN,WA~ ..:.=... ml;q.am (2$3)621-mo NO. RMSIOU r1f DATE APPfI -xxx. 'I' GENERAL CONSTRUCTION NOTES I 1. INSTAlL CEUENT CONCRElE OJR8. cuTlER, AND SIDEWALK AND RESTOR£ ROADWA.Y PER TYPICAl ~nONS AND DfTAlS, SHEITS 5 -7. 2-roo STORU DRAINAGE PLANS SEE 9tEETS 47 -59 AND rOR srtmI DRAINAGE PROFU.ES SEE SHEETS xx. 3. FOR IDIPORARY EROSION .." SEOOlENT CONTROl PlAN~ NOlES AND DUAIlS. S£E SHEETS 10 -21. •• fOR REUOVAl uuns. S£E SIlE PREPARAlKlN PLANs, SHEETS 10 -21. S. FOR REQUIREO SIDEWALK SCCRING PATTERN AND roo L0CA11OO or BUS SUPS AND OrnER URBAN DESCH FEATURES, SEE URBAN' DrnGN PLANS. SIlEETS xx. 6. FOO: SIGNS AND CHANNEUZAllON PlANs. SEE SH[EtS 62 -7J. 7. fOR IllUlUHAllON PlANS AND DETAILS, S£E 9fEOS 74 -00. B. FOR ~GNAl PlANS AND DETAIlS, SEE SKEElS 87 -106. 9. FOR lANDSCAPE PLANS AND DETAILS. SEE SHEETS 107 -118. 10. fOR UfDIAN AND ISl.JHO D£TAIlS, SEE SHEETS 60 -61. It FOR TREATlIENT Of WATER UNNS. METERS. VAlVES, _ HYDRANTS AND SERVICE UNES, SEE SHEEIS 122 -13J. 12. FOR lRfA.TUENT IF SEVI£R UA.JN AND IdAHHot.£S. S£E SHEETS 122 -133. 13. POMR POlfS AND VAULTS TO BE RElOCATED BY OrnERs. 14. GAS VN.,V£ BOXES TO BE RElOCAlED AND/OR A1>.JJSTED TO GRADE BY ornER$. 15. AOJ.lST All SURfACE unUTlES 10 GRADE. fOO POSSmlE FRAllClllSE UruTY cooruCTS SEE SII£[]S xx. RAINIER AVENUES IMPROVEMENT PROJECT """"'" ALIGNMENT PlAN STA 29.00 TO STA 33.50 CI6li&OAlMI14"Q -. "" I I I I I i l i ! !.l ~ AI£; 051020 40 60 scALE IN FEET CONSTRUCTION NOTES ill MAlai EXlsmnG .. _ .. ----@ <><WD BUTT.KlNT. SEE DETAIl, SliEET B. / \r.j AIC ,I Ale o CONSTRUCT c::EUENT CONCR£TE ORMWAY. SEE ORMWAY sreEOUlE AND DETAIlS, 9iEET xx. <D INSTAlL ADA RAJ.IP TWE 1 v.nH DElECIABl£ WARNING SURfACE PER VISDOr SID PLAN F-40.10-01. SEE CONSTRUCTION DETAIl SHEET 8. ® lNSTALl. ADA RAMP TYPE 2 ~TH DET£CTABLE WARNING SURFACE PER WSOOT SID PlAN F-40.12-00. SEE COOSlRUCllON DETAIl.. SHffT 8. ® ® @l INSTAll CEMENT CON~ TRAffIC oms AND GUnm PER YISOOT SID Pl...AN F-l0.12-00. CONSTRUCT CEUENT CONCRETE SIDEWAlK. SEE lWlCAL SECllONS, SHEETS 5 -7. DEr.~l SHEET a INSTill UITJlAN PER DOAILS. SHEElS 60 AND 61, CONSlRUCT HIUI PA\£LI£NT. SEE MeAl SECTIONS, SHEETS 5 -7. DETHl SHEET 8. CONSTRUCT HUA O'.fRlAY. SEE T'fPICAl SECTIONS. SHEETS 5 -7. o£TAlL SHEET B. ® @ @ INSTJd..lMOOUlAR Bl.OCK RETAINING WAll '01rn HANDRAIL SEE WAlL PLANS. DETAILS AND PROflL£s. SH£ETS xx. ® INSTAlL BUS LANOING PAD AN{) SHalER. SEE URBAN DESIGN PlANS AND DffAlLS, SH££.TS xx AND DErAIlS. SliEEr 8. i : JACK IN THE BOX I POWER SPORTS ~ .,....;~ R12 INTERSiCTlOH QJRV£ DATA R13 mm&cTION CUR\-{ DATA HORIZONTAl... VERnGAl HORIZONTAL VERTICAl LT A = 85-47-38 BEG" """,' PC 34-9+25.01 GUTTER " PC -33+54.94 GUTTER 19.60' IT ElEVATIOIIS, <~50' RT ElEVA 1I0Il5: A = 69-49-12 BEG" "'"'" A .. 94-15-14 SEQH xx.xx' q R "" 31.00' y.A """ L "" 46.96' lOA ".'" T = 29.31' r.A """,' R = 31.00' Y •• ","",' R .. 31.00' ~ """,' l :::: 48.60' lOA ","xx L .. 51.00' n.n T = 30.90' r", XLU' T :::: 33.39' r.A =' PI -.349+29.31 rnD "'n' PT -34+67.45 rnD llX.U' PT -350+77.44 rnD """,' 17.53' RT 42.50' LT 2n2t RT KP<G1 30% REVIEW I ~ I~~IMJ=~ l~9::'!MuH ItlU~~J w.e. WAlBlm ~~1 ('2(l3) 2f6.1G40 TiIXiN, 't.A ~ 1' ... }pgro1l (25ll6l1412IJ SUBMITTAL NO. REVISION '"" ® CQNSlRtlCT EXlRUllED CURB PER WSOOT SID I'L\N f-Io.42-oo. --@ --.rCONSlRUCT liMA DRIVEWAY. SEE D~I'EWAY SCHEDULE AND DETAIlS, SliEET xx. --~ •.. ® RECONSTRUCT mtA PARKING LOT. -1M. .... ~ ' .• ~., ® _Sf DRAlNAG£ STRUCl1JRE TO GRADE. @ _Sf WAl£R VALVE TO GRADE. ® ADJJSf WATER UnuTY TO GRADE. @ mOC'TE POl\!Jl VAULT BY 01\l!RS. @ Rn.OCATE WATER METER. ® Rn.OCATE TillPHOllE VAUlT BY ornERS ® ADJJST GAS VAlVE TO GRADE BY ODlERS POINTS LAYOUT TABLE MEDIAN 9 IlEOIAN 9 @ RrnOVf:/ R£LOCAl[ ARE HYDRANT ASSWBlY. ~F WAF I: §h4bl! INs SHEiTS 122 -133. I I STAlIOO OFFSI'T OESCIlIpnON RADlUS EXPIRES: 9 33+58.20 <.50' LT PC 1.50 @ RElOCATE IRRlGAllON VAlVE CONTRCl.. SEE IRRIGATION PLA.N5, SHEETS XX -xx. 10 33+58.20 7.50' LT PT @ @ @ Aft ,'Ic. RaOCATE lillPHDtlE PEDESTAl BY omERS. PR01£CT CAS METER. ADJJS1ldootlum~5[ MID CO\{R TO GR~ ~ I'::'; > ~r\··( , .. , ", ... "., .............. " .......... " ... v ... ,. (J.r7; HORIZONTAl.. VERTICAl PC 350+69.96 GUTTER 20.96' IT ElEVAUONS: A = 85-53-04 BEGIN l(X.xx· R = 31.00' }'tA ",n' L ·46.41 lOA n." T = 28.85' r.A ",n' PT -34+58.39 rno XX.lX' 42.50' RT 1,;~,li ~ ClTYOF RENTON Plallllt~blIcWotb~ POINTS LAYOUT TABLE MEDIAN 10 UEDtAH 10 T· STAllON OFFSET OESCRIPUON RADIUS 1 34+60.85 4.50' RT PC 1.50 2 34+60.85 7.50' RT PT 3 36+42..24 7.50' RT PC 3007.50' 4 37+19.84 7.50' RT PT 5 37+92.94 7.14' RT PC 99.00' 13 37+79.98 7.50' LT PC 2992.50' 14 36+87.23 7.00' IT PRe 99.00' 15 36+70.36 6.01' LT PT 16 36+17.96 3.00 RT PC 101.00 17 36+00.58 <.so' RT PT GENERAL CONSTRUCTION NOTES I. WSTAIl. roIENT COIICRETE rum. GUTTER. "'0 SIOEWAU< AND RESTORE ROADWAY PER nPlCAl SECTIOIIS AND OETAltS, SHEETS 5 -7. 2. FOR STORY DRAINAGE PlANS SEE SHEETS 47 -59 AND fOR STOOl DRAINAGE PROfIlES Sff SH[(TS xx. J. fOR lEJ,(P(W,RY EROSION AND SEOOIENT CONTROl PlJ,Ns, NOlES AND DETAIlS. SEE 9t£ETS to -21. 4.. FOR R£MOVAl.. UMITS. 5£( SITE PREPARATION PlANS, SHEETS 10 -21. 5. fOR REQUIRED SIDEWAlK SCORING PATTERN ANa fOR LOCATION IF BUS STOPS AND OlHER URBAN D£SICN FEAlUR£S. SEE URBAN DESIGN PlANS, SKEETS xx. 6. fOR SIGNS AND OiANNWZATION PlANS, SEE SHEETS 62 -13. 7. FOR IllUUIN'ATlON PlANS AND DETAItS. SEE SH£ETS n -86. 8. fOR SIGNAL PlANS AND OETAA.S, S£E SHEETS 87 -106. 9. FOR LANOSCAP£ PlANS AND O£lAlLS. SI'E SHEETS 107 -116. 10. FOO UIDlAN ANO ISLAND OETNlS. S£E SHEETS 60 -61. 11. fOR lREATh!£NT CF WATER LIMNS. UElmS, VAl\£S. flR[ HYDR~TS AAD S£RVICE UNES. SEE SH£[TS 122 -131 12. feR TREAn.IDH IF SB\ffi UAlN AND YANHCI..£S. SEE SHEETS 122 -133. 13. pO'IIIR PCX..ES AND VAUlTS 10 BE RElOCATED BY OTHERS. 14. GAS VAlVE BOXES TO BE RROCATID ANo/re Af)..USTED TO GRADE 8Y ornERS. 15. AD.JJST All SURFACE unullES ro GRADE. fOR POS9B..E FRANCHISE uruTY CQNFUCTS. SEE SHEETS XX. RAINIER AVENUE S IMPROVEMENT PROJECT AliGNMENT PlAN STA 33.50 TO STA 36.00 """"', """"""'" j I I I i I i i i ~ i R15 INTERS£CTJON OJRV£ DATA R16 INlERS£CTlON CURV£ DATA I HIlmZOIITAl \1'RnCAl HORIZO/ITAl \£RnCAl , \' \ \ 'I I ~ ! PC -40+57.42 CUTTER PC _ 4-49+25 U' ............. , , ~ (/) ~-t I' I rI 44.68' LT ElEVAllONS: L 20.98' LT I , , . . A '" 98-39-58 BEGIN U.XIt ' A _ IIL')(Ln .. I· R "" 31.00' Y4A n,u' I: l =< 53.38' ~A xux QOOBA BLOCKBUSTER r.l T· 3MS' 0/.. ".,,' .. , PT -449tI3.37 END I . 15.51' RT . _____ . ______ J McLENOON HARDWARE L:~,;..~::~:~-;::::J CONSTRUCTION NOTES ill IlATCH (]QSMC ill GR1NO BUTT JOINT. SEE DETN!. SIlEET 8. "F, RT A "" 76-04-28 R • J6.00' l -= 47.8lf T :; 26.16' PI -450+70.08 20.65' RT , n.o xx.xx' ""'" """,' "'-0' @ CO/ISlRUCT C£l.!EIIT COOCRm IlRMWAY ENlR"'Cf. SEE DmI£WAY SCHEDULE AND DETAIlS, SHEET a @ INsrAll MJA RAIlP TYPE 1 WlH D£lECIABLE WARNING SURFACE PER WSOOT SID PlAN F-40.tD-OI. SEE CONSTRUcnON DETAIL SHEET e. ® INSTAll C£l.!EIIT CO/ICRElE lltIfflC aJR!l AND CUTlER PER WSOOT SID PL\N HD.l2-00. 6. = 103-56-18 R = JU)()' L = 56.24' T = 39.63' PT -150+91.30 45.35' RT 8[QH u.n' m ... ",' ... '" 0/ •• ... '" EIID ... ",' ® R£CO/ISlRUCT HUA IlRIIDiAY. SEE DRI\£WAY SCI1EDULE AND DETAIlS. SIlffi xx. RECONSTRUCT HUA PARKING lOT. AD.I..IST WATER VAlVE TO GRAD£. RElOCATE pov.m VAULT BY OlHffiS. RElOCATE WATER UET'ER. GENERAL CONSTRUCTION NOTES 1. INSTAll COolENT COOCRETE QJR8. WTTER, AND S()EWALK AND REsrOOE ROADWAY PER TYPICAl SECTIONS AND DETAIlS. SHEETS 5 -7. 2. fOR STORlI DRAINAGE PlANS Sl:E SIlEETS .7 -59 NID fOR STOffi.I DRAINAGE PROflLES SEE SHEETS xx. 3. fOR ID.lPORARY EROSION AND SffiDJOIT COHTROl PLANs. NOlES AND DETAIlS. S£E SHEETS 10 -21. ~. foo REMOVAL UJdITS, SEE SITE PREPARATION PLANs. SHEETS 10 -21. 5. fOR REOOIRED SlOEWAI..K SOORIHC PAmRH AND roo: lOCAnC»l IT BUS STOPS NID 0_ URBAN D£SGN rulURES. SEE URBAN DESeN PLINs. SHE£1S xx. 6. fOR SIGNS AND atANNEUlATlON Pl..ANs, SEE SHffTS 62 -73. 7. fOR Il.l.UJ,IINAllON PlANS AND DETAILS. S£E SHEETS 74 -86. 8. FOR SIQlAl PlANS AND DETAIlS. SEE SHEETS 87 -106. 9. fOR lANDSCAPE FUNS AND DETAIlS. SEE 9HTS 107 -118. 10. fOR Id£DIAN AND tSl..AHO ()[TAIlS. S(E SH£ElS 60 -61. 11.-fOR lR£AntrnT OF WAlER MAINS, ME1ERS. VAl\{$, RRE H'roRANTS AND S£R\UI: UN[S. SEE SHEETS 122 -133. 12. FOR TREAl\IEMT (f" SE\\ffi IUJN AKO UANHOlES. SEE SHEETS 122 -133. 13. PO"iIm POl£S AND VAULTS TO BE RElOCAITO BY ornms. 14-. CAS VALW: BOXES TO 8£ RUOCAlED ANO/OO ADJJSlED TO GRADE DY OTHERS. 15. AD.lJST AU. SURfACE UlUJllES TO GRADE. FOR POSStBlE FRANCHISE UUUlY CONFlICTS, SEE SHEETS XX. POINTS LAYOUT TABLE MEDIAN 10 YEO/AN 10 'I., STATION OFfSI:T IlESCR1pnoo IRADlus 6 38tOl27 6.08' RT PT 7 38 ... 54..'$9 3JJS' IT PC -! 101. 8 38t7I.56 '.50' LT PT 9 39+13.23 ".SO'lT II' no 4OH0.51 2.12' LT PC_ I J. 11 40 .. 70.39 9.88' LT PT U2 39+-13.05 7.50' LT ,.. POINTS LAYOUT TABLE MEOIAN 11 LIEDIAN 11 ® C<lNSlRUCT C£l.!ElIT COOCR£1£ S!OCWAlJ(. SEE lYP!CAl Sl:cnoos. SHEETS 5 -7. DETNL SHEET a @> lNSTALl I.l£DIAN PER DETAILS. SHEET 60 AND 61. ® @ @ @ ® @ @ @ RUOCA 1£ m..EPliOHE VAUlT BY OlHER$. ADJ.iST GAS VAlVE TO GRADE BY OrnERS. EXPIRES: 5.54' ® CO/ISlRUCT HUA PA\£UEIIT. SEE MeAl Sl:cnOOS, SIlEETS 5 -7. DET"L SHEET a @ COOSTRUCT HIAA Ova«.A,Y. SEE TYPICAL SECTIONS, SHIT1S 5 -1. OETAIl SHEET a. ® INSTAll BUS lAN~NC PAD "'0 SHELTER. SI:( URBAN DESIGN PLlNS AND DETAJLS. SHEETS xx "'0 DETAIlS, SH££TS XX. @ COOSlRUCT EXlRUIlED CURB PER WSOOT SID PlNI f-l0.42-DO. 051020 40 60 SCALE IN FEET KJF>G 1M~I.\nalll'11l~ faia.WAS1I00 &ta~, (XJ:1rQ$.lMil rWii\a,WJ.~ wdp;)cn {2S3)w-(lm 30% REVIEW SUBMIITAL NO. ROtOVE / R£LOCATE ARE HYDRANT ,.\SSE.U8l Y. SEE WAlER ,& SEVlffi PLANS, SHEETS 122 -133. ADJJST MONUMENT CASE AND CO\ffi TO GRAD£. = -\' .. 20' ..=::f.:;"_ = ~ = -= --- EN I DATE J APM r..-.:>!(XX ._----REVISION ~ CITY OF RENTON PlalllllnglBvi\dinglPubDc WOfI<l; ~ RAINIER AVENUE S IMPROVEMENT PROJECT ALIGNMENT PLIIN STA 38+00 TO STA 42<00 ~ "'f'XiO' ~umA"'II =-~ ," I I I I I i r i , ~ I 1 DIAMOND LlL'S CASINO I / / / CONSTRUCTION NOTES q> r .. 7-ie'LL " ~ .. ..,.. !'J ~~ I @ CONSTRUCT CUlENT CQH<m:TE DRI\£wAY EHTRANC£. SEE DRl\£WAY SCHEDlJI..[ AND O£TAItS, SHffr xx. ® INSTAlL CEUENT CONCRHE TRAme CURS AND GUTTER PER WSOOT SID PlAN f-IO.12-00. ® COHSIRUCI CIJIENT COftCRETE Sll£WAlX. sa: TYPICAl. SECTIONS, SHEETS 5 -7. IlETAll SHEU a @ INSTAll UEDlAN PER DETMLS. SHEETS 60 AND 61. ® CONSTRUCT HUA. PAID.(OH. SEI TYPICAl SECTIOOS, SHEETS 5 -7. DETAL SHEET 8. @ COOSTRUCT HUA OYfRlAY. SEE nPlCAL SECllON5. SHEETS 5 -7. OETAJl SHEET 6. @) CONSTRUCT EXlRUOED CURB PER W3D0T SID PlAN F-tD.42-00 ® RECOOSTRUCT HIJA ORI\£wAY, SEE ORlV£WAY SCHEDULE AND DETAIlS. SHfET xx. FIRESTONE , i: ~--- Ale /~ / ~ '~"' .... -- I "':~>., "">, . / t" ..... ", / " .. "'-. .... 'i,. '''::'':<, . -', ~ i ',,-.,. ..... _, . . / 76 GAS STATION ............. ,. I ~, . @ RECOOSlRllCT HIlA PARKING LOT. @ At)JJST WATER VAlVE TO ctlADE. @ RELOCATE POMll VAULT BY OlMERS. ®l R£lOCATE WATER "Elm. @ At)JJST GAS VAlVE TO GRAllE BY OTHERS. GENERAL CONSTRUCTION NOTES 1. INStALL CEMENT CONCRETE OJRB. CUTTER, AND SIDEWAlK AND R£ST(1t[ ROADWAY PER T'tPIeAl SE~S AHD DETAIlS, SHEETS 5 -7. 2. fOR STORU DRAINAGE PlANS SEE SHEETS 47 -59 AND fOR SfORLI DRAINAGE PROFIlES SEE SHEETS xx. J. fOR lOIPORARY EROSION AND SIDI.!ENT COHlR(X. PlANS, NOTES AND DETAILS, SEE SllEETS 10 -21. 4. roo: RDJOVAL UIlITS, SEE SITE PREPAAAlIOO PLANS, SHffTS 10 -21. 5. FOR REQUlRffi SIOEWAlK SC<RING PAmRN AND FOR lOCA,11ON Of BUS ST<PS AND OTHm URBAN (J;S1CN FEAlUR£S, S£E URBAN ()ESIm PLANs, sm:ETS xx. 6. FOR SIGNS AND QtANNllJZA 110N Pl.AHS. S£E SKEETS 62 -73. 7. fOR ILWloIlNAllON PlANS AND OEfALS, S£E SHEfTS 74 -B6. 8. roo SGNAL PLANS AND DETAIlS, Sf[ 9iEEfS 87 -106. 9. fOR lANDSCAPE PlANS AN{) DETAIlS, SEE SflEETS 107 -11S. 10. FOR t.rEDIAN AND ISlAND DETAIlS. SEE SHITlS 60 -61. 11. fOR 1R£AlMENT OF WATER LWNS, LlETERS, VALVES, fIR[ H'tDRANTS AND smVICE lINES. SEE StEETS 122 -133. 12. fOR 1R£AThlEHT a' SE1tfR IWN ANO l/ANHIUS. sa: SHEETS 122 -133. 13. POYtfR pOC£S AND VAUl..lS TO BE RELOCAlED By OlMER$. 14. GAS VN..VE BOXES TO BE RELOCATED AND/OR A1WSl[O TO CRADE BY Oll\ERS. 15. AO.AJST All SURfACE unullES 10 CRAO£. FOR POSSQl£ FRANCHISE UTIUlY CONfUCIS. SlE SHEElS XX. @ RELOCATE IRRIGATION VAlVE CONlROL sa: IRRtGA.ON PLANS. SHEETS xx -)0(. @ At)JJST SAIIITARY sa.rn MAHOUT TO QW)f. @ RELOCATE TElEPIlONE PEDESTAl BY OlMER$. ~(Q. 1 ~ ---1 1 II=m 1-".~ 1 ~~~ Am CITY OF o 5 10 20 40 60 m ........ ' 1I11""'~ 30 Yo REVIEW _ m .;!IN). RENTON SCALE IN FEET ~1:001=~,,,,,, SUBMITTAL_: I .:..~~ I ® ~,",,,,,,,,,._,," __ rnJr:olttn (.25.1)S2J~no NO. REVISION BY OATE APf>R -":>)00( POINTS LAYOUT TABLE MEDIAN 11 UEDIAN 11 {j} 5r;.lIOO IlfSET DESCRIPTION 3 4Z+lJ.15 12.35' RT PC • 42+66.27 7.37' RT PT 5 43+05.00 5.41' LT pC 6 43+36.66 10.50' L1 PT • 43+34,69 13.50' LT pC 10 42+99.98 7.21: LT PRe 11 42+66.10 O.84'lT PT EXPIRES: RAINIER AVENUE S IMPROVEMENT PROJECT AUGNMENT PLAN STA 42.00 TO STA 45+00 RADIUS 99.00' 101.00' 99.00' 101.00' """""" -,...., , I I I I i ~ ! ~ I ! ~ ~ RI9 INTrnSECno. .. CUR'f£ DATA H""'ZONTAl I IffinCAl PC -4St87.2J 4&50' LT A .. 69-31-49 R -46,00' l -55.82' T .. 31.93' OOTTER ELEVAllONS! BEGIN xx.xx· Yoll!. xx.xx' YIl!. nxx ?'fA "",-.rx' PT -549+28.31 33.35' RT rno nu' ---stj~'il'J1! I I I POINTS LAYOUT TABLE MEDIAN 13 UEOIAN I.} J: 5T"lIoo OffSET DESCRIPTION RADIUS I 48HJ.4J 8.64' RT PC 606.1t 2 47+24.98 O,OD'RT Pee 4.37' 3 47+23.94 8.64-' RT PT 4 47+63.92 1230' RT PC $0.00 t I o 5 10 20 40 60 SCAlE IN Fill =-..:::::. NEOIAN 11 ,'i': STAnoo OfFSET DESCRIPTIOO RADIUS 7 45+81122 to.50'LT PC tOO' 8 45t80.20 13.50' LT PT HKJFG 1~gj!MtwIl111U~ ~'fIl!l:31rS SrilSl\ (lOO)2f.6.1MO TJCQro.WUS@. 30% REVIEW SUBMITIAl .... ,lNun (2SJ)621.orn r "/c ~ I (I R21 INlERS£CllON CUR\{: DATA HOR1Z""'Al IffinCAL PC-45+11.10 GUTTER 48.5()' RT ElEVAllONS: Ii = 111-31-13 BEGIN nlCx' R = 56.00' y •• ",,,' l = 109.00' ~. "''' T -8228' f •• ",,,' PI -551+42.19 END "",.,( 20.91 RT I / ;~ l I " , '/ l~ k/, t-rJ "1< i~" i \ WALGREEN'S C ----• '---.. r-'<)--~---f '---',,::,-/r?i. ___ . R20 INlERSECllON CURvr DATA HORIZOOTAl PC -548t79.66 42.04' LT A .. 99-55-25 R ::: 46.00' l .. 8O.2t T .. 5US' PT --47+44.16 46.34' LT 'rfRnCAl OOllER nEVATIOHS: 8EG1N xux' ¥.f.b, n..xx· Y2A lOt.XX f4tt. Iet.xx· END 7fX.ri .,'( .< "4. L ~ """" t: ..... 'l..,.. _.~ ... .. ,' ..... ~! c.i::"'"","-. -----.F ..... _ -~ LT 11 .. 74-02-01 BEGIN R'XX' R = 4B.0D' y.A n.rx' l = 59,«' ~ ".'" T -34.68' f •• XlI.XX· PI -46+80.76 END ",,,' 37.78' RT 1' .. 217 '-~ .. -... -~-- .... '" -,.", ..... ,~ 1. ... (' I -EXPIRES: ...:::;::-.=.. @ ~ ClTYOF RENTON Plannlng.lallldlf"O'Publlc Woru ~ GENERAL CONSTRUCTION NOTES SEE GENERAl COOSTRIJCliON HOlES, NEXT PAGE CONSTRUCTION NOTES ill "AICH EXlSnHG. @ GRiND BUTT JONI SEE DETAil, SHEET 8. @ COHSmuCT CEMENT CONCRETE ORI\€WAY. S£E DRIVEWAY SCHEOUl£ AllD DETAIlS, SHEET & @ INSTAlL MlA R.WP nPE I 'IT" DElECTABlE WARNING SURFACE PER WSOOT SID Pl»l f-40.10-01. SEE CONSlR\JClION DETAIl SHErr 8. ® iNSTAlL CEJ.iENT 00NalElE TRAfFIC OJRB AllD OOTlER PER \\SIlDT SlD PlAA F-IO.IZ-DD, ® COOSTRUCT CDma CONm£TE SIDEWAlK. 5£[ TI'PtCAI.. S[cnONS. SH£ETS 5 -7. OETAll SHEET 8. @J .. STAll .mAll PER DETAIi.S, SIlEEIS SO AllD 61. ® @ COOSTRUCT HUA PAVEUENT. SEE meAl. SEC"OON5. SHEETS 5 -7. DETAIl SHEET 8, COOSTRUCT HUA. ()1,{RlAy, SEE rtPICAl. SECTIONS. SHEETS 5 -7. DETAIl SHEET 8. @ CONSTRUCT COlOO CONCIlETE STAPLE CURB, SEE DETAIl SHEET 8. @ CONSTRUCT COlENT CONCR€TE .. IDlSECnDII, SEE INTERSECnoo DfTAItS XX- @ R£PlACE nPE C-CURB om DETAil. SliEET 8. @l CONSTRUCT EXTRIJIlED CURB PER WSIlOT SID PLAH F-1D.42-DD, ® R£COOSTRUCT HIlA OIMWAY, SEE IlRI\£wAY SCHalUI.E ,..., DETAilS, SHEET xx. @ R£tD/ISTRUCT IlUA PARKJNG LOT. @ AD.JJST CAM 8_ TO GRADE. @ AlJ.JJST WATIR VAlVE 10 CRAOE. ® AD.JJST W.TIR UllUlY TO GRADE. ® RUOC.TE W.TrR UETrR_ ® AIl.A!ST SAHiTARY SE\\£R UANlI<>J: TO GRADE. @ AD.JJST GAS VAlVE TO GRADE BY DIlIERS. @ RENDVE / RaOCATE RR£ H'IllRANT ASSai8lY. SEE WAlUl k SEll'" 'PlANS. SIiE£IS 122 -III @ RUOCATE IRRlG'1!OO VAlVE CONTROL SEE iRfOG.noo PlAAS, SHEETS xx -xx. @ AOJJST J.lOM.!lIENT CASE AND COVER TO GRADE. @ lHSTAU. ROUND L.OCKlNG SOLID CO\ffi AND ADJUST DRAlNAII S1RUC11.lRE TO CRADE. S£E DRAINAGE PLANS. SHEETS 41-59. IMPROVEMENT PROJECT AUGNMENT PlAN STA 45.00 TO STA49tOO I I I j I ! ! i i ',.../ ! I \ 1 1 I I 1 1 I·J I' MIDAS 1 1 I \ I " r I \ l \ : ,-----1 1 ---t, :1 TACO TIME /"'" -'.~ ; 'i 1 1 'I J. 'r'l il - PIZZA HUT ,: " I I: PC -51+73.47 38.40' RT A = 87-58-34- R -31.00' L -47,6ft T -29,92' \ ~._,_~ r --.-~--~=...,...."..-... PT -650+67.32 29.74' RT CONSTRUCTION NOTES <D 1lA1CH EXISTING. ® GRIND BUTT JOINT. SEE OET~~ SHEET S. @ COOSTRUCT mJon calCRETE DRIVEWAY ENTRANCE, Sff DRIVEWAY SCHEDULE AND DETAlts, SHEET xx. @ INSTAll MJA !WIP rIPE 1 V41H DETECTABlE WARNlHG SURfACE PER 1\SOOT sm PIAN f-40.IO-01. SEE CONSTRUCnOH D£lAn. SHEEla ® INSTAll NJA RAMP nPE 3A mm DElECTA8l[ WARNING SURfACE PER WSllOT SID PLAN f-4o.'4-00. SEE CONSTRUCTION DETAIl SHEET a @ "STAll CIlJENT COOCRETE TRAmC CURB AN1l GUTTER PER WSOOT SID PIAN f-IO.12-00. ® CONSlR\JCT CIlJ£I1T CONCRETE SIO(WAU<. S£E MeAl SECIKlNS. SHEETS 5 -7. Il£TAIL SHEET 8. @ INSTAll "EIlIA" PER Il£TAJLS. SIlEETS 60 AND 61. @ COOSTRUCT HUA PA\UlEltT. SEE MCAl SEcnoos. SHEETS 5 -7. DET~l SHEET 8. @ COOSlR\JCT H"A OVERlJ.Y. S£E MCAl SECDOO~ SHEET 5 -7. OETAJl SHEET 8. ® COOSIR\JCT EXTRUIlED CURB PrR WSOOT SID PlAN f-IO.42-00. @ RECONSIR\JCT HIlA OruIWAY. S£E ORIWAY SCHEIXIl£ ANO OETAllS. SHaT XX. 05102{l 40 60 scALE IN fEET IEKlP'CGJ- 15Jn~M 1111l,"~ ~.e.'&S3I09 Sk!iG\ (2(Q$-IMO Ti1!:OTo&, ""SSW mlpJ.ro1I ~671.(1rn 30% REVIEW SUBMITTAL I . EXPIRES: NO, REVISION QJTTER illVAllCNS: BEQN J:Lxl y,. n.u,· ~ "''' l% xx.xx· END ",,,' SUBWAY ,,~ W~~lli~ @ ADJUST DRAINAGE STRUCTURE TO GRADE. @ ArWST WATER VAlVE TO GRADE. @ ArWST WATER UDUTY TO GRAD£. @ RELOCATE PO\IfR VAtU BY OfH(R5o @ RELOCATE WATER l!E1IlL @ RELOCATE TElEPHON£ VAULT BY 01l£RS. @ ArWST SANITARY SEv.ffi """"au: TO CRAO~ ® ,"""ST GAS VAlVE TO CRAJlE By OlHER5o "-r-- 1',,;,-;::-.:::, ~ R24 INTERSECTIOO CUR\£ DATA HORIZONTAl VERllCAl PC 650+94.74 GUT1ER 16.17 LT n.rvATIOOS: A .. 90-26-53 BEGIN 't:¥..KX.' R -56,~ t xx.xx· L ... 88.40' "",n T .. 58.44' 1\. ",n' PT -5J+D5.74 END ",n' .l6.5D' RT @ REUOVE / RELOCATE rn£ H'I1lRANT ASSD.IBlY. S£E WATER & SE\\flI PWls. SHEETS 122 -133. ® RELOCATE 1RR1GADOO VAlVE CONTROL SEE 1RR1GAIKlN PWlS. SHEETS xx -lOt ® AJ""ST MOHUUENT CASE AND COVER TO GRADE. = -= \'-20' '""""-~ ----~ = ® CITY OF BY I DATE I APf>M 1-: 1-.:::. RENTON -: ._-----P"'lInlJ1g111Ullcli~WorI<s~ GENERAL CONSTRUCTION NOTES 1. INSTAll CEUENT ~1E CURB, QlmR. AND smEWALK AND RESTOOE ROADWAY PER T'lPlCAl SEcnoos AND OETAR.S, SHEETS 5 -7. 2. FOR SlOOM DRAINAGE PlANS SEE SHEETS 47 -59 ~o FOR STORM DRAINAGE PROIltEs SEE SKEETS xx. 3. roo TalPOOARY EROSIOO AND S£OIUENT CONtROl PLANS, NOTES AND DETAlLS. S£E SHEETS 10 -21. 4. Foo R£UOVAl. UJ,OTS. SEE SiTE PREPARATION PlANS. SHEETS 10 -2'- 5. roo R£QUIR3) SIOEWAU< SCORING PATTERN AND fOR LOCATION Of BUS STIl'S AND OlHER URBAN DESGN f[AlURES. SEE URBAN DE51CH PlANs. St<EETS lOt 6. FOR SIGNS AND CHAHNEUZAnON PlANs. SEE SHEETS 62 -73. 7. roo: Il.1..UMINA1ION f'I.»5 AND DETAIlS. SEE SHEEJS 74 -66. 8. FOR SIGNAL PLANS AND DETAILS. S£E g{[[J$ 87 -106. 9. FOR lANDSCAPE PLANS AND DETAILS. SEE SHEETS 107 -l1a to. roo: MEDIAN AND lSlANO DETAIlS, S£E SHEETS 60 -61. 11. FOR lREAll.!ENT Of WATER MAINS. UEJER$, VId..'IfS, FiRE HYDRANTS AND SERIICE l>IES. SEE SHEETS 122 -133. 12. fOR TREAlUENT OF SB\-[R UAJN ANO WJU«X.£S. SEE SHEETS 122 -Ill. 13. f'O'Q{R POt£S AND VAUlTS TO BE RElOCAtrD BY oTHERS. 14. GAS V/d.Vi. BOXES 10 BE RElOCA1'E£l Mro/m ADAlSlED 10 CRAOE BY Oll£RS. 15. AD.JJST AU. S\JRf"ACE unUTlES TO CRADE. FOR POSSIBtE FJWIQilSE unuTY CONfUCTS. SEE SHEETS xx. RAINIER AVENUE S IMPROVEMENT PROJECT ALIGNMENT PIAN STA 49.00 TO STA53.25 """"" ------; .... LP I I i I I i i i ~ ti ~ A-I CLUTCH N« cO"O. BEY.A-COEEEIj"'R "It,T, '"'" r --L ~. -V!,-· 1 I \' ___ ._ i~.l_ '_~ oJ ~J!i X fJ<.'~ '--l't'" ':'1,15' \0 'Ie 'I \ 1--- GENERAL CONSTRUCTION NOTES I. INSTAtL CElJENT CONCRETE CURB. GUTTER. ANO SIDEWAlK AND RESTOR£ ROADWAY PER nPlCAL SECTIONS AND 1lET1Ill~ SIlEHS 5 -7. _Af..:--------'0 ~ 2. foo ST<RU DRAINAGE PlANS SEE SHEElS 47 -59 AND rOR Slaw ORAJNAt;[ PROfILES SEE SHEETS xx. !.; ... ~- CNiY l <>; "'" '''l 'i------Nrr:=-~~· Ale " ~ \ , --l \ 'Ie 4!f[f~0.!)"-!"!'.G!"I.~TC){E VI,'L1. II' IT ----""< Or",--" J I ' CONSTRUCTION NOTES CD MATCH ElIlSIING. ® GR1IID BUTT JOOIT. SEE DETA". SHEET 8. o CONSTRUCT CEt.lENT CONrnEfE ORMYiAY fNTRANCE. SEE DRIVEWAY SCHEDUlE AND DETAIlS, SHEET 8. ® INSTm. CEMENT CONCRETE TRAme aJRB AND GUTIER PER WSOOT SID PlAN F-1Q.12-00, ® COHS1R\ICT CElIfNT CONCR£1E SO[WAlll SEE rn>ICAl SECTION~ SHEEIS 5 -7. DETAIl SHEET •• @> INSTAlL U£O!AN PER DETAILS. SHEETS 60 AND 61- ® CONSTRUCT ""A PAVflJENt SEE nPlCAL SEcna<~ SIl[[1S 5 -7. OCTAIL SHl'ET 8. @ CONSTRUCT HUA. O\ffiLAY. SEE TYPICAl SECTIONS, SHEETS 5 -7. DETAIl SHEET a 051020 40 60 SCALE IN FEET llK1P'<G:r 1~9JI,l.;N1I11I11Itlildni SlliC:e.WA9StOO S>h~1 (205)236-1&CG Tm;;,WASIW-IZ WllNoo (253)621..orn 300/0 REVIEW SUBMITTAL NO. _ ~,;,.. •.. lI·:F----vJ\.~--··-· l'~--~ '..fu'_~ ... :::::~-{;j -' --_ --I ---- I I \ \ @J CONSTRUCT EXlRIJOEl) QJRB PER ~T SID PLIN F-IO.42-00 ® REcmSlRUCT HYA DRIVEWAY. SEE DRIVEWAY SCHEOUI.£ AM) DETALS. SHEET xx. @ AMST """'NAGE STRUClURE TO CRIJl£. @ A[WST WATER VAlVE TO GRADE @ RE1.OCATE POIIfR VAULT BY OTHERS. @ RE1.OCATE WATER METER. @ RELOCATE TElEI'HONE VAUlT BY OTHER$. ® AD.AJST SANITARY SE\\£R MAIIH!lE TO GRADE. ® RElOCATE FIR£ HYDRANT ASS£J,IBlY. SEE WATER k 5£YJ£R Pl.IINs. SHEETS 122 -1.ll. RMS"," BI' OATE I APPR -= -= = -= = 1· .. ~ 1 .:'"..,. __ "::!.~ -- 57 3. FOR lOJPOfl.JJIY EROSIOIl AND SEOOIrnr CONlROC PLIN~ troTES AND DETAILS, SEE SHEETS 10 -21- 4. fOR R£J.IOVAl U)dHS, SEE Sll£ PRfPARAllON PlANS. SHEElS 10 -21. 5. FOR REQUIR£O SIDEWAlK SCORlNG PATTERN AND fOR lOCATK»I or BUS SUlPS AND OlH(R URBAN DESIGN FEATURES, SEE URBAN D£SlGH PLANS, SHEETS 0. 6. fOR SIGNS AND CHANNEUZAllON PlANs, 5£E SliEUS 62 -73. 7. FOR Jt.UJU1NAllON PlANS AND DETAIlS. SEE SHEETS 74 -86. 8. fOR SIGNAL PlANS AND DETAIlS, SEE SHEETS 87 -106. 9. FOR lANOSCAPE PlANS AND DETAILS. SEE SHEETS 107 -H8. to. fOR MEDIAN AND rsLAND DETAILS. SU: SHEETS 60 -61. 11. fOR lREATUflIT or WAlER UAINS. NElmS, VAJ..\£S. ARE HYDRANTS AND SER\'1CE UNE5. S£E SH£ETS 122 -133. 12. FOR lR£AllIDn OF S£V.£R VAIN AND MANHOlES,. SEE SHEETS 122 -IlJ. 13. PO'Am Pa.£S AND VAULTS TO BE RElOCAl£O BY OlHERS. 14. GAS VAlVE IlOJ([S TO BE R£1.OCAIED AND/OR A[WSTED TO GRADE BY OrnERS. 15. AlWST AU.. SURFACE UllUllES TO GRAD£. roo: POSSBt.[ FRANCHISE UT1UlY CONFUClS. SfE SHEETS xx. POINTS LAYOUT TABLE MEDIAN 14 UEDlAH 14- (;', STATJON OffSET DESCRlPTIOIl RADIUs J 53t32.09 10.91' RT PC 99.00' 4 5:1+6'-45 10.54' RT PT 5 5Hl1.59 2.40' RT PC 101.00' 6 5H25.45 1.10' RT PT 7 54+73.57 0.23 LT PC 1.50' • 54+J3.54 J.23' LT pee 4601.33 9 53+56.75 0.60 LT PT J EXPIRES: : I ..=:::o.=.. ® ~ ClTYOF RENTON PIanolngr'BulJdlflO'Pul>llc Woru ~ RAINIER AVENUE S IMPROVEMENT PROJECT ALIGNMENT PLAN STA 53,25 TO STA 55f1l9 """"" -..... -. I I I I I J i ~ I ! ti ~ w w ~j~~-:j~::j!L~I!f~[~:iIIlJ>~-J:-~~L [;::::··::::::::T:::::::::::::::·~/T::;;:::::::::::H:;:::;;;:::::::;:::.: .. :::1::;.::;::::::::::::[: ..... ::::::::;::[;;;:::::::::.::<>:.::.:.:.:.::.<:::J ............... :::::::::::.):::::: .::::::::::::: · ..••.. ·.I ............... . .. ::::::::;:: .......... ·······:::d·::::::::······· -",:,- ........... ..,.... . ....... -.... ~:.-...... . 9·····-r·:··············:··::.:··:·:··:·::·:L.:.·:.::::·:·:·::·::··:::::·::·:·:·::t::··:·::·:::·::::·· ··1 0 ·············································-i:r····· .. ~ WEST GUTTER LINE Mr ..c:.~-.c·l-· ·.1--··--1------,·-1...· -. -r;-:.· •• r· ~!-.----:...--' ..... :-J~ . ......... .,...........6-f+~·:·--I-~~-ccf,::::'c~. 19 ... ~ ...........•••.......... ::.::.:.: ... :.::.::. ~ ::::~:~~"~~~""~~C~~"~""~~' :+: .... 20 r:· ... T~:····················· .. ······ ............ !'" o :. GENERAL PROFILE NOTES I. TOP a: CURl! ElEVATlONS NOT ADJJSTEO fOR CURB CUTS, /illA RAYPS OR DRMWAYS. 2. SEE AUGNId(NT PLAN SH£ETS 23-.}4 FOR ROMlWAY AHD OfFSIlE SURFAtlNG. urnAN LOCA'lIOOS. CURVE DATA. AND RADIUS IHfORtJAnON. ............--.. ~............ . .. -r-::~i..-···~l..-···· ....~-.-~-:-:~.. •••••••• ·······;l-. ·····S··· o 510 2{) '" 60 r EXPIRES: 1 OCIP'<Gj- 'S3f£11A:1el.~H 1"1I~ Sea.WA~100 Stb~1 (2CE)2&$-IM TKlJIU,WAS30l mJwun (2S3)Ul-012iI 30% REVIEW SUBMITTAL NO. EAST GUTTER LINE -"" -"" -"" "" REVISIOH Of OJ\Te I APPR ~ -~-~ CITY OF \' .. mo ® RENTON 1 .. 0:::'. -l --PLa[)1l!~1dl~blkWotb ~. SCALE IN FEET RAINIER AVENUE S IMPROVEMENTPROUECT PROFILE wYJ/O, - I I I I I f I i j i ! i 1:::· ....... ::: ...... :y::::: .. :.: ...... :[..::::::. :::::·:.::::~~~··:···:L·:::::::~~·~··::·::·:L:::··::~~~:::· ••. 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RAINIER AVENUE S IMPROVEMENT PROJECT PROFILE ><>mm ~~ld"IJ hii .. F f I I I I I I I l f ~ ~ ~ 80 ~!). ~ ...................... --...... ~ ...... '.',. -.. _ .. g··iJ~~::i..·.:·::·:(.··:::·.··· •• :.::~~~:~ ... : .. : .•.. : •. :.: .•..•. : .. : .• i.~~:i..:::(:.;.:.:.: ... :. ~::.:~~~; •...•. :. :::.:: •. : .•. : •.• ::.:.~r: •. :: •. : .•.•.• ::.: •. :.: .•. : •. ::.:~~:: ................ :.: .•... : •. :.:J~~......:.:.:::: •.• ::::: :~i·~.·::·.·:::.::·:::·-.:::·:··::··i.:.:: .•..•... ~: •. ::.: .. ::.:: .. ·······:·:io···g WEST GUTTER LINE 80 ~.q 18 19 W- EAST GUTTER LINE IN:lF'<GJ-IJ I~ IDJ~J~~ 1 .. -~ 1---~ CITY OF 30% REVIEW RENTON "',., .... 11 1""'_ Sea:l!t,m9a1CS ru:a~1 SUBMITTAL I::::. I ~ PIa/lllil'l9'Bln1dl~bllcWoOO~ (1OS)2z.6.1MO TI".tm,'t.:A!lM:l2 --_... ~ rnl;lgam (2S..,)62T.{Ill!) REVISION GENERAL PROFILE NOTES 1. TOP (F CURB ElEVATIONS NOT AIllISlID fOR CURB CUrs. ADA RAMPS OR DRlIDVA'tS. 2. SEE AUGN/JENT PlAN $HEElS 23-34 FOR ROADWAY AND 0fTS1l£ SURfAaNG. 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REVISION BY' I DATE I APPR I "-XU ~;r.:.. ~ CITY OF ® RENTON P\aflnwao~dinwPubtlc WOllts Dept GENERAL PROFILE NOTES I. TOP Of CURB ELEVATIONS NOT AIllISTED FOR CURB ruTS, NJA RAMPS IXl IlRMWAYS. 2. SEE AUG/UENT PlAN SHUTS 23-34 fOR ROADWAY AND CIlSiTE SURfAQNG. LlEIllAN LOCATIONS. CURVE DATA. AND RADIUS INfORUAnOU. o 5 10 1--=----I ~RES: 20 '0 60 SCAlE IN flU RAINIERAVENUES IMPROVEMENT PROJECT PRORlE -wnm -' ... ---'" I I I ! i ~ i ~ I ! i ~QT::·············;"····"··· ... !.:::··::::·:······".! ........................... ::.::!:....·::·F::: .. F·::·: , .~. ~.Q. a ! ............................ , .... . ·24+50·······_·_···25···· 26 . .. _ ..... _ .......... _ ............................................................... _ .................................................................................... ~ ...............•................... ~ ........................ 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Tefl CF CURB El£VAllONS NOT AOJJSTEO FOR OJRB CUTS. ADA RAMPS OR ORMWAYS. ~ SlE AUGIII.IDIT PLAN SHEETS 23-3< FOR RO!IJWAY AND 0Ff9lE SURfAONC. uEDlm lOCAnOOs. CURIJE DATA, AND RADIUS INFOO.UAllON. () 5 10 6() 20 -40 SCALE IN FEU EXPlRES, -I RAINIER AVENUE S IMPROVEMENT PROJECT PROFILE mwo, tG5'lOPflFll......., -.-& 1 J I I I I I i l ~ ~ ~ ~Q ... ............ . ........................... -......... . , ." ..... i···-· ......... -... -....... __ .( .. . t:::··· .. ···· :" 40 ... -. .,..,.~. . ...•. ~.Q ..... : ............ ·.·.·····.·.:i:·:: .. ::: ....... : .••. " •.•• ·::;·;: .. ;··;·t:···:: ••.. . ...•.•••••• : ... ·.~ .. ~·.f: ...... ·:;:·.:··::·.:::·:·::·::::·::····l.: : : : ... ~~ .. ;l'l!i' o , ·3j~50 800 ~.9 1!LI·;~ ........ ; .............. --. ~~i .. ······· .... ::~~i;;. .~~~ ... --. ..~~~ ... ... ; ........ . ........ '3.................... ................., .............. . ............. , ............................. , .... . ..; ........... -................ . 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Pll.mlllO'BUlldillQl'P\lNe WOIlI, Dept. GENERAL PROFILE NOTES 1. TOP a: woo ElEVATIONS NOT AD&JSTED fOR CURB an5. ADA RAMPS OR ORI\'£WA YS. 2. SEE AUGm!ENT PlAN SH£EfS 23-34 roo ROADWAY AND Off SHE SURfACiNG, UEDIAN lOCATIONS, CUR'v£ OATA. AND RAOIUS INF(lRUATlON. o 5 10 20 .. SCAl£ IN.EE . .EI I _ EXPIRES: RAINIER AVENUE S IMPROVEMENT PROJECT ""'"'" .,.-- PROFILE -... -. -133 . ." i I I I i I i ; i ~ !.i ~ M........... ..................... ................... . ........................................................ . ;···· .. P~·STA·i:·6lt50 ......... ,. . .... ; : .... ··p'vatri-6·~3.04· .... ~.. . ... ; ..... ,. ";<0: ~:Cn~ ... "'," ." ........ " ............. ; ;::: .:: :::j{:~:~8:i4:::::.: .... :: ....... :::::~:: ............ ::i .............. . :;;;;r •. : ••• ::::::: •••• ::::::::·· : ...... ··l00.0000··VC· ., .. . , I w . ........ :::::::::::;::::::/:::::::::::::::::!:::::::::#:~~:~ST."E!l1All:1l0Vl.""":Et£VtllOll::::::::::::::: .... . ....... : ... . . ........ , ............................. . '" _. 'j" . .......... . ......... ; .. ............... ......... -.. ............. ..-... ~-. .; ... ·················i········ r-~9. .............. , ..... ~9. · .. ···i 9··53+'i~······C:::···············:K::·::·:·········C .... ········.·:::··.:5~~~ ............. : •.. : ...... :.-............... -.-.•. :.: •. ::.~:: ................... -.... :.'..... .......:5'7 ... 9. WEST GUTTER LINE ~Q .•••....•.•.•.•.. j-::.: •. :-... : •.•..•.•.•. : .•.••..• '.' ... ~ .• : .. :..... .• :. : .................. : .... r:... .. : ...: ........... : .• :.' .·:I ... ·.···.::: ••• ···::·:·.:· : •......•. ::........ .......••..• :....... .• : •••..•. .[: .••.. : .••.••.. : .. ::: ............... ::.~: •.•. : •. : •.• : : : : .......... ,. .. @. 53+25 54 55 56 57 EAST GUTTER LINE lKGF'G ~ -~ -~ 1'.:2(1' ~==.... ~ GENERAL PROFILE NOTES I. TOP OF CURS ElEVATIONS NOT ADJUSTED roo ruRB ruTS, ADA RMiPS OR ORMWA>S • 2. SEE Al.J(;NMEHT PlAN SHEETS 2J-34-rOR ROADWAY AND Off SITE SURfACING, MEDIAN l.DCAllONS. CUR\£ OATA, AHO RAO.'lIS INFORUATlON. 051020 4<l 60 SCALE IN FEET CITY OF RENTON J ~XPlFl~S~ RAINIER AVENUE S IMPROVEMENT PROJECT 7,u9lm:uH 11Illa~nl ~ 'M.9a100 stol:501 !m2E&-!&IG T~ 'M{t.Ci)2 300f0REVIEW SUBMITTAL -~ , :.::.."':!. -I ® Pla:MlngIBu~6~L'cworu ~ PRORLE Wd;:gM ~61HI11J NO. OM""" '" OATE I APPR ~ =, .,,,, .•. ,, ... ....... II II ...... J I I I I I I l i , ! !;j ~ ®.····T·············· ., .............. ·1········ .. ·,:::::::·r···· . :':'.': i" ·················::r·:········:·:·:·::::·:··;····· ........................ !!9. WEST GUTTER LINE ~ ~ ........ ·r·:::··:.·:·:: ..... ::::: ::::::!:::: ··········J···::.:·:··· ... ··:···:::.x:.····:··.:: :.:'.::'J::."::'::::::' .. ::: : .. :.: •. ::.. .. :] : .... : .... :.:.....:.~.: .. : ... :... .... ,.' ... ' : .......................... . . ............. . . . .......... . GENERAL PROFILE NOTES 1. TOP (F CURB £l£VATlONS NOT AO.lISIID fOR CURB CUTS. ADA RANPS OR DRf\'[Y{A'YS. 2. SEE AUGmlENT PlAN SH£fJS 23-34 FeR ROADWAY AND OFFSITE SURfAQNG. UED\AN LOCATIONS, CURVE DATA. AND RAOIUS INFORMATION. ~ M W ~ a o 5 10 20 40 SCAlE IN FEET 60 ;. IEKlFG 153~~~N 1111J~ StA,YLA.SltW S!eSOl (2(»1m.16W Ta'.01'll,WA!£m 'tl'llNe«a ~~l-i1m 300f0REVIEW SUBMITTAL EAST GUTTER LINE NO. REVISION -= = = = .. DATE' APPA = l'aN ~ I ."!:!.~-I --- ~ CITY OF RENTON Plannlno'BUikfng/Pllbllt: \YorI<$ [)r-pt EXPIRES: RAINIER AVENUE S IMPROVEMENT PROJECT PROfiLE """" 055500PRfCI.d-<og c:m: • " j I I I I I I I ! i ! I I ~ 0' ~ ~ ~ !:i ~ • 'I" ~""'" ,'" t· ", " , I ., ) // !-.- ~:."". li/ -~:-' C) :\\ /:( l.~~ ~ ·1~ ;'-/ ~ jnu~ __ J./( // / ~ / =:"--'c=c',c.,;;--;;':::::J:'=,_ .. ,=:=1' / ) "-- ...-----'F-' ..----"":::;"5 U .. TED ACCESS ~ / / f· .--Dt-;'----01;""--- ~---..£:-'---~/ ./" _ _ _. ~"r-";:>i '-'t.,~'l' ".__ /-.,~J' I "~" y . ..:.y , ! ",,,.,, , r-o C~ ··--··'01-*-----'''-----.-.~.~:t" .. ~~-._-~-'W\\~·.7L -".:""-'--1";;-' "~;.J-';;-\-,_ -=----v ~'':''''':. ---------- (.to NO CU:'G<,,\::fl GAS. SR 167 CONSlRUC11ON ------------ ____ ._._ •• _______ . ___________________ . ___________ .• ___ .. ______ ._ 'V lICP··--··-tJ[.,p··----UGP' ~ 1-405 UMllED ACCESS J N, 12~ CONe 5, '.:;:" ~0NC C9 .c RIM ~.,. I.E.. :::;.9' $, 6~ CO'le lPN,IS,TlO~S 10 1:(' OO© '''' ,'::0 EXTR " '. -~ -,:,0.,\ ~ ~~\ \ ~\ \(!) '.E. ;::,6' N-R ;,:, ° \ ;'/C JOJIiSOI6U ~,-. J,.O:~ 051020 40 60 SCALE IN FEET JK.JF>CGr IJ 30% REVIEW mo.,,,,,,,, \,,"_ Seo:Ue. WA 9alQ!l Sta ~1 SUBMITTAL (2OO]2BS-l64a Tat0m3.WA93402 lWfJ;pg.arn (2S3) 627-W20 REVISION ~G ;~:Bt:d\/~ 7D::--:: o Ale -----~ / 12" CaNe -28--~DMi-1 26J:1C2 ;~: ~~~~ p;~-;::~ I.E 1.<.. BO -hiGH DeCIDu'JUS R!M 2"-.9':: i E. 25.6' S. 13" <;C:l~ 1~loJAJ ~ II=~,II~ ~ CITY OF RENTON Planninw£!ulldlncfl>ublic Works Dept. GENERAL SITE PREPARATION & TESC NOTES 1. THIS PlAN HAS BEEN PREPARED fOR lHE CONlRACTOR'S CON\{NI[NCE IN lOCATING, PROTECllNG. AND AVOIDING CCWFUCTS WITH EXISTING UTlUllES. IT IS BASED UPON BEST AVAIlABlE INFORMATION AND IS NOT NECESSARILY ACCURATE OR C(ljPt.£TE. 2. APPROXIMATE a..£ARlNG UIdITS ARE SHO'IIN. ON lHE PlAN. ACTUAl ClEARING Ut.llTS SHAll BE STAKED BY lHE CONTRACTOR AND APPROVED BY THE ENGINEER. lREES 'NIlHIN THE ClEARING UMITS SHAlL BE REUO~ AfTER APPROVAl BY THE ENGINEER. 3. ABANDONED STORM DRAIN PIPE THAT rs NOT REMOVED SHAll BE EN1lRQV FlLi.ED Win-! (]JF. 4. CATCH BASIN INSERTS SHAll BE PLACED IN AlL NEW CATCH BASINS AT THE 11"'£ OF INST ALLA liON. S. FOR SIGN fID,(OVAl AND/OR RaOCATION. SEE OiANNEUZAllON 8t SIGNING PLANS. SHms 62-73. SITE PREPARATION LEGEND b '\ '\ '\ '\ j ASPHALT PAVEMENT PLANING r:;"c: :::C!::sg RENOVE ASPHALT CONCRElE PAVEMENT txS?S?S?S<S?S?' REMOVE CEMENT CONCRETE SIDEWALK ANDI OR PA\'£UENT 1t4:.f'~~~TI'~1 R£),IO\ot BRICK §c"SIT.7J BUllOJNG REUOVAl. SEE PRIVATE PRCPERlY RESTORATION PLANS, SHEETS xx. ~------~ APPROXIMATE a...EARlNG UWTS o INlET PROlECnON --, . --PROPERTY UNES . SITE PREPARATION NOTES CD SAI'IOJT &: REIotO'v'E ASPHAlT PAV9.IENT. ® RElIOVE CONCRETE SIDEWAlK AND/OR CONCRETE PAVEMENT. . @ RElIOVE COOCRETE CURB AND/OR CONCRElE CURB &: GUTTER. ill RElIOVE EXTRUDED CURB, ® RENO,", TR£E(S)/SHRUB(S). ® RENOVE FENCE. @ RElIOVE BUS PAD AND/OR SHfl. TER COORDINATE .,TH METRO. @ ABANDON / RElIOVE DRAINAGE STRUCTURE. C· p't.vOfA ~qf)f)' ento If)r. o· n '" IviS' IOf) lUi ~9l009 1Ri~~~I!~~1tJJ RAINIER AVENUE S IMPROVEMENT PROJECT SITE PREPARATION & TESC PLAN STA 8+98 TO STA 12+00 I W><XIW III6MOI"ESCCl ..... I I I I I I I i I ! I I a \.-. ~ ~ ~ USA MINI-MART "~:';'~~ :C,,', ,.if:, 26.1::::' :.L 22.5' f. s· ·:O),c: U:. 1 !i.'S' S. 12" CGr~C ~" caNe I.;::, .£'.6' ~l. 1::~ C8~C CO~;r-jRI/.[Q "'O'N PO;~!i APPROXIMAlE ClEARING ~ p'?" ~ o 5 10 20 40 SCALE IN FEET SOUND FORD INC 60 ca GENERAL SITE PREPARATION & TESC NOTES 1. lHlS PlAN HAS BEEN PREPARED fOR THE CON1RACTOR'S CON~IENCE IN lOCAllNG, PROlECllNG, AND AW01NG CONFUCTS WITH EXISTING unuTJES. IT IS BASED UPON BEST AVNLAB1..£ INFORMAllQN AND IS NOT NECESSARILY Aca.JRATE OR COYPtETE. 2 APPROXIMATE CLEARING WAITS ARE SH~ ON THE PlAN. ACTUAl MARING Ut.ll15 SHAl.1 BE STAKED BY THE CONlRACTOR AND APPROVED BY THE ENGINEER. ]REES YI1TH1N THE aEARING Ut.lllS SHALL BE IIDiOV£[) AFTER APPROVAl BY THE ENGINEER. 3. ABANDONED STORM DRAIN PIPE THAT IS NOT REUOVEO SHALL 8E ENllRElY FlUID WITH COF. 4. CATCH BASIN INSERTS SHAll BE PLACED IN ALL NEW CATCH BASINS AT THE liME Of INSTAlLATlDN. 5. FOR ~GN REI/OVAl AND/OR RELOCA]ON. SEE QiANNElJZAnON k SIGNING PLANS, SHEETS 62-73. SITE PREPARATION LEGEND G';S '('] ASPHALT PAIfl!E>lT PlANING ,tBj,i~~';':'&>'!:i·{·'_1 R992S?2S?1 ~~;~~f~"11 [::"::::"; :::::::::::"'::::':'::::::::::1 o REMOVE ASPHAlT CONCRETE PAVEMENT RELIOVE CEUENT CONCRETE SIDEWAlK AND/ OR PAVEMENT REMOVE BRICK BUIlDING RElIQVAL. SEE PRIVATE PROPERTY RESTORA 1100 PLANS, SHEETS xx. APPROXIMAlE ClEARING UMlTS INlET PROTECTION PROPERTY UNES SITE PREPARATION NOTES Q) SAWCUT k REMOVE ASPHALT PAVEMENT. @ REMOVE COHCRETE ~OEWAlK ANO/OR CONCRETE PAVEMENT. o REMOVE CONCRETE CURB ANO/OR CONCRETE CURB k GUTTER o REMOVE EXTRUOfJ) CURB. ® REMOVE TRE£(S)jSHRUB(S). ® REMOVE F£HCE. CD REMOVE ROCKERY. @ ABANDON / REMOVE DRAINAGE SlRUClURE. ~=~ I I I I I~r 1-.~ == C OF RAINIER AVENUES I lW<XI07 ~.u-~ 30% REVIEW -= -"'. ' ~ ITY IMPROVEMENT PROJECT ~:~I=::' SUBMrrTAL : : : : ±: :,;;i( ®~: =m.~"~n",~ ,-~ ~ -EVl"ON -DATE APPR _ """-' STA 12+00 TO STA 15+50 wn.l;lg.tOIJI (25.3)"" ... ,... NO. R Dl )!)(l{ I f I I i I ! i .11 'y ~ g ~ Rl~.\ \ '.E. 1",.4' \ ~ ___ APPROXIMA IE a..EARING -----SOUND FORD INC ------ .. ,,~,1 SITE PREPARATION LEGEND l \ \ '-,,:1 ASPHALT PA\£MENT PlANING C~:-J PVVVVVVVI I'x'\s'\MO!'X:I n:.i5.~~'~K1i:~··~~-l \'::'/:::.::" :':':":::/::/::;:1 o REMOVE ASPHAlT CONCRm PAVEldENT REMO\£ CEMENT CONCRm SDEWAlJ( AND/ OR PA\£M£NT REMOVE BRICK BUILDING REMOVAl., SEE PRIVA1E PROPERTY RESTORA~DN Pl1IN~ SHEETS XX. APPROXJIAAlE a...£ARING UWlS INlET PROlECnON PROPERlY UNES llKlP'<G 753961AwrlueN 11117~ SeaIlle.WA981D9 Sl:i:e501 (206)285-1646 iw;ml, WA98402 _J;pg.am /253) 621-D720 30% REVIEW SUBMITIAL ,~/!:: '_E:. 2;.2" w, S" CONe ~.#}",'r/ NO. o 5 10 20 40 60 SCALE IN FEET R£VlSION CONe SEATILE SUPER ce 22376 Ri~I~;:r-----__ \ : E. :0.3.7' IH~. t>" '::O~!<.; \ , f?:::;'----~~: If{ [r2i4t;' -n' ".': .. .r:;--":_-/:~ ~~~~~§ ~ ~ i,iM ':".::6' I.t. f.f ;!J.~' N, 1;," CON;; IL :tL~' S, j.?H ':-:Or!C ,," CONe WALKER'S RENTON SUBARU SITE PREPARATION NOTES ~f!._~9.2~~_ CD SA",,"T k REMO"': ASPHALT PA\£),lENT. CD REMO"': CONCRETE SlDEWAlJ( AND/OR CONCRETE PAVEMENT. 0) REMO"': CDNCRm CURB AND/OR CONORm ruRB&:GUTlER. o REIIO"': EXlRUD£D CURB. ® REIIO"': TREE(S)(SHRU8(S> ® REMO"': FENCE. ® REIIO"': BRICK. @ ABANDON / ROAO\'[ DRAINAGE SlRUCTURL I ' "-'.-, ~,~-~~fZ~"---"~-" I.E. ::,~.5· N, €i-~o,,:,~ I ,n II;~,II~ ~ CITY OF RENTON ~ I Mtt 1 __ ~; PlannlngfBulidillC/Publi" Wori<s Dept. GENERAL SITE PREPARATION & TESC NOTES 1. lHIS PlAN HAS BEEN PREPARED FOR THE CONlRACTOR'S COtMNIENCE IN LOCATING. PROTECTING. AND AVOIDING CONFUCTS WITH EXlSllNG unUTlES. IT IS BASED UPON BEST AVAIlABLE INFORUAllON AND IS NOT NECESSARILY ACaJRAlE OR COMPL.£l£. 2 APPROXIWATE a.EARiNG UMITS ARE SHOYm ON THE PlAN. ACTUAl.. ClEARING llt.IllS SHAll BE STAKED BY THE CONTRACTCJi AND APPROVED BY THE ENGINEER. TREES 'MTHIN THE CLEARING uurrs SHALl BE REMOVED AFTER APPROVAL BY THE ENGINEER. 3. ABANDONED STORU DRAIN PIPE THAT IS NOT REldO\£D SHAll BE ENTIRELY FlUEO WITH CDF. 4. CATCH BASIN INSERTS SHALL BE PLACED IN ALL NEW CATOi BASINS AT THE TIWE OF INSTALlATION. 5. FOR SIGN RBAOVAl AND/OR RROCATION, SEE OiANrmJZATION Ie SIGNING PLANS, SHEETS 62-73. RAINIER AVENUE S IMPROVEMENT PROJECT xm<X%I SITE PREPARATIa-l & TESC PllIN STA 15+50 TO STA 20+00 ~= ... I I I I i I ! I I a '.' I !j ~ ~'ri , ;.:-v ;'/C ) _ _ _ _ _ _ suP~jt*·- SUPPLEMENT" ;,,,. '" " .. ,,,. _.' • t: 2.:.6' GENERAL SITE PREPARATION & TESC NOTES 1. THIS PlAN HAS BEEN PREPARED fOR lHE CON1RACTOR'S CON\ltNIENC£ IN LOCATING, PROTECTlNG, AND AVOIDING CONFUCTS WITH EXISTING UllUllES. IT IS BASED UPON BEST AVAILABI.£ lNFORMAllON AND IS NOT NECESSARILY ACCURATE OR COUPLET£. 2 APPROXIMATE ruARING UMITS ARE SHOYrtl ON THE PLAN. ACTUAl Q.EARlNG UMiTS SHALl BE STAKED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. TREES WITHIN THE a.EAR1NG UMITS SHAll BE REUOVED AfTER APPROVAL BY THE ENGINEER. 3. ABANDONED STORM DRAIN PIPE THAT IS NOT REMOVED SHALL BE ENTlR£l Y FlUED WITH COF. 4. CATO·-j BASIN INSERTS SHALl BE PLACED IN All.. NEW CATCH BASINS AT lHE TlME Of INSTAllAllON. 5. fOR SIGN REUOVAL AND/OR RElOCAT100. SEE CHANNELJZAnOO II. SGNING PLANS. SHEETS 62-n SITE PREPARATION LEGEND C\ ""~'j ASPHALT PAVEMENT PLANING I:.· :-~--<:._1:C:] REMOVE ASPHAlT CONCRElE PAVEMENT ~ REMOVE CEMENT CONCRETE SIDEWALK PJ.lD/ OR PAIJ£M£NT ,.w#lc,:,""':";:10 ~ r:~:.::1';·~'"}h ~.;,~1lif~~~~". ,; ;;r.' .... ~"\~~;;s:>iI;;'O~;; JV5 ,.;.,,;;;; , ~'--7-___ 7~~7--r;-r7-;-T·~j;~-Y.~·:"";7~":;;::->-/>~:/"7-*;T/\7-r:'17X7TxJr//T77~7~~~~":---'::"~':"''''':~--'-~-'::'-'::=--- ~~WJ.~F~ REMOVE BRICK I::: :::::::::::'::::::''''::::::::::'::::.1 BUILDING REMOVAL.. SEE PRlVAlE PROPERTY RESTORA nON PlANs. SHEETS xx. APPROXIMAiE CLEARING UIdITS . \ 30172 .;:\t.1 2:'.~5 ~~~:' ;~'.'::"'s. 1.£ 23.1' S. 6" ':ONC 1.[. 1:<,'1' I'i, 6" ~:r~N. LE. 2::.:1' ,,!. 6" I.IEr.:'- 051020 40 60 SCAlf IN FEET b" :..In .. '. ~5·-'i:G;" -~E:'; SC'rlWAS-wjPf)'tJ'z.r<. 'r' C1;:' .<_ R~~~ 2~.6; Lt_ 13Jf N. 6~ CO~lC 2776 .. :;'.4.82' I.E. 23.'S' ! ~~. 25'::;' :.c. 2.3.3' $W, '/ ce "" I.E. 2.3.:,>" !.e:. 73.1' IEKIP'G 753!MhA\w!ti I 11178roDay Sea:lle.WA981!m sm50l (2(li)2B6-164D lacona WA!1S4112 30% REVIEW SUBMITTAL _J;Jg.(XIII (2S3) 627.mJ s ..... ~2· CGIK S, 6" CGtK 1;' C(J/I,~ NO. J .', " ~"""'",',y:.:::.n.:{·f.. ~"" ';,-, " REVISION CB ..... ;:{l',\ _ '~.'. :.[ :~3.~: E. ~;( ':MP LE. 2,}." sw, 12~ C0rlt BY DATE I A,PPR -= =-= = = = o lNl£i PROTECTION PROPERlY UNES , < ~~ ~:;; SITE PREPARATION NOTES / / ~ CD SAWCUT & REMOVE ASPHALT PA'JU.4ENT. 1'~2D' :-_"':.,1 ® 'Boe'BRIDGE SCION ~ CITY OF RENTON PlannlnglBulidinwPublie; Works Dept. ~ 00 ';;: @ CD ® ® ® @) ® REMOVE CONCRETE SIO[wAU< ANDIOR CONCRElI PAVEMENT. REUOVE C{),ICRElI CURB AND lOR CONCRElI CURB & GUTTER REMOVE EXTRUDED CURB. REl<OVE _(S)/SHRUB(S), REMO\'£ BRICK. PROTECT BUILDING. REMOVE WAlL ABANDON I REUOVE DRAINAGE STRUCTURE. RAINIER AVENUE 5 IMPROVEMENT PROJECT SITE PREPARATION & TESC PLAN STA 20+00 TO STA 24+50 W<Xfln i I I I i I I ! I i I j , , • ~ !l ~ :? t/c .,;/ ,'/ ~" ,/ / '( /i.~:~J ~':';' (Oi:J 0;: i'> t"!..£v, ;~'~'" f>,;c . UM,." 1-;£':0 ,'~~~~'if;--.' '[WAGe C[", .f. 21.;' ... ~ •. c Pvc V_. e--'vc '" . '\ \:" c"''/:Y;:r;:~-:;-;:; " "0'> \ \ I <, "6' " 0 "," • C'''''N'',/",~ / <,f, 25 6, ;~w, ,~',~,; 'S" (,"ilk 1'1/ B.w8ED r{IRI; 1.'0;. \ I.E. . UTHIADODGE CHRYSLER 0' 0 00:';':-' 'Ii' ::0 -~~;~\\j~~qf:c 5" cG;~C 1.~~2..~~('~~2:-~~--' \~:·rJ~~;( ". . \ o 5 10 20 40 60 \ \~ '2';~ {/:;:i:,. 0.: 0 " ,0':' GENERAL SITE PREPARA nON & TESC NOTES 1. THIS PLAN HAS BEEN PREPARED FOR THE COOTRACTOR'S CON\'£NlENCE IN LOCATING. PROTECTING. AND AVOIDING CONFUCTS 'M1M EXlSllNG UTlUllES. IT IS BASED UPON BEST AVAIlABl£ lNFORt.lAllON AND IS NOT NECESSARILY ACCURATE OR COIofPL£1E. 2. APPROXIMATE ClEARING UNITS ARE SHOWN ON "!HE PLAN. A.CTUAl CLEARING UlAfTS SHAll BE STAKED BY THE CONTRACTOR AND APPROVED BY THE ENGINEER. TREES 'MTHIN lHE Q.£ARING UUlTS SHALL BE REMOV£D AFTER APPROVAl BY THE ENGINEER. .3. ABANDONED STORt.! DRAIN PIPE THAT IS NOT R8.lO\;[O SHAll BE ENTiRELY FlU£D 'MTH cor. 4. GATa'! BASIN INSERTS SHALl B£ PlACED IN All NEW CATCH BASINS AT lHE TIME Of INSTAUATJON. 5. FOR SIGN R£t,40VAL AND/OR RELOCAllON, SEE CHANNEUZATJQN k SIGNING PlANS, SHEETS 62-73. JEGP><GT 7~"""T117-Sea!lle. WA 981m SUite 501 (2OO}2B6-1640 Tocoma.WA!J8.4Q2 lI'IIW_l:p;com (253)627--D721l SITE PREPARATION LEGEND rsss'\,'j 1·;-':L.1,·'£)..;~~':;t~f~N:~.1 I2)Q?2S?SQ<;I ff.i;'%'Yi?fj~ili!!J.J&1 o ASPHALT PAVEMENT PlANING REMOVE ASPHAlT CONCRm PA\{MENT REMOVE CLMINT CONCRETE SlOEWAU< AND/ OR PAVEUENT REMOVE BRICK BUIlDING REI.cOVAl. SEE PRIVATE PROPERlY RESTOR A TJON PLANS. SHEETS xx. APPROXIUAlE ClEARING Ut.tITS 1Nt£T PROlECTION PROPERTY UNES 30% REVIEW U SUBMITTAL REVISION SCALE IN FEET SITE PREPARATION NOTES CD SAYIUIT k REMOVE ASPHALT PAVEMENT. ill REMOVE CONCRm SDEWAlJ( AND/OR CONCRElE PAVENENT. o REMOVE CONCRElE CURB AND/OR CONCRm CURB & GUTTER. o RalDVE EXlRUDED CURB, ® REMOVE lREE(S)/SHRUB(S), ® RalOVE FENCE. ~ (f) RElAOVE ROC1<ERY, ® REMOVE BRlCt<, @ RalOVE BUS PAD AND / OR SHELlER. COOR01NAl£ 'MlH METRO. @> ABANOON / REMOVE DRAINAGE STRUClURE. CITY OF RAINIER AVENUE S IMPROVEMENT PROJECT RENTON 1.I.Lr I ,.~-I .:::. ; . (§) Planning,lBuildir>glPublic Worlls Dept. SITE PREPARATION & TESC PLAN ----' ~ STA 24+50 TO STA 29+110 I XX/<XJ<n t=-... """14"" 133 · ...... ------------------------------------------ t I I I i ! I ! I ! f J '.(' ~ ~ i? • ··/C'\ 1~0~~:,1~t;t~-~-£"#-~'-~ .. ~-~-~";---A~"'B ~ , 'of. .<~;:~:')-;-.~-.,. __ , s. e-.... C',.>p SOUTHLAKE LL 16A-' S, 18" ~ n .... • N. 18" CONe ~ 2i -~-------~1-i-----~ -··~I~---zc·it.rsw.:2'· i ,,"''2~Y:~T~\~\'i;:,'' ',i\'~s;4.i(J~,,~0~!~~:~~~ ---~ ~ r ~li ~;£':f~: f .'.<1 ; RAINIER VILLAGE ~ ,. r' l ,:;~:f~~:>-~ V;U;, ~,.. c%j':-6" co. ---..... '--I.. TR.;p .~~ ~~&I]~. GENERAL SITE PREPARATION & TESC NOTES EXTR i.',": J\ ! "d \._ ! ,.-I 'feE nONf ~ _', ~zt,H -.:;,.~rRiN1 o 5 10 20 40 SCALI IN FEET 1. Tl-DS PLAN HAS BEEN PREPARED FOR THE CONlRACTOR'S CONV£NIENCE IN lOCATlNG. PROTECllNG. AND AVUlD1NG CONFUCTS 'MlH EXISTING UllunE5. IT 15 BASED UPON BEST AVAIlABLE INFORt.lAlION AND IS NOT NECESSARILY ACCURAlE OR CQJ.4Pl..E1E. SITE PREPARATION LEGEND 2.. APPROXIMA lE Q.£ARING UMITS ARE SHOWN ON lHE PLAN. AClUAL CliARrNG UMITS SHALl. BE STAKED BY THE CONlRACTOR AND APPROVED BY THE ENGINEER. 1RE£S wtTHIN 1HE a...EARING UM1TS SHAU. BE REMOVED AFTER APPROVAL BY THE ENGINEER. 3. ABANDONED STORM DRAIN PIPE THAT IS NOT ROIOVED SHALL BE ENTIRELY F1UED YltlH COF. .... CATCH BASIN INSERTS SHAll BE PLACED IN All NEW CATCH BASINS AT THE TIME OF INSTAllATION. 5. FOR SIGN REMOVAL AND/OR RaOCATION, SEE CHANNElIZATION k gGN~G PlANS. SHEElS 62-73, KPG 153 ...... ' 1"17_ Searue.VIA981m SIli!e&ll {2OOj2ll6-1&40 Taconn.WA.9802 _.q.;.aJm (2S3)62H1720 cs '-.:" '-.: 'j ASPHAlT P A \£MENT PlANING I~'.~",'·,,'·,",·;;;,c I RS?SIS?S?2S?3 1!lf~~K%J ':X::':::,:':::::::::::::,::::,::::::::j o 30% REVIEW SUBMITTAL REMOVE ASPHAlT CONCRETE PA'v'EUENT REMOVE CEMENT CONCRETE SIDEWALK AND/ OR PAVEMENT REMOVE BRICK BUILDING REMOVAl.. SEE PRlVAl[ PROPERTY RESTORATION PlANS, SHEETS XX. APPROXIUAl£ QEARING UtdlTS INlET PROlECnON PROPERTY UNES 1.1 REVISION RI!./ 21.75 ;:~. ~g:~: ~: ;1~; Z.;~l i.t::. 2C,!' 1/, 12r ::e:-.;c 60 1.1.{t~ '::, 12" c~;~c ;.E. 17.7' N, 1';:" co~:c !.E. 17.3' ,\', Ie" U:-'KNOW;.J SITE PREPARATION NOTES (1) SAWCUT & REMO\£ A9'HAlT PA\£MENT. ® REMOVE CONCRETt SIDEWALK AND/OR CONCRElE PA\£MENT. 0) REMO\£ CONCRETE CURB AND/OR CONCRETE CURB &. GUnER. o ® ® ® @ @ @ REWOVE EXlRUDED CURB. REMOVE TREE(S)/SHRUB(S). REMOVE FENCE. PROTECT BRIDGE PILE CAP, COlUMN AND ABUTMENT. COOROINA 1£ WORK IN BRIDGE VlClNIlY MlH CITY PERSONNEL ANO BNSf RAILROAD. PROlECT PUMP HOOSE. REMOVE WAlL REMOVE BIJIILDING BY OTHERS. @ ABANDON / REMO\£ ORAlNACE. S1RUC1UR~ ~ + m -,,/e -_I i~~ :~~;5' ~.-----_ _ _ __ I.E" 1<1.(,. N, a-c(.\.",C i.t. 15 l' W, 12" C(;:-.t(; CITY OF RENTON ---- SALON RAINIER AVENUE S IMPROVEMENT PROJECT I~ ·~:rl ~ SITE PREPARATION & TESC PLAN Plannil\lVBuildln(l/Pul)Uc Works Dept. STA 29+00 TO STA 33+50 .:..-..=. ~. I XX/XMn 1""""""-"""'10::;"" 133 I I I i I I j I ! I , '.' ~ ~ ~ .:../::: .,-J -"HiCl-1 DEC!I)UOUS i'0P. iWS BL0("Kj ---------- KlPG ,.'"-, 1"17 _ SeaaIi:I, WA9I3I09 &te 501 (2OOl286-16oiD Taama.WA984lI2 ...... .I:!lg.ClIID (2531627-0720 6~ (.MP cs 6E7~ st:, ';; CtAP . ~:~i27.::;.:(-··-··--·-~-\ I.E. 23.r:.,' S. 2" Ci';·N(. \ 1.E 25.0' L • e::::--:c \ •. £. 2.3.::' t-i. 2·' CONe. i \ CG I.E. POWER SPORTS "i",-' ·".,y,~,;,;,~",,;,'.;;:';';C' 1S',·1"IGti ·lJ.':~ .... :J':DC:' f-!/I,j;"'i),\'ARC D~' COl>!:: GN:;E 30% REVIEW SUBMITTAL \ 1.1 \ \ \ .:. 5' IN THE BOX ,.r (';8 PIM L::: :.E. it:. hCl)S701EQ ;>A~;Y;~N(. C)jL) ,. 35'-:".10" -J"C~ iN ,Hi: 501:' 'N/'?r:tN:' A/C \ \ \ WSDOT RIGHT Of \~_ <:u5:0),'.t:f! ?;.f!KING ,'-' ... ""'" APPROXIMATE ClEARING C.E S:83 ,,'- ~_~~-_:',,' /'~~,.I:-;~.:~;~W. c" C:J.r ,0,'.' __ , .. ,' 'r0\ S, I;' eli? ~ A 'C McLENDON , HARDWARE '.) ( ?.lM __ _ I( 2'!'.:)" ~! 12¥ COliC I£. 2~.5' 3, 1[ CONe 1£ 23.9' L 12' CG:-<C [o'Q'" J Ale ~~O 20 40 60 SCALE IN FEET I.UJ~~ I~ ·il ® ~ CITY OF RENTON PlllnnlngfBulldlnWf'ublic WOrll8D&pt. REVISION ,,;..-..=.,. ,:' GENERAL SITE PREPARATION & TESC NOTES 1. llilS PlAN HAS BEEN PREPARED FOR lliE CONlRACTOR'S CONVENIENCE IN LOCATING. PROTEC]NG, AND AVOIDING CONFUCTS WITH EXlSTlNG UlIUTlE5. IT IS BASED UPON BEST AVAILABLE INFORUAllON AND IS NOT NECESSARILY ACCURATE OR COMPL£TE. 2. APPROXlUA 1£ ClEARING UMlTS ARE SHO'IIN ON THE PlAN. ACTUAl a.£ARING UM/TS SHAI.1 BE SlAKED BY lHE CONTRACTOR AND APPROVED BY THE ENQNEER. TREES Wm"UN THE a.£ARlNG UMITS SHAll BE RElIO'lEll AflBl APPROVAL BY lliE ENGINEER. 3. ABANDONED Sl"CmI DRAIN PIPE THAT IS NOT RBiOVED SHAll. BE ENllR£L Y FlLl£D \\HH COF. 4. CA TOi BASIN INSERTS SHAU. BE PLACED IN AU. NEW CA TOt BASINS AT THE nME OF INSTALlATION. 5. FOR ~GN RElIOVAL AND/OR RB.OCATION, SEE CHANNEllZATION & SIGNING PlANs, SHEETS 62-73. SITE PREPARATION LEGEND J:SS"" '\I ASPHALT PAVEMENT PLINING ki~·;·',"'3"'",,1 RElIOVE ASPHALT CONCRETE PA'IElIENT JS?S<S<S?S(SQd REMOVE CEMENT CQNCRm SIDEWALK AND/ OR PAVEMENT 1~~.e%W~'l:~ REMO\'[ BRICK K::::::i':'''':' ::\::::d BUILDING REMOVAL., SEE PRIVA 1£ PRCPERTY RESTOR" TlON PlANS, SHEETS XX. - - - - - - - -APPROXIMA lE ClEARING UMITS o 1Nt£i PROTECTION --- ---PROPERTY UNES SITE PREPARATION NOTES CD SAWCUT & REMOVE ASPHALT PAVEMENT. @ RElAOVE CONCRETE SIDEWALK ANO/OR CONCRETE PAY£MENT.- ()) RElAO'v'£ CONCRETE OJRB AND/OR CONCRETE CURB k GUTTER. CD REIdO'v'£ EXTRUDED OJRS. ® RD.IOVE TREE(S)/SHRUB(S). © REMOVE WALL @> REMOVE BUS PAD AND / OR SHElTER. COORDINA 1[ WITH WElRO. @ REMOVE BUIlDING BY OTHERS. @) ABANDON / REMOVE DRAINAGE STRUCTIJR£ RAINIER AVENUE S I w=n IMPROVEMENT PROJECT SITE PREPARATION & TESC PLAN ''''''''''''"_ STA 33+50 TO STA 38.00 I I I I I I I ! ! ! ! I ) .. ~ ~ ~ QDOBA ~~r;'/2\j(.~S- BLOCKBUSTER I.. I:"': . WSDOT RIGHT OF WAY \"'-C,jsrO:..t[fi P"'Ri(I~I:; OM;;" . . I · . I JO'-j-!!:3H 'aLo~r:8USiER' I w/PC\';E:-i ---'. S51t~i-r "'f,~ /p,~ 29 ~~. __ ") ,C "'1 ':C[3>o. • b=~ 1 /. ~ -, " "" '_ ~cc (TYP) ~ ~.~ -if) 0;--t./ C5 C;'4~-::--____ _ __ . r ~ FRED MEYER ". 9023 APPRO~MAlE ClEARJNG A/r~ I.E. I.E. 2;:·.6' w. :8" (;ONC /1.C ) .cT.1O.0,:7 .. .p Wf)""" -".':. '.' ~-/ -' " "'~ - -':." ." -' McLENDON .. : "0 1---,,______... HARDWARE .: [XTR (TYP) [EfCJ,-:':~ V"0 ~ 051020 40 60 SCALE IN fEET OCPCGT 1.1 30% REVIEW r~"_NI"11_ Sea. WI. S81rtJ SiD SIiI SUBMITTAL (2re)286-1&cO Twxm,WA98402: ..... l;Jg.com ("Z5l)621..Q720 REVISION I.ur~ I~·: ,1 ® ~ CITY OF RENTON PlanninglBul1ding/Publlc: Works Dept. .;..~ /' GENERAL SITE PREPARATION & TESC NOTES t THIS PlAN HAS BEEN PREPARED FOR THE CONTRACTOR'S CON\£NlENCE IN lOCAlING. PROTECTING. AND AVOIDING CONFUCTS Willi EXISTING UnUTlES. IT IS BASED UPON BEST AVAIlABLE INfORt.lAllON AND IS NOT NECESSARII.. Y ACCURATE OR COUPl£lE 2 APPROXDdAlE ClEARING UMITS ARE SHov.t.I ON lHE PlAN. ACTUAl Cl..£ARING LJl.(ITS SHAll BE STAKED BY lHE CONTRACTOR AND APPROVED BY THE ENGINEER. lREES WITHIN THE CLEARING UYlTS SHAll BE ROIOVED AFl£R APPROVAl BY THE OIG1NEER. 3. ABANDONED STORU DRAIN PIPE THAT IS NOT REMOVED SHAll BE (NTlRa Y AlLfD Y11TH CDF. 4. CATCH BASIN INSERTS SHAll BE PlACED IN All NEW CATCH BASINS AT THE TIME Of INSTAU.ATlON. 5. FOR SIGN REMOVAL AND/OR RElOCATION. SEE CHANNEUZATION Ie SIGNING PLANS. SHEETS 62-73. SITE PREPARATION LEGEND l",,""'j ASPHALT PAVEMENT PlANING I. :.",,(C::., ,I REMOVE ASPHAlT CONCRElE PAVEMENT IXSIS<SISO?Sd IID!OVE CEMENT CONCRETE SIDEWAlK ~D/ OR PAVBfENT I~'t{~?~il P:::O::': :::::::':':::':::::':O:'::H o REYOVE BRICK BI.JJl..DING RD.IOVAl. SEE PRIVA IE PROPERlY RESTORATION PlANS, SH£ElS xx. APPROXIMATE a.EARlNG Ul,{IlS INlET PROTECTION PROPERlY UNES SITE PREPARATION NOTES CD SA\\UJT & REMO'<E ASPHAlT PA'<EMENT. CD REMO'<E CONCRElE SlDEWAlJ( AND/OR CONCRElE PAVEMENT. Q) REldO'<E CONCRElE CURB AND/OR CONCRffi CURB &: GUTTER. <D REMOVE EXTRUDED CURB. @) REMO\I' l1lII(S)/SHRUB(S). ® REMOVE BUS PAD AND/OR SHElTER. COORDINATE WITH METRO. @ REldOVE BUJItDING BY OTHER~ @ AB~DON / REMOVE DRAINAGE SlRUCTURE. RAINIER AVENUE S IMPROVEMENT PROJECT SITE PREPARATION & TESC PLAN STA 38+00 TO STA 42;{)O I """"'" I 06S50T£SCOl~ i I I I I i I ! I ! i • ; , > WSOOT RIGHT OF WAY ,;:;1 9'-'4'; ;;::1.\ 29 ll:: 2'0.3' L ~: f".n: IE :-:,.0' S. 1 Z" ·':Of'C 1:: '6.9' ;';, 1:::-CO~:: / . " / i j / / ~ ~ ~ ~ ~ --- 27.43' N, 6" SI,jj!: \ TACO BELL ~ ..., o 5 10 20 40 SCALE IN FEET 60 GENERAL SITE PREPARATION & TEse NOTES 1. THIS PlAN HAS BEEN PREPARED FOR TIiE CONTRACTOR'S CONVENIENCE IN LOCATING, PROTECTING. AND AV(JOING CONFUCTS WITH EXISTING UTIUTIES. IT IS BA5[J) UPON BEST AVAIlABLE INFOR/,jATIOO AND IS NOT NECESSARIlY ACOJRATE OR COMP\.£1E. 2 APPROXINA.lE ClEARING UUlTS AR£ SHO~ ON THE PLAN. AClUAl Ct£ARlNG UJ,II!S SHAll BE STAKED BY TIHE CONTRACTOR AND APPROVED BY THE ENGaNEER. lR££S 'M1HIN lHE (l£ARING UIdITS SHAll BE REMOVED AFTER APPROVAl BY THE ENGINEER. 3. ABANDONED STQRU DRAIN PIPE THAT IS NOT REMOVED SHAll BE ENllREL Y RUED WITH COF. 4. CATCH BASIN INSERTS SHAll BE PlAcm IN AlL NEW CATCH BASINS AT lHE TIME OF INSTAli.All00. 5. fOR SIGN REWOVAl AND/OR RElOCATION, SEE QiANNEUZAllQN k SIGNING PLANS, SHEETS 62-73. SITE PREPARATION LEGEND CS,,-,,"3 ASPHALT PAVEMENT PlANING 1+.'. i·,·;,;;'.>1 ISOMI2SISa [~~@l~ii(t'~W4 :':::'::::::;::::'::::':.1 o REMOVE ASPHAlT CONCRElE PA\JEU[NT RELlOVE CEMENT CONCRETE S!OEWAlK ANO/ OR PAVEMENT REUOVE BRICK BUIlDING RELlOVA~ SEE PRIVATI[ PROPERTY RESTORA TlDN PlANS. SHEETS XX. APPROXIMATE a..E.ARlNG UlAITS INlET PROrrCTlON PROPERTY UNES SITE PREPARATION NOTES CD SAwaJT Ie REMOVE ASPHALT PAIJEMENT. ® REUOVE CONCRETE "OEWAlK AND/OR CONCRETE PAVEMENT. @ R£LIOVE CONCRETE CURB AND/OR CONCRETE OJRB &: GUTIER. @ R£LIOVE £X1RUOEO ClJRB. ® REMOVE TREE(S)/SHRUB(S). @ REMOVE BUlILDING BY Oll-\£R5. @ ABANDON I RELIOVE DRAINAGE STRUCTURE. ~== 1 1 1 1 1 1--1-1 = F RAINIER AVENUE 5 I """"" ~ ~ 30% REVIEW -= ' -ro '. ~ CITY 0 IMPROVEMENT PROJECT ~11~I::~ SUBMITIAL::': I :;.~ I ($J ~''''_''''~:~~" SITE PREPARATION&TESC PLAN 1."""",,_ -Jwcom (253)621.{l720 NO. REVISION BY DATE APPR -XXX """"-, STA42+OO TO STA45tOO I I I i i I j i i i , , , • SCHUCK'S Cl) ; 3e4e ~ i • SD~H 12357 ----- RiM 30.57' -vc ~crz 7S3!1t1Averu!N I 1117 I!loacIGJ Sea1lle. WA !l!109 SUite 501 (206)285-164D Taama,WA9B402 -.tnarn (253) 627-0720 \ \~ \ \ \ Vc 6' ·.<O·~liiC"V-t 30% REVIEW SUBMITIAL \ t~i74;'.Il .t'~9~~~{----~ y '. 6-' ~~f,c. .;' ;?~~.c, \. '~·,_._WALKER'S RENTON SUBARU ,~ :,~~ r. .:.-~ '';'[;,.,~ I~:: .'11's~ :5;;" 2~_:;~:;~~.,: ~ ", ~ " ;'>"*;i[:i§~ '. ~ Cr,,,-,c o 5 10 20 40 SCALE IN FEET 60 ,b WALGREEN'S /~ / / / / ,/ ~ ~{~j6~?~: .<},g. s. ~ .. 2' .~:~; ,/," NO. REVISION -= ~ I~~I"MI-~ 11.:-: 1\ @ ~ i11Jrg~ ___ _~ PlannlrJO!8uUdl--'" ' .... ' _~c Works Dept. GENERAL SITE PREPARATION & TESC NOTES 1. THIS PlAN HAS BEEN PREPARED FOR THE CONlRACTOR'S CONVENIENCE IN LOCATING, PROlECTlNG, AND A\(lIDlNG CONFUCTS 'NTH EXIS11NG unUTlES. IT IS BASED UPON BEST AVAIlABLE INFORMATION AND IS NOT NECESSAR1L Y ACCURA 1£ 00 COMPt.£1E. 2 APPROXIMATE Q£ARlNG UMITS ARE SHOWN ON THE PlAN. ACWAl ClEARING UNITS SHAll BE STAKED BY 1li£ CONlRAClOR AND APPROVED BY THE ENGINEER. lREES Yl'THIN 11-IE ClEARlNG ut.llTS SHAI..l.. BE REUOI/ED AfTER APPROVAL BY THE ENGINEER. 3. ABANDONED STORLI ORAIN PIPE THAT [S NOT REMO\'U) SHAll BE ENllREL Y Fll.l..EO 'MTH cor. 4. CATrn BASIN INSERTS SHAll. BE PlACED IN All NEW CATOi BASINS AT THE 1JME OF INSTAUAllON . 5. FOR SiGN RElIOVAl AND/DR RELOCATION. SEE CHANNEUZATION t . SIGNING PlANs, SHEETS 62-73. SITE PREPARATION LEGEND l " " "'<3 ASPHALT PA \'£MENT PlANING 1:~)::::~:·~,;t;:,:-:j..i',~·'1·;;1 REMO'v[ ASPHAlT COOCRElE PAVE},lENT ~ RElIOVE CElIENT CONCR£1E SIDEWAll( AND/ OR PA'IENENT I;~~~~i(~j'%tll RElIOVE BRIO< ::::::-:::::::::S!S:SI BUILDING RalOVAL. SEE PRIVATE PROPERTY RESTORATION PlANS, SHEETS XX. APPROXlI.1A 1£ Q£ARlNG 1IMilS o INLET PROlECTlON PRoPERTY UNES SITE PREPARATION NOTES CD SAWCUT t RElIO'IE ASPHALT PA'IENENT. @ RElIOVE CONCRETE SDEWAlJ( AND/OR CONCR£1E PA\l£MENT. o RElIOVE CONCR£1E CURB AND/OR CONCRETE CURB t GUTlll. CD RElIOVE EXTRUDEO CURB. @) REMOVE TREE(S)/SHR\JB(S). ® RElIOVE FENCE ® R[UOVE BRICK. @) ABANDON / RElIOVE DRAINAGE SlRUClURE. RAINIER AVENUE S IMPROVEMENT PROJECT SITE PREPARATION & TESC PLAN STA 45+00 TO STA 49+00 """"" -"""- I I I I I I I i I ! p' ~ ~ ~ • ... , ... , '"c I ~:~;;,c \ 'G:~i~~:ri~:';~:~~":) U'::. ;;:;;.5' ~!. ,2~ .. os. I.E. 29."" H, 1:'>" ADS "<,c. (:8 12~,!0 !;;;;35~oa---! I.E. 3v 6' ...... 2" P'JC J U:. ~;:),5' S~I. ti" F-'/C ':;6 \2~J8 (OPS iNlH) ~~~.~ ;~ .. ;.1 'W~S" c:~·-- fl.;:':. 5o.e: 5. 12' ;.DS i ca 315\2 i ~:--- ! --... '~ C8 i_\OTI . 5;' 3\.9' S, ;5W CI.\~ I I I I r~ .1 I I I ,·.i I'" PIZZA HUT I l----_ I I I 12- eW ,-" (2~ C(,~:c IS" CCr~C \ \ SUBWAY R:M !te, !2' £.t€.! 37.,r TO TeF °16" 'JIll. ~IN£. I.;:, .3::.5' :;:. \;( '.;(.1'< \.::. ~3.4· !-;, H," c~~" ': i'Q6~ r?iI~-'~~~(,:~-.']"--'--'---------- . !:=..£v 39.(,' 70 i P ;;If 6" <'1ft. U'-< L1:. 36S S, . SONe I.E 36.4' N. . CQ~,C !.£. ::'4.0' N. 1 ,c·:)~ :;; ~ :~~~~~~-~~~~~ IRCIP<GJ. "'", .... , 1"11 ._ !ial!e.WA9S109 Sui!e501 (2OOJ 28&-1&40 Taar.a, WA9a4D2 nwJ:l!l,COO) I25l) 621.m2D ~ o 5 10 20 40 60 SCALE IN FEET IJ 30% REVIEW SUBMITIAL I 1 1 REVISION I~IDJ~I ~ . ,. t( :i .,'. . . ,----- ~ '" ~ z :::; CITY OF RENTON I~ .~~ II ® .:..-..::. ,~,.-PlII.nninglBuildinWPubilc Works Dept GENERAL SITE PREPARATION & TEse NOTES 1. lHIS PLAN HAS BEEN PREPARED FOR lHE CONTRACTOR'S CONIDlIENC£ IN LOCATING, PROTEC1lNG, AND AVOIDING CONFUCTS 'MTH EXISTING UTIUTlES. IT IS BASED UPON BEST AVAILABtE INFORMATION ANO IS NOT N[CESSARll Y ACQJRA 1£ OR COMPLElE. 2. APPROXIMATE a..£ARtNG UMiTS ARE SHOWN ON THE PlAN. ACTUAL CLEARING W.lJTS SHAll BE STAKED BY THE CONlRACTOR" AND APPROVED BY THE ENGINEER. lREES 'MlHlN THE ClEARING UYIT$ SHAll BE REUO\o£l) AfTER APPROVAl BY 1HE ENGtNEER. 3. ABANDONED STORM DRAIN PIPE THAT IS NOT REMOVED SHALL BE ENTlRa Y Atl.ED 'MTH COF. 4. CATCH BASIN INSERTS SHAll BE PLACED IN All NEW CATCH BASINS AT lHE TIME Of INSTALlATION. S. FOR SIGN REUOVAl AND/OR RElOCAllON. SEE CHANNEUZAllON Ie SIGNING PLANS. SHEETS 62-73 . SITE PREPARATION LEGEND C\ '\SS1 ASPHAlT PAVE"ENT PlANING F'::: ,~:,";,,;.';-(:. :>1 REL4O\1E ASPHAlT CONCRElE PAVEMENT ~ REl.JOVE CEMENT CONCR£TE SJOEWAlK AND/ OR PAVEIlENT I~';.'~!fl[f~.'t'i::tl REUOVE BRICK ::::::::::::::::::::::::::::::'::·:<A BUILDING REMOVAL. SEE PRIVATE PROPERTY RESTORATION PlANS, SHEE1S xx. APPROxrt.4Al£ a.EARING UMITS o INLET PROTECTION ------PROPERTY UNES SITE PREPARATION NOTES CD SAWC\JT It: REMOVE ASPHAlT PAVEMENT. ® REMOVE CONCR£TE SJOEWAlK ANO/OR CONCRill PAVEldENT. @ REMOVE CONCR£TE CURB ANO/OR CONCRll CURB It: GUTITR. @ REMOVE EXTRUOED CURB. ® R'"OVE TREE(S)/SHRUB(S~ ® REL40VE RAILROAD 'TIE. @ ABANOON / REMOVE DR~NIAGE STRUClURE . RAINIER AVENUE S IMPROVEMENT PROJECT I WXXIfn SITE PREPARATION & TESC PLAN I~SCU1~ STA 49+00 TO STA 53+25 ~O 133 I I I I I I I I r ~ ~ ~ ." '0 :) A-1 CLUTCH " ~;f.. (;" eM? 42.S· NC:. 6" t;"lP ca ; .... <..3; ~~t ~?:fo.~:~.~~~;;~~ , ~ o 5 10 20 40 SCALE IN FEET '" '" ,.~:-:w.<.:.:lii.''''--~'~~-, ---, a:~ ;;;;,-;,: WAY~ I 60 I I I \ !-Ie \1 II I 1L - L __ . 57 GENERAL SITE PREPARATION & TEse NOTES 1. THIS PlAN HAS BEEN PREPARED fOR THE CONlRACTOR'S CONVENIENCE IN LOCATING. PROTECTING. AND AmOlNG CONFUCTS WITH EXIST1NG UllUlIES. IT IS BAS£[) UPON BEST .AVAIlABLE INFORMATION AND IS NOT NECESSARILY ACCURAlE OR Ca.tPl£1E. 2 APPROXIMA 1£ a..£ARING UMITS ARE SHOi\tl ON THE PLAN. ACTUAL a..EARlNG UMiTS SHALl BE STAJ<£D BY lHE CONTRACTOR AND APPRO\1£[) BY THE ENGINEER. lREES 'NITHIN THE Cl£AR1NG UUITS SHAlL BE ROIO'lEJ) Af1ER APPROVAl BY THE ENGINEER. J. ABANOONED STQRL4 DRAIN PIPE THAT IS NOT REMOVED SHAll. BE ENTIRa Y RUED WITH {l)f. 4. CATCH BASIN INSERTS SHAll BE PlACED IN All NEW CATCH BASINS AT THE llME OF INSTAllATION. 5. fOR SIGN RrnOVAL AND/OO R£LOCAllON, SEE a-tANNEUZATlON &: SIGNING PLANS. SHEETS 62-73. SITE PREPARATION LEGEND C\"~'i ASPHAlT PAVEtmlT PlAN'NG ,: <:'.:-'.: • \;' H .' I REMOVE ASPHAlT CONCRElE P A VEUENT ~ REMOVE CEMENT CONCRETE SIDEWALK N<4D/ OR PAVEMENT fE-W.r.:Y~£f~{~rl REMOVE BRIO< :,:,:::'::::::::':'::::0'::::::::::'::::::,,::) o BUILDING REMOVAL. sa: PRIVATE PROPERTY RESTORA nON PLANS. SHEElS XX. APPROXIYAl[ a.EARlNG UMITS INLET PROTECliON PROPERlY UNES SITE PREPARATION NOTES CD SA\'tOJT a: RELlOVE ASPHAlT PA\OIENT. o R"'DVE CONCRill 9DEWALK AND/OR CONCRm PAVEMENT. Q) ""'DYE CONCRETE CURB AND/OR CONCRETE CURB &; GUDER. @ ABANDON / R"'OVE DRAINAGE SlRUClURE, ~=~ I I I I T-I 1 = ~.ffi'~" -~.il""""" ~ 300;. REVIEW -= ,'-", , ' ~CITY OF IMPROVEMENT PROJECT I ==~I:~~ 5UOBMITIAL =-= I --I ® !!! RENTO~.. SITE PREPARATION &TESC PLAN I"""""'" I {2Il6) 285-11)40 Tamma, WA9MIl2 )(XX ~':..":.."':. ; ~ Pla!l~lnglBulldlng/PubHc Workll vq>l . T .cIWG _1Nctlm (2~62H172l) NO. REVISION BY DATE APPR -XXX --" STA53+25 OSTA55+99 I f I ! I ! I I i • ~ I ~ ~ SECT.18 & 19 T.23N. R.5E. W.M. II!/ ' , ... '·',I ... /F \. '\ j' i '>,' \ ('I I t \...-.J I.... ;)IJ ~ \ '\1.:(:-0<,. \::l \ ........... q.) 1 '\""\\.' " \ I I' ,. . \ ;/ i '" j'.'.!l Ii ' / I \ '. i '."'\ . "/ / 1'1 I \""'" ',1. \ /' !, "r( \' t \ " .I I' 'I-,I I .-.. ,--..... / / /, ' cU" 0 \ , ...... -----... -•• ----' ;"'-/"~' j j ,j~~-"'~C_ ..... 1{-_\fJ',~ ~ /' "I Ie, I:::>'~'1·· / //'1 I '::........ ~ Jr.,.oKI· II \ ,/ 1'11'( /~.-..J;-"" ~ / ( .F, I.i, .. " "":) < ... --\'-... ~. p. . / .~' -~ _r:! '_J o!"'-,/ _,:,··~tt>H ~F·:-R~l'·./ !. 'Dil/. o .. ~::;. 't ~ '";:'f..,P j';", \ -_.;:j.-W;'F,~i,;!EF!·-__ /1 2':" I 2', J C:) S: /J \ 'J.f, ~.{ J}-~-.-, -1 .ct--,r~) f -. (~~'; ( <:-:·r-t.-":;;\7/~::~::-:~POSG~,\=::-:-C1:;· \ tve: '. "0: c (~ 'fP ~ 'c;> ~ ;;(. \ \ I £ ~ ~, :;. I \ / \., ~ if/ iV \ \ \ , \" \ 2:_ ; ~'}li:~'~ /~H:~\~,~,;",o . " 'II:-':.L f::: /.:;;';6; tii"!..l n/~;--' --- ~ . r.. :./c.' :';"'.:'-(";;': s· -. 'U~;~j 'v,~f.,:,::.;.;:; I.::. :,O.:r !~,., c:~!.,(. :.E. ;:{J ]-''-',; c,~,,,,c .S, J " Of? ~ii" :-::';:.~,~~ ':::"C,-"":" .:~ .. -.. /.\ _ """" \ \ U""6 / \ ~&.~~ ~~:;~>Jr .£ oC ."-0 ~! 'Ni\~r!~~'C--Cc=~c-cn''l? >........... .., ~ ~ , . \ ""=_,""-., __ *--"= --"."" _ ". \ \ IE (' ~~~~~--~--_ --:;--;g{;," ----,.'.-~-" ------v----~-----v-----"'--~~~ -I>~--.-J~z~ ---1-___ ~~~., .. -tL~~~;~;£---~'------=---.:_\ ~ \ \d \ \ ~ \,+_-l\..l \rfJ -\ NQ ~L' ~_ss '":L:r:C-U) RI"~,--Z;-)-=-------\ \. \ \ ' /,'-~ ,~ t;:j IE :;:3B' 5,11" CC-NC\ '\ \ '. __ \\ , ... ! 1 ~ --~ -G -___ r,-_____ ~ ---~::;-----C-----"-----:i--\---G----J.:-~--.--:;------{,-.----:----tr~ ~-.~.--=:;-----.~--i;--'~----~.;;;~---;~~.=~.--~~~-~---('----.--::,-;/;, ~ 00 9+00 \ \ 10+00 V\ \ 11-+.PO: \/-',' , \! it.r-.::, ;"'_''/ [_ /J 12 ct ~-----_-----_-----'---~---.L----_---~-~~-·---~-------~ _____ , ___ -\ \ /, q ",,' II / « ---D---lJ----.D---D-------D-----D---D-----fJ \ ~ ._'l\ ~;:. C. :, ~/ I--... '-t, ;-XT:;' :v / V) SR 167 . "\, '2! \ \ c' RAINIER AvE S C8 lM'! :::; \.19. SDt.:H 1.779! '\ C" ~ ... (~ \~ STA)1+32.3, 48.5' RT a """ RGA-2i["~-'\ ~--_,_ ):~ t.\ R!M' 29.0' ~ "I.t._ 2:": .. '::' elf". 2·:" ':;:'NC \ \ \ ______ """ \ 1 I\. "LE.· 25_8' 18-SO (N) :::i --27---,<C~ ::: ~r .~:::.;, _.-.'-",-;-.----~ 'N:, 2<!.5' ~':. 3'-'" c:,'N(. .. ----_. ------------- ___' 20-" _ w.'" ---'"-rI; --", . . ,"",.",~ 7 " ' ~ rS or--_------..... -ur", j-cG ~ ~:?~rf~iF~~~~i<~~ CONSTRUCTION NOTES: (2) NEW CATCH BASIN @ NEW STORM DRAIN MANHOLE j"""";\ CONNECT NEW STORM DRAIN P1PE(S) o TO EXISTING STORM DRAIN STRUClURE R'M 25.S" _ ,~,+,y~. ~"'" (,0\ \ I.E. 2' " . iWl ,...... '-'.,' ......... ~' -. . " .... ,,;.:'_ >. ,. ';0''' [])] . '" "-...... 1", I.' , \ _"'.,NS TO "'. C"~,","'" . /'X' ,) '\ <il 00, 'liO,," cr, "', "7:.t.. y .. :r;.(/ \r~~ '~\0 ~ .£" 'Ci 1 II V ~,.." 'l"! .~P'R ,,/ '! '.' ,." .\.' "..-~" ",. /Ic';:'" '. '\ .,' .. s·;;': , ss," "'0 ,.' ,.W" ,::\.-'1ie 6 .k .. __ -,-,,-_le j,-;::'--."'j'I'.; '" RIM 26.6"'-----"~''\ ./ \,rl • -~ 7- ., .. ,c 's" . / f)1\ '\ ,J) @ NEW 8' x 25' WETVAULT (j) NEW STORY DRAIN MANHOlE 'M1H UEDIA ~LTER INSERTS (3) @ NEW WATER-OIL SEPARATOR ® RElOCATE PRIVATE DRAINAGE SYSID! @ MODIFY EXISTING STRUClURE f4\ CONNECT EXISTING STORM UNE TO NEW f9\ PROVlOE ruRB OPENINGS TO All..OW \2/ STORU DRAIN STRUClURE \:..../ SURfACE flOW THROUGH MEDIAN f5\ EXISTING STORM DRAIN SYSTEM TO .fiO\ COORDINATE PRIVAlE DRAINAGE SYSTEM \:::J REMAIN ACTIVE ~ RECONNEcnON TO NEW ROADWAY DRAINAGE CON\'£YANCE SYSTEM IKIF'G ROSEWATER ® 30% REVIEW CLiENTSlpEOPlElpERFORMANCE . l~"""N 1"11_ Sea!rle.WA9811l9 Sdle5Q1 SUBMITIAL (2OOJ 286-1640 TiCO/fIi!, WI-. 98402 NO. WIiW lpg.com (2S3) 627-0120 t;. 1;. REVISION ----..--.;,\ dB WE ~ ::-~;;';;_..\. ____ _ ::' ST~J~n§rJ!l1~,.,,"",~,,, \ Rl"~ 1~ ,~ > ... " ': 1/'1 "'''AO'' . \ :.2. :;.~ .\/\~ , \ < ~. -Hi'~'! (;;::Cil),)O~.'~; R:f.' ~'/ 35 t ~ LO PLAN -= 1°",20' -.---~ -, ~ ._- DATE APPR ---, BY = CITY OF ~ RENTON PlannjnglBuiltlingl'Public: Works Dept City Of Renton Planning DiViSion JUL -92009 ffB ~ ((;~UIif~ftJJ o 5 10 20 40 60 SCALE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT ''''''''' STORM DRAIN PLAN STA 8+98 TO STA 12+00 133 I ! I I i I I I ~ j ! I ~ ~ ~ SECT.18 & 19 T.23N. R.SE. W.M. {~;'?~1~' ,,, ~-/c. ;_~. 2\.<;'" ;:, t: i;0:.~ \ ---------------':...------....... . ,·.<~I .~. CONSTRUCTION NOTES: Rll.1 25.3' I.E. 22.8. 12' SO (SW) .;;"- .:./C S " " " ;'! ': (j "/i..' ---~s~~ _____ --:--.:-:-- "·-~£j.--:"2~~ __ . ____ _ RIM 24.1';]' i.E l.2' w. 6~ C:)f\'C Lt:'. 0.3' ,';, 1'<;" ;.O!<lC !.f. C.,,' $, 12" G,:':;:-. ,I' \~ ;s~,~t'~:~ :,~ ''''",'' CB ,~~-E~~: -6~~:,~-\ ' t..u:!) I'·lt't. I. \ f SfA019+,59,J, 4l\~:: q \ 18+00 ---+--~=,~;.:-.- -~~~- -------- ;.t. ::'2.'1: '.v, Ef' ;:;':'t.;.-:: .:; '-..-<s __ ~ ____ _ F~,.::..ir\j!Ee /~\\.'E !I, 1.?'· (r",c S, ;:;~ C{1!.,i.: c' ,:) '~ • .i._._ -- " £ ce 2;:(;50 R,;"2;:~;-'-- I..':. n.t,;· Sr, rep .)"" i.l 1::. ;":1.,' z.[. '3' M~,;/',L '-- CD NEW CATCH BASiN f6\ NEW 8' X 25' WEl'VAULT IiQ\ COORDINATE PRIVA1E DRAINAGE SYSl£ld \::../ IE (OUT) .: 20.56, 12~ SO \:::Y RECONNEcnON TO NEW ROADWAY (J) NEW STORM DRAIN MANHOLE r;\ COONECT NEW STORN DRAIN PIPE(S) o TO EXISTING STORI.1 DRAIN STRUCTURE '4' CONNECT EXIS11NG STORM UNE TO NEW \:!...J STORM DRAIN STRUCTURE /5\ EXISTING STOR!.! DRAIN SYSTEM TO \:!...J REUAIN ACTIVE . IE (IN) .: 1&56, 8-SO DRAINAGE CONVEYANCE SYSID.i SEE DETAIL, SHEET XX ® RELOCATE PRIVATE DRAINAGE SYSTEI.1 f7\ NEW STORI.l DRAIN MANHOLE mTH NEOlA ~ FILTER INSERTS (3). SEE DETAIL, SHEET XX @ MOOlfY EXISl1NG SlRuC1UR£ @ NEW WA1£R-Oll SEPARATOR f9\ PROViDE CURB OPENINGS TO·AllOW ~ SURFACE FlOW THROUGH l,IEDIAN ROSEWATER ~ lKJF'<G1- IJ 30% REVIEW CLlENTSlpEOPLElpERFORMANCE . 1~"_' 11117>_ SmttIe,WA9!ll(l!1 ~501 SUBMIITAL {206)285-1640 Tacoma.WA984112 1IWI'.tpg.ccm 12531 627~ 1 ~ IDJAJ-~ 1 1---~ CITY OF RENTON I~;~~.I ® PIionninwBuildiflW'Public: Works Dept. REVISION MG 051020 40 60 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PLAN STA 15+50 TO STA 20tilO SCAlf IN FEET '''''''''' i l I I ! i i I i I • • , ~ t ~ • ::,', ,;' ~.~'. 5" :;C!;.c :)':;:R!·r.1<) i.1.-.Jr!.:-, Si'';N m ~ ~ '" '" I '" 0 0 + 0 N ~ '" 'gl ~ I ~ -< '" C(;t,( C:)t·!r ~ Cf':'jC '_.~ ~"'~ i.e ~.,y :.L <2 I.L :;G:'!,; \'; • .;:" 1!."<.1·\' 'i ,j. -~l,:<"~ CONSTRUCTION NOTES: CD NEW CATCH BASIN o NEW STORM DRAIN MANHOlE r;\, CONNECT NEW STORt.! DRAIN PIPE(S) o TO EXISTING STORM DRAIN STRUCTURE f4\ CONNECT EXISTING STORM UN[ TO NEW \2/ STORM DRAIN STRUCTURE f5\ EXISTING STORM DRAIN SYSIDd TO \:Y REMAIN ACTIVE I.E. -----P., .'2-C--- RAINIERA~~~ 1---- 1.('.. :z O· SW, I.E'. 21.'.3' ~I£. \~, -,iK,1{ "U':5 SCHI','AB" w/I"CW(!".· ~1. 5" (:~,,;-~ .:~ C'.! 22"-:),, /~~?--~~X6'S~-;:~'-'~C /l'£:~<6 \ , 4.. -.----. ~ ,j ""-'''---"~:~-VH,~~----~'-~",;; RIM 25.1' I.E. 21.6, 18~ SO (NE) I.E. 21.6, 18" SD (sv/) CB 2:2.71:;4 R, ... • L. ,,' S!;, S" PL":::,;': x. ;". F." ;;,-,:.;c 3' SV;, 5' CC}IS f6\ NEW 8' X 25' WETVAULT I1Q\ COORDINATE PRlVAlE DRAINAGE SYSIDI '\::../ \:::Y RECONNECnQN TO NEW ROADWAY o NEW STORJ,j DRAIN MANHOlE 'MTH MEDIA DRAINAGE CONVEYANCE SYSTEM FILlER INSERTS (3). SEE DETAIL. SHEfT XX ® RELOCAlE PRlVAlE DRAINAGE SYSTEM f8\ NEW WATER-OIL SEPARATOR @ \::...J 12 MOOIFY EXISTING S1RUCTURE f9\ PRO'v1DE OJRB OPENINGS TO ALLOW ~ SURfACE FLOW THROUGH MEDIAN 'Ii/SFS;;""S.;;-. ',':/?,::J,,'j< {~j:)/ t.';';< '~c,.~f< '::::0()"j --26----~ 24+00 . -HiCI-; !-"'UR~L ~-- '" '" OJ o "' + ~ N I~ --~ -l ~ f~ r\ 1'\ I; f:" R .i:., \" \--:r: C\[~dl'II,--" ::2 .!--___ ~_:.ji'JU RIM..2.6 •. G 7.-STOfO' . --, :;/·,95' I.E... 22.3, 1Z'~SO:{S) BLDG -'_2.'Y N, Ii P'A. :::,C"./: L':. ~::A' :., 8" PiC PLAN -< '" ROSEWATER ~ llDPG 30% REVIEW I I I I I I~~ 1'-I @-~,,--~ giJrg~ CLiENTSlpEOPLElpERFORMANCE 753!t11AvlUN l111Braztny WRl: __ I OATUM _"'~1·1""'" SUBMIITAL-", I == I ". POoo"_""_","W,,,,o.. (206)286-1640 Taam:l.WA!III4D2 NO REVISION BY DATE APPR -xxx 1NIW.I;pv,com (253) 621ft , o 5 10 20 40 60 SCALE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 20.00 TO STA 24+50 """'" 133 ! I I I I I • " • ~ g ~ SECT.18 & 19 T.23N. R.SE. W.M. ~~/.'>o·~iTt:;·t;;. ..... '-;.0 __ -~;; c:.'.'~' ~~'-~~~;~~.~ ~.~.'''~f,;· "Vc "-", '~ _______ 25'00' .~ ------"-~ / e/ ---------'---.. ... 26." ----c ~ ----r---2e_ -<S+otr---_~ 1.£ 'TItda" SO ~ '\ .~..l! ---+---. ---~ -------- RT ------------- RAINIER AVE S "/c • \\-i'~-; _/ /" _ ,,1 /' , , , (j:~ \ ,cs ?'~~~~Y:;S;~G:-':~:"P h'AD ~<>,, ,!/c "-----------\~ 3.5' --;-ii';r ~(,~!"'¥~ 1'I/rO','I,:F: ",./C . ,,' __ '_'JGCl CONSTRUCTION NOTES: (2) NEW CATCH BASIN o NEW STORM DRAIN MANHOLE f3\ CONNECT NEW STORt.4 DRAIN PIPE(S) \::..J TO EXISTING STORM DRAIN SlRUCTURE f4\ CONNECT EXlSllNG STORM UNE TO NEW \2./ STORM DRAIN SlRUClURE /'5\ EXISTlNG STQR}.I DRAIN SYSTEM TO \:::...J REMAIN ACTIVE f6\ NEW 8' X 25' I'IETVAUl T \::.J IE (IN) 20.69. 12' SO IE (OUT) 22.69. 12' SO SEE DEI All. SHEET XX f7\ NEW STORU DRAIN MANHOlE ¥111H MEDIA \CJ ALlER INSERTS (3) @ NEW WATER-CXL SEPARATOR f9\ PROVIDE CURB OPENINGS TO Al.lOW ~ SURFACE flOW THROUGH MEDIAN ® ® @ COORDINATE PRiVAlE DRAINAGE 5YS1£1,1 RECONNEC]ON TO NEW ROADWAY DRAINAGE CON'vFfANCE SYS"iEU RElOCATE PRIVATE DRAINAGE SYSTEM MODIFY EXISTING STRUCTURE ;..jl.- ,/27 .•• \\: / \\, , . ~) \ / \ I ~ Ro"WAn. ~ JKIl»G I I II 11--I '. I ~~ .... OTYoe i D WENTSlpEOPCElpERFORMANCE ~ 7~"""N ",,_ 30% REVIEW _ ~, ~ , RENTON ! ~ :~~::;ml=~A"'" SUBMITTAL -:' I ,;;.-; I ® p>"""giBo,"'""""''',W,,,,o.. I -l+lo1.OOl (153)627-0720 NO. REVISION BY DATE APPR -xxx """_ ..... ~~--- ."-,(,!,,-,.. f! ).-O~l~' \\, ,,1 (, '<""f{~ /.LAN o 5 10 20 40 60 SCALE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PLAN STA 24+50 TO STA 29+00 ''''''''' J I I I I I I i t I I • ~ ~ t:; ~ SECT.18 & 19 T.23N. R.SE. W.M. " ....... , ,1' 1¥~, """, CONSTRUCTION NOTES: (i) 0) CD G 0) NEW CA 1CH BASIN NEW STORt.! DRAIN UANHCl£ CONNECT NEW STORt.4 DRAIN PIPE{S) TO EXISTING STORM DRAIN SlRUClURE CONNECT EXISTING STORU UNE TO NEW STORM DRAIN STRUCllJRE EXISTING STORM DRAIN SYSTEM TO REMAIN ACTIVE '':<',:> ....... 5D:.',; ". r ". " ~~'~\~'~~:~'~;;;~~:~~-.. ,- .... , ,/r;:;±, ........ .... ;;I"f1[;::('."-· 'i-'~-~~T!~ . ~ :.:~::.~, -: .. __ 0/ " . --25-------~ t../c ,,) ~ }' ,.j . :;.) RIM ·22;ZSRY "Q:E!!"'19.0;, 12; cSD (W) 0) .~-~- NEW 8' X 25' V£TVAULT IE (OUT) = 20.56, 12· SO IE (~) = 20.56, .. SO SEE DETAIL. SHITT XX /]\ NEW STORM DRAIN MANHOLE WITH MEOlA \CJ mlIR INSERTS (3) SEE DEIAJL, SHEET XX @ NEW WATER-OIL SfPARATOR f9\ PROVIDE CURB OPENINGS TO AllOW \.:.../ SURfACE FLOW THR()JGH MEDIAN . \ . 'j\ ". L, "-r,':';U-I'rlC;f,!f. OK';Yi'1 fCu7PI('ijT r.;:;... COORDINATE PRIVATE DRAINAGE SYSlEM ~ RECONNECTION TO NEW ROADWAY DRAINAGE CONVEYANCE SYSlEM ® RElOCA IT PRIVA IT DRAINAGE SYSTEM ® MODIFY EXISTING S"JRUCruRE "Ill. ~2.75' Li::". ZO.;<' rI, ;:-STf."-'_ 1L 20.']' S, ;::" '::(:;;c '.10. 2'~\" \'t, ~"rc: ..... C II ROSEWATER ~ KIFG U 30% REVIEW . D, CUENTS!PEOPLElpERFORMANCE ,",,,.,,, 1'111 ''''''' Seme.WA98109 Sute5Dl SUBMITIAL (206) 286-1M1l TiCOOla, WA9a402 mJ;pgcom (253)S2T-012O REVISION ''''II., i E. ~. f I . .'::. 7 'N, I.r_ 7_ \.;. i~" C";),,';: 12" t:(),'!C i:,,-U:';"~i'j.':I~ I.Ul~ S, ;0· Corie" ,~'. G:):,(: ' . 1£ .. _1 I.E. ~J. ~,' ':::N~ LE. 11';';' W, 17" ~;)N;: :;J ~ t::l ill " + ::l ;! e,i 8,::79 I V> 1-: :,f :7..~5· :. 2~~;:"~·-;;·;~--;)~;:= ~ 1&1. 12i;i~J~V1) . lal, 12820;:("l1:/ ~ j:..~1 =:~-. / ~ ./ cc;'c 1;:~lCi( 3t'. ::~€""";;:F;~' li'l., )1//, "Ie I.E. 2:),,)' C, C"m,~ :.[. 2C::" ~ .• t;(.'NC :.r:. 2CiS 11. ~ ':',;;,c (:, I f2 « '" ~ PLAN I~r~ ~ CITY OF RENTON I.~~@ ~---"" Plannino!Buildlllg/f'ublic Works Dept. o 5 10 20 40 60 SCAlE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAlN PLAN STA 29+00 TO STA 33+50 '''''''''' I i I i I ! I i ~ I i ~ t; ~ • O'j >-~ ~ U; ~ ~J/~{:---...:i-l t; (;"~.~~~':~ .~ .. , ,,~I ~ :z ::; '-' " ~::r~~:--! ' , I R~-~ dg,&" 12' SO (5)' ' '< .:."n' J-"S0;.'!:':~',,:'~~' '.~ ::s ' :. ---... '::'_.~~-~NI/.; f" CONSTRUCTION NOTES: @ NEW CATCH BASIN (}) NEW STORM DRAIN MANHOlE f3\ CONNECT NEW STORM DRAIN PIPE(S) \.:Y TO EXISTING STORU DRAIN SlRUCTURE f4\ CONNECT EXISTING STORM UNE TO NEW \2/ STORM DRAIN STRUCruRE f5\. EXI$l]NG STORM DRAIN SYSTEM TO \::Y REMAIN ACl1VE :.~. 2.),i)' s, Lr C')N(; : r:. 2S.tY ~> (i- Ll... 2~.'.j' ll, C'.'~'C SECT.18 & 19 T.23N. R.SE. W.M. , __ '~O-\T TU:'i.N om.\'" ~Gt.:S-;O!.IE? ~J..,pv,:~G .3~ --HIGH ",JAi.:\( ~H:: EO);" Wr'~'::~;[;>'-' (,8 ::'l.:t -........ r:"'::-:-;::::'-:;'-.~-·--·· ...... "..... / '10 ':>. '3,0 C'.1? -.~~ Lt: 2::.S,· S-.~. S· ::;:r-" .. ,'. '.)1 I.F.:. 2'-'.;'~· ,':. ~'. 1-'3TO;:Y w(l'.)D 3UJ!; ".~,~C ¥._;?; _1'-<.::'" SQx· Fi; "--------i "-"'( <, 21_9, ". 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I \ '-I \_~;::'JS;G'~Ei' ('.~.f<jI,j:-lG \ ',. -~~~.~.~" 1~-~"JJi;t~~ '/T,' "7 '-{-_' _;;;"__" .. . •. -:) ,_.c, ~~._..' _, , .I .... ~~--,l .J ----.-?l~.-. '"j "'" i ,=, _ ", j, "J I '--.! ~__ ''-'<''. I ____ -_'" ,!,,,,,_,_ L.·_ " '. C:-"P) ~>, -', ~ PLAN ROSEWATER ~ llDFG 30% R~EW I¥ I I UI-r 1'-1 ®-~'"--~ ~1Jrg~ CUENTSlpEOPLElpERFORMANCE 1539tt1." '-, 1"17 ._ 0 i -, I __ I ~ru. M -,. . . SP.iitIle,WA9&l09 ~5Oi SUBMITTAL -KRS ~':.,.":.."':!. • Pfanr'llng/Bt"ldl('~ubl!cWor1<sDept. (206)2B6-1e40 Tw:m1,WA!184Q2 "'~"'ION BY DATE APPR _ __ 'IIIIW kIlo,oom (253) 627.J)120 NO. R....... xxx o 5 10 20 40 60 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PLAN STA 33+50 TO STA 38+00 SCALE IN FEET '''''''''' i I I I I I I I i I i • ~ 9 ~ SECT.18 & 19 T.23N. R.SE. W.M. 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STA ~1+96.a 46.7 RT --+--til w ____ _ STA 39+49.4, 42.7' RT STA 40+87.6, 45.1' RT \ RIM 29.2' LLl !§; --2$___ RIM 2a6' ! R!M 2aB' '.. I.E. ~5.7, 12" so (N) <:;"'. 5 ~ --1.1, ... _24.1..1l· so (Nvi) l' 1£ 25.6. ,,' so (Nr) " 1£25.7. ,,' so (SE) co G I.E. 24.7.12"&1\SEj------RAlNlE..,BAVE S I.E. 25.5,12" so (SE) '\ \ ~ ~ :::~~-=~:k~,~~UG~~:~.:.~~~~~~~~~;';~l cou_-vGP----'C'~:.~-3~CC ~:-: :i "--,---,-\: ;--;7 ~~-. ;\\ ;~--;--r~T--,=:.r=~-~r-r--·r---'· (Xil< .• '\Q';f\ '-·'CiJ!;rOI~l::p PAR'<.II"(; or-~l:(· (11';') 1?~)i:~~#~;;;P / -2'C-->-.; --/ .. ---.... ...... f __ ,-""-'1 . .-' -,,--,,- /---:>~ CONSTRUCTION NOTES: _,,/e Rile! 25.\",8' !E :'5.·\' ~, ::t CONe: ·"~iji."·····7 """l<Sy ""'_ I "\. '\i '\. '/ ... "'\ '''''' ' ... , " "/;~ ''\, . . "'-". . .~J .' ',-"" {-' ,---.' -----------' ! ---_ .. --'-~'--1'-----.. _-.---'---'- -.-.---.--~/ .. .--£:," (1 :'Pi ,~~ ". '\'"J,3 '" ') , " '*v """ i ". "'-, -, '-->/ ""'-' , '-, '\;', "\ " '''/ "'" . @ NEW CA TOi BASIN @ NEW a' x 25' WETVAULT f1o\ COOROINA 1£ PRIVATE DRAINAGE S'I'SID.1 ~ RECOONECllQN TO NEW ROADWAY DRAINAGE CONVEYANC£ SYSTEM o NEW STORt.I DRAIN MANHOLE r;\ CONNECT NEW STORM DRAIN PlPE(S) o TO EXISTING STORM DRAIN SlRUCTURE /4\ CONNECT EXISTING STORU UNE TO NEW \2/ STORM DRAIN SlRUClUR£ /5\ EXISTING STORM DRAIN SYSTEM TO \::...J REMAIN ACTIVE /]\ NEW STORM DRAIN MANHOL£ v.1TH MEDIA \'-I RLTER 1NSERTS (3) @ NEW WAT£R-aL SEPARATOR Ig\ PR0'w'10E OJRB OPENINGS TO AllOW \:J SURFACE fLOW THROUGH MEDIAN ® RElOCAl[ PRIVATE DRAINAGE SYSID.I ® MODIFY EXISTING SlRUClURE U ROSEWATER ~ JK.IF'CGr 30% REVIEW CLlENTSlpEOPLEI PERFORMANCE 10)" ...... I 1111_ Seii!t2.WA9a,1lI s.m.SOl SUBMITIAL (2OC)2M-l64D Tum.WA~ --bJ-(;[IlI (253)627-mo REVISION T.UJ=~ r" f},' 't~~/ 25.9, 12" so (N~.? ~.:.~_ \ ~ ~ .. ' . '~ PLAN I,·:,I® ,;,.-::,::. ~~ ~ CITY OF RENTON PJaMinglBulldinglPubli" Works De¢. 051020 40 RAINlER AVENUE S 1MPROVEMENT PROJECT STORM DRAIN PlAN STA 38+00 TO STA 42 tlIO SCALE IN FEET 60 ''''''''' i ! I I I I i I J i i , .. ~ ~ 6 f § « ::> CONSTRUCTION NOTES: CD NEW CATCH BASIN @ NEW STORM DRAIN MANHOLE f3\ CONNECT NEW STORM DRAIN PIPE(S) \::.../ TO £XlSllNG STORU ORAIN STRUClURE f"4\ CONKECT EXISTING STORU UNE TO NEW . \2/ STORM DRAIN STRUCTURE /5\ EXISTING STORM DRAIN SYSTEM TO \::.../ REMAIN ACllVE o NEW 8' X 25' WETVAULT f7\. NEW STORM DRAIN UANHOl.£ 'MTH MEDIA \'-.I fIll£R INSERTS (3) @ NEW WA1£R-OIl SEPARATOR f9\ PRO'¥1DE aJRB OPENINGS TO ALlOW \.:../ SURFA(( fLOW THROUGH MEDIAN SECT.18 & 19 T.23N. R.SE. W.M. fiO\ COORDINA 1£ PRlVA 1£ DRAINAGE SYSTEM ~ RECONNECTlON TO NEW ROADWAY DRAlNAGE CON\t£YANCE SYSTDA ® RElOCAl£ PR!VAlE DRAINAGE SYSTEM ® MODIFY EXISTING STRUCTURE • ROSEWATER ~ OClP'G IJ I ~ IMJAJ-~ I , .. ~ I ~~~ 30% REVIEW ~ . ,D__ CUENTSlpEOPLElpERFORMANCE 7~"'''''' 1""'_ Seattle. WA !lal09 Stile 501 SUBMITIAL : ::::. I ® (2OOj28E-1S40 Tamna,WA!l8402 . __ .... - ",,"~COOI (253)~27-1172ll REVISION .~ CITY OF RENTON PlannlnlOlBulidinglPublic: Work, Dept o 5 10 20 40 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 42+00 TO STA 45+00 SCALE IN FEET 60 '''''''' 1 I I I I i I i ! I , I !rl ~ ",.(.t",U(K".;" .'IY: .. ~' 'I'· \ / \, J \ 4J' I' \ ~,-:J ,] \ \ ,;0 I \ \ ! i4J}1 , \ '." '_'~ '~ I \ n)-L", _', , ,. ---'/~:-2\~;~~-T;';"-'~':;~~~::~(~=~:;~'\~'''~~~''H_"'4+~G'+,-v,P-_'. --L~F-:-i;'';';'~-__ :::::JS '-TCC~" ':~. -';::',," 3 '-0 i 1 f ~ I ',-! "' ~/ , ,t 5 I!'. "' " /. i c.. ""'-r ----... / .. ,d , • SO .' . I '----'2-t:J . . __ \ I.E. 2~9, 12; i I _ : ::;": '"~ ~~-"~ -oC;"";oo -~ ,. i .(_ j;oo ;;i \~;,\ ... , '\" \ 'c' "" ,0 '. \ '7, r 'Y' . 48.T.' RT \ _~ '" . m. ~N STA 4}t25.7,;! cr, 1720::. _____ , '" .... ~ ---0;. RII.4 3Q.O' // _._ :::J -. "-11-, Q r "" " ! / /.. ('> ~ ~~ ~'(' CONSTRUCTION NOTES: @ NEW CATCH BASIN (1) NEW STORt.! ORAIN MANHOI£ f3\ CONNECT NEW STORM DRAIN PIPE(S) \::../ TO EXISTING STORM DRAIN STRUCTURE f4\ CONNECT EXISTING STORI.I UNE TO NEW \2J STORM DRAIN SlRUCTURE f5\ EXISTING STORJ.I DRAIN SYSTEM TO \::J REMAIN ACllVE '-~ -/ r:;' -'-:i-.. @ NEW 8' X 25' WETVAUlT f7\ NEW STORM DRAIN MANHCli WITH MffilA \'-I mTER 'NSERTS (3) @ NEW WATER-OIL SEPARATOR f9\ PR0'v10E aJRB OPENINGS TO ALlOW \::..J SURFACE FLOW THROUGH MEDIAN ® ® @ 'te:t oo -+-~ COORDINATE PRIVATE DRAINAGE SYSID1 RECONNECTION TO NEW ROADWAY DRAINAGE CONVEYANCE SYSlEM RELOCATE PRIVATE DRAINAGE SYS1[U t.!ODIFY EXISTING STRUCTURE ... ;: ~! ,;,' '-'hL'r. ___ --I .. 'y,. )~~.---_._.- ~ • ROSEWATER ® lK.JP><G? IJ I ~ IOATJJ-~ II.~~ II ® 30% REVIEW ,.,': CLiENTSIPEOPLEjPERFORMANCE_ '"'" ... ,' 1 111 '''-SS!!, WA98109 Slte501 SUBMITIAL (ZOO) 286-1640 Ticorm, WA984a2 .;..-..::::.. 4 _~,oorn (253)627-Or.!J REVISION / // / / ,// ,;)~£~;~9~~~ ~ CITY OF RENTON PlatlllinglBulldlng/Publlc WorIcs Depl. o 5 10 20 40 60 SCALE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 45+00TO STA 49+00 ''''''''' f I I I i I I i i I • j Ii ~ • 1 c-:) "P,lLA ".'Jr' #:<:'1 SECT.18 & 19 T.23N. R.5E. W.M. i- t," .,-.• '''~ .to, : ;~. . / 11 ---......." . T • '.,,' ~.~" I r ) 'l.' .--'; :>:)! . .me "''''' ,"'" '&"2. Sr. A 53+02.9 23.fLT /' -> I ,' -t-'-mr '/ :1yv ... ··_· \ I I. I" -'. I . ruM....41. I~ /--" -11,-"-A/ ~ I, \ I'~' . , .• ' -\-'\.l '. ,~-. , " IE. ''''4'' 'f" ,,,",,(,,.,, 32.// . __ ' i.1 -1:_,,: .. '~" ~~ .-, "_ . ~j7;;: \;," :~--Tf~' '~\~J-, ~ ::;~,::'~~:Z;~:~'i·~_=·,~;p:~;-1.~f1;:.~~;~~,i~;i~~·-'~~~:¥~~~~~f2=¥:,~~~'} ¥~~;~~1.~~·:i:"~~;:'~~6i k'C:"':'" 8 -! . .,) CB nPE 1 _ ,:::::: eTA ~~Q..Lr::1: 1:1 1:<:'::' (T //).. / /" ____ ! . ~ i 1 I· .. 5 ... -1'::-;:"0"-iJi \ '",-~~ ", ruM IE " '; '/-' f·; ". -~\i , ( I 51+00 \ is ~ ·.··::~:~:'~;=:~~~~~il~::~~~:tt=:.:~:d::E!:::t:tt:~_~~~~~~i:.-~~~'':.~~~.~~.~' , _~ ('I'" ?';,,"--..,Ji '-~-C,l \. ,HI"" \ .' .H~ '" -1,-~ -,--:; CONSTRUCTION NOTES: (2) NEW CATCH BASIN @ NEW STORM DRAIN MANHOlE fJ\ CONNECT NEW STORM DRAIN PlPE(S) \.::.J TO EXISTING STORM DRAIN STRUCTURE f4\ CONNECT EXlSTlNG STORM UNE TO NEW ~ STORM ORNN STRUCTURE f5\ EXISTING STORM DRAIN SYSTEU TO \::...J REMAIN ACTIVE A:'C @ NEW 8' X 25' WETVAULT rj\ NEW STORM DRAIN MANHOLE WITH MEDIA \:J flL 1IR INSERlS (3) @ NEW WATER-OIL SEPARATOR Ig\ PROvtOE CURB OPENINGS TO AllOW \!.J SURfACE flOW lHROUGH MEDIAN ~- I ' , ! ii' , I I " ! ' ! : ! L ... J ..•. ,l.~I., ••. l., . ....: (:) f1o\ COORDINATE PRIVATE DRAINAGE SYSTEM ~ RECQNNEcnON TO NEW ROADWAY DRAINAGE COOVEYANCE SYSTEM ® RELOCATE PRlVAl[ DRAINAGE SYSID.! ® MODIFY EXISTING STRUCTURE o tii w \~ c z '" (I) // / / "' N + ,.., "' -+I-"=~/j< {/ .tn , '.l! -' ::0 ~ :::! ~ PLAN cueN!~;O;~P~!F~"ANce ~ ~~I'"'~ 3O%REVIEW 1 1 1 1 1 1=: I, : ,I ~. -I ~ ~TXg~ (g Sea&,'t.'AS8109 SIlb5Cl1 SUBMITIAL -KItS .. -:.."'!..":!. . PlanmnglBulldlnglPubheWIlfksDet>\. (21)6)286-1640 Tacana.WA9B4Q2 51"'" BY DATE APPR _ ""'"'_ _~ tIIlI (2S31627~720 NO. REV! V" IOOC 051020 40 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PLAN STA 49+00 TO STA 53+25 SCALE IN FEET 60 """'OIl 133 i i I i I I I f I , ~ !rl ~ SECT.18 & 19 T.23N. R.SE. W.M. .<.,., SUIj -.~ I Cl ,I:'~\-I" #:;-<';:; .f ~5,'I':::"")f.;[J ! ? \' " "~,~r_.'S\~ :gJ •• ,.:~; .-......... ~ ~-»;- /" \i> --';-·····--·"·q~~~;~~~1~~1 .-0 / !i .. ~ Tf--~+-~f;::=-=--:------- --\ _-:-. ::1:::::'-:_" -------" _'-/G ~~.;;-.~ ~-?--:-;;:::==.,.:--- CONSTRUCTION NOTES: o NEW CA 1CH BASIN o NEW STcru.t DRAIN MANHOLf f3\ CONNECT NEW STORM DRAIN PIPE(S) \:Y TO EXIS1JNG STORL! DRAIN SlRUCTURE f4\ CONNECT EXISTING STORM UNE TO NEW \2.J STORU DRAIN SlRUCTURE f5\ EXISTING STORM DRAIN SYSTEM TO \:::.../ REJ.4A1N ACTIVE -.~ @ NEW S' X 25' YUVAULT f7\ NEW STORt.I DRAIN LlANHCli YdTH MEDIA \:J AlIDl INSERTS (3) @ NEW WA1£R-Oll SEPARATOR f9\ PROVIDE CURB OPENINGS TO AllOW \!...J SURfACE FlOW THROOGH MEDIAN /_ 0:,.:.. -~'''-;= ",~ .. :?,.--,..-' ;'"'== . ",-~n."'\'" 1, Gr.;, Ut-If: '-3' C;~U< ~ COOROINA l[ PRtVA IT DRAINAGE SYSlEM ~ RECONNECllON TO NEW ROADWAY DRAINAGE GOOV[YANC£ SYS1'EM @ RELOCATE PRIVATE DRAINAGE SYSlIM ® MODIFY EXIsnNG STRUCTURE ~ iHIS ;...R~"" ."~"'- '; L __ ._ ____ 45_ ~ PLAN ~=~ II III r I~' I~ -COYO, ; '.. ROSEWATER ~ ~ 300;' REVIEW --~ RENTON fa CUENTS!PEOPLE!PERFORMANCE ~ T..19thAverueN 1"-' •• • ~; -I -I ~. M ; -_ . . ~ ~WA9S1Q9 Slite5(ll SUBMITIAL -MS _"!.,."'!..":. " Plannlflgl8ufldll.g/PubllcWorksDe;lt. -(2reJ2fI&.1W) iIlCllm,WA!184Q2 __ ..... _ ... , WIfII.I;pg'cam (253)621-0720 NO. REVISION BY OATE APPR XXX o 5 10 20 40 60 SCALE IN FEET RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 53+25 TO STA 55+99 '''''''' i I I I i I ! I I > I ~ ~ 48~ 0 INLET PIPE (SEE NOTES 5 & 6) CONCRETE GRADE RING INLET PIPE (SEE NOTES 5 & 6) STORMFlLTER CARTRIDGE STEP (TYP) PLAN VIEW 8"/12"0 HOPE OUTLET STUB (SEE NOTES 5 & 6) 30"13 FRAME AND COVER (STD) (SEE NOTE 4) ~~ HOPE OUTLET RISER WITH SCUM BAFFLE (TYP) (SEE NOTE 2) ~ " II , 0 ~% .' W .w BALLAST e (SEE NOTE B) ~ ~ +==CJ '~·>~-=:~~D;[~SEE OUTLET DETAIL WIDTH MANIFOLD MANHOLE STORMFIL TER ED GENERAL NOTES OUTLET RISER 1. STORM FILTER BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (800) 548-4667; SCARBOROUGH, ME (877 907-8676; ELKRIDGE. MO (866) 740-3318. 2. FILTER CARTRIDGE(S) TO BE SIPHON-ACTUATED AND SELF-CLEANING. STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. ACTUAL NUMBER REQUIRED TO BE SPECIFIED ON SITE PlANS OR IN DATA TABLE BELOW. 3. PRECAST MANHOLE STRUCTURE TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478. DETAIL REFLECTS DESIGN INTENT ONLY. ACTUAL DIMENSIONS AND CONFIGURATION OF STRUCTURE WILL 8E SHOWN ON PRODUCTION SHOP DRAWING. 4. STRUCTURE AND ACCESS COVERS TO MEET AASHTO H~20 LOAD RATING. 5. STORMFlLTER REQUIRES 2.3 FEET OF DROP FROM INLET TO OUTLET. IF LESS DROP IS AVAILABLE, CONTACT CONTECH STORMWATER SOLUTIONS. MINIMUM ANGLE BETWEEN INLET AND OUTLET IS 45'. . 6. INLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. PRECAST MANHOLE STORMFILTER EQUIPPED WITH A DUAL DIAMETER HOPE OUTLET STUB AND SAND COLLAR. EIGHT INCH DIAMETER OUTLET SECTION MAY 8E SEPARATED FROM OUTLET STUB AT MOLDED-IN CUT LINE TO ACCOMMODATE A 12 INCH OUTLET PIPE. CONNECTION TO DOWNSTREAM PIPING TO BE MADE USING A FLEXIBLE COUPLING OR ECCENTRIC REDUCER, PS REQUIRED. COUPliNG BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 7. PROVIDE MINIMUM CLEARANCE FOR MAINTENANCE ACCESS. IF A SHAlLOWER SYSTEM IS REOUIRED, CONTACT CONTECH STORMWATER SOLUTIONS FOR OTHER OPTIONS. 8. ANTI-FLOTATION BALlAST TO BE SPECIFIED BY ENGINEER AND PROYlOED BY CONTRACTOR, IF REQUIRED. BALLAST TO 8E SET AROUND THE PERIMETER OF THE STRUCTURE. 9. ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. !K.IF'G II ROSEWATER " "D CUENTS!PEOPLE!PERFORMANCE ~ 30% REVIEW 7''''_, 1""'_ Sea\Ile,WA9811l3 Sul!!5Cl1 SUBMITIAL (2OO)285--1~O Taoom.WA96402 'IA\W.tpg.com (253j527.ij720 NO. REVISION 30"13 FRAME AND COVER (sro) TOP VIEW SAND COLLAR GROUT 12'·r,!l OUTLET STUB MOLDED-IN CUT LINE BRill OUTLET STUB BALLAST OUTLET PIPE (BY CONTRACTOR) COUPLING (BY CONTRACTOR) (SEE NOTE 6) (SEE NOTE 8) (BY CONTRACTOR) OUTLET DETAIL ....... ,~ -= = -'" ,'-20' BY CAT< APPR --, = ---~ ." io ~ [., .. 10 ~h I 25' PLAN VIEW NTS .... '.... , ...... ,. VENTILATION PIPE s ~ ~~ II~R '-- -<I' s I REMOVABLE BAFFLE ~~ ~DDER- INLET '" WO DESIGN WS. S; OUTLET ~ f~ I' ,[ I ;i '" .", ·:I~·"'.",,":-:,o>· AVERAGE SEDIMENT STORAGE l' MIN. (FlRST CELL) 2' 4' SECTION A-A NTS SECTION B B NTS WETVAULT 8' x 25' X 4' ED RAINIER AVENUE S ~ CITY OF IMPROVEMENT PROJECT RENTON Plannln(llBulldir>glPublic Worb Dept. DRAINAGE DETAILS lWWJ7 ./ i I I I j i I I i ~ g ~ I , ~~ SECT.18 & 19 T.23N. R.SE. W.M. ~\'-::-"\·--'i;~{.~Y----h~:f __ ·· __ --· ---_.- \ _",-,0;':1' GO~·I(. ?,\\)C 'S;''' 1J,:":_V.{.,rc;"', ~'l)f:.P l:='-""l~_:> .",. J ,j';?) _. ~; ,~-",",,:1:=~~'? .. .;,;;------2g...---=-_~ .. C_~ \3+00 .. _{i-___ -+-- --~- CONSTRUCTION NOTES: CD NEW CATCH BASIN @ NEW STORM DRAIN MANHOLE r;:\. CONNECT NEW STDRt.I DRAIN PlPE(S) \2 TO EXISTING STORM DRAIN SlRUCTURE r;;'-. CONNECT EXIS1lNG STORM UNE TO NEW \2/ STORM DRAIN SlRUCTURE /'5\ EXISTING STORM DRAIN $YSTEU TO \.::!.../ REMAIN ACTlvt: \ \' \ o NEW 8' X 25' WETVAULT .... i f7\ NEW STORM DRAIN MANHOLE "WITH MEDIA \CJ RllER INSERl$ (3) o NEW WATER-OIl SEPARATOR f9\ PROV1DE CURB OPENINGS TO AlLOW \::J SURFACE FLOW THROUGH MEDIAN r.;;... COORDINATE PRIVATE DRAINAGE SYSID.4 ~ RECONNECnON TO NEW ROADWAY DRAINAGE CONvrYANCE SYSTEM !i:u.:&""~' 21.4, 12' S!l (N), / 21.4, 12' S!l (S!;v 14+00 ___ -------t--_~ CH IlPl:. 2 I ~- STA 13+92.79~ 48.50' .-R~ l.E. 225' E. 5" '.:ONr; • ~.L i9.6' S, 1Z" CONe 20.15, 18. SO (N)I.E. 19.[." Il. 12' CC,',C 20.15, 18 SO (S)(»)fJr:R~.lC!:" ~G:·.' PQ;NT ® RElOCATE PRlVAl[ ORAlNAGt SYSlEM ® !.CODIFY EXISTING SlRUCTURE ?IL( :.~. 2":'.;;' 'Ii. 8~ .:m,:: C.tPPED ,,-; r:1.1!) :-, '-oy; ----------4,j"'-'IIGH {FO.'::MfRLY1 , -;;0:; .... D (..)1':,::" V\./FOw£.~ PLAN ROSEWATER ~ CLIENTS! PEOPLEjPERFORMANCE OCIP'<G 753 9I!J AYIn/e ~ 1111711rna1May Se3lUe, WA98109 SUit!5Ill /206)2.66-!~ TiCDI'IIlWA9S402 .... J:pg_1XI'II (253)627~ 300f0REVIEW SUBMITIAL . ,-,-t~ I I·.~ ~ ---..:=. REVISION NO. '\ i;';'-!,~'1R(_ I@ ~ CITY OF RENTON PJanninglBuJld ing/PubJlcWorks Dept. o 5 10 20 40 60 RAINIER AVENUE S IMPROVEMENT PROJECT STORM DRAIN PlAN STA 12fllOTOSTA 15+50 SCALE IN FEET 12102/00 133