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Home My WebLink AboutMiscSTORMWATER TECHNICAL INFORMATION Renton Aerospace Training Center Renton, Washington 27,2015 I • MAGNUSSON KLEMENCIC ASSOCIATES STORMWATER TECHNICAL INFORMATION Renton Aerospace Training Center Renton, Washington July 27, 2015 I • MAGNUSSON KLEMENCIC ASSOCIATES 1301 Fifth Averwe, Svite 3200 Seoule, W[]shi~gton 98101 -2699 r 2062921200 F' 2062921201 MAGNUSSON KLEMENCIC SECTION I· PROIECT OVERVIEW Introduction Existing Conditions Proposed Condition Soils SECTION II' CONDITIONS AND REQIJIREMENIS SUMMAR.'r' ___ _ Site Conditions/Thresholds SECTLON III: OFF-SITE ANALYSIS _______________ _ SECTION IV: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN _ Flow Control Water Quality Treatment S££.IlOO V CONVEYANCE SYSTEM ANAlYSIS AND DESIGN SECTION VI' SPECIAl REPORTS AND STUDIES -------------- SECTION VII OTHER PERMITS SECTION VIII: CONSTRUCTION STORMWATER POLLUTION PREVENTION PI AN ANAlYSIS AND DESIGN Part A -TESC Plan Analysis and Design Port B -Conceptual SWPPS Plan SECTION IX: BOND QUANTITIES WORKSHEET, FACILITY SUMMARIES, AND DE..ClARAIlDH..D'LF--,C-,O,-,-,-V-,--E l'iNnA-'-'NuT ________________ _ SECTION X' OPERATIONS AND MAlNIENANCE MANUAL REFERENCES 3 5 5 6 7 7 7 9 9 1 0 Stormwater Technical Information .r?~ik;,1~¥;~·;~,~4.~l.~WJf1'1~Ji!'{~t~±Y<~i,J.,i,nft~~·;·:~'~;~~,)~/&F.;.4~~~,·~~~",t"r'#~~~~~ffI~;~ Renton Aerospace Training Center, Renton, Washington Table of Contents • MAGNUSSON KLEMENCIC SECT I O~,--_£R.nJEC,--,-T--,O...LYV-"E-"RJV-,-1 ,,-E W=--_______________ _ INTRODUCTION This report documents the stormwater and drainage design approach and proposal for the Renton Aerospace Training Center (RATC) project located in the City of Renton (City), Washington. In accordance with City permit review requirements, this report documents the project using the City Amendments to the King County Surface Water DeSign Manual (KCSWDM) requirements for a Stormwater Technical Information Report (TIR). Figure 1-1 consists of the standard King County TIR worksheet, which has been completed for the project. The RATC is located at 300 Rainier Avenue North, at the southwest corner of the Renton Municipal Airport where NW 3,d Place intersects Rainier Avenue North (Figure 1-2). The project is long and narrow, bordered at the west by Rainier Avenue North, at the east by West Perimeter Road (a private road owned by the Renton Municipal Airport), and at the north and south by undeveloped lands. The proposed RATC project is a 23,000-square-foot (~12,760-square-foot footprint), three-story facility that will provide training and job simulations for a workforce entering the region's aerospace manufacturing industry. The project includes the following tasks: • Removal of the existing building. • Construction of a new building, which includes a lobby, administrative area, shop space, design and fabrication space, classrooms, and a building services core. • Shoring along the north, south, and west sides of the new building lower floor. • Partial removal of the existing asphalt parking lot. • Construction of a new ADA accessible paved entry route. EXISTING CONDITIONS The site is located east of Rainier Avenue North, which functions as an interceptor swale for upstream flows. As a result, there are no off-site flows directed to the site. The westerly portion of the site is relatively flat and includes an existing building, paved walks and parking lot, and landscaped area surrounding the building. The easterly portion of the site includes a steep slope that is approximately 30 feet high and connects the elevated westerly portion of the site to West Perimeter Road. The steep slope was not a natural condition but was constructed by placing filion the westerly portion of the site during construction of the previous (current) site development. The existing site includes approximately 0.6 acres of impervious area. See Figure 1-3a for existing site basin conditions. Stormwater runoff from the westerly portion of the site predominantly drains to the south, where it enters a catch basin that drains to a large public storm drain in West Perimeter Road. Stormwater runoff from the building is conveyed via a tightlined storm drain to a catch basin in West Perimeter Road that Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington • MAGNUSSON KLEMENCIC ,-. ~ ; . connects to the private storm drain system at the adjacent Renton Municipal Airport, which also connects to the public storm drain in West Perimeter Road. The public storm drain pipe outfalls in Lake Washington, appraximately one mile downstream from the site. There are no natural drainage systems or discharge points within the project area. PROPOSED CONDITION The project proposes to keep most of the existing parking lot and to construct a new three-story building, built into the slope, along with minor asphalt removal and limited site regrading around the ADA accessible entryway. Drainage patterns will remain similar to the existing conditions. The revised parking lot will continue to drain toward the existing catch basin located to the south. Similarly, the proposed building will also connect to the existing private drainage system in Perimeter Road. In both cases, the existing storm drain lines will remain in place, and the proposed drainage conveyances will drain to the public storm drain in West Perimeter Road. See Figure 1-3b for proposed site basin conditions. No new outfalls will be created for this project; all runoff will be collected and discharged via one of the two systems described above. As a result of this project, approximately 3,630 square feet of new and/or replaced pollution-generating impervious surface (PGIS) will be constructed (Figure 1-3c). The distribution of existing and proposed impervious and pervious surfaces is (will be) as follows: Table 1-1: Surface Type Distribution within the Renton Aerospace Training (enter Project limits Ground Surface Type Existing Sile (acres) Proposed Site (acres) Impervious Surface (Building/Hardscape) 0.173 0.446 Pervious Surface (Landscaping/Till Pasture) 0.444 0.170 Talal 0.616* 0.616 * Based on square footage, combined area number rounds to 0.616 acres. SOILS According to the City Soil Survey Map (Figure 1-4a), the soils at the site appear to be predominantly Urban Land (Ur). The existing soil conditions were described in the Geotechnical report by Soil & Environmental Engineers, Inc: In genera/, the subsoils include loose fill over compelent native soils. Based an the visual classification and the blow count data, we believe that the fill was placed randomly and withoul compadion. The native Salis below the fill include alluvial soils over glacially deposited malerials. Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington MAGNUSSON KLEMENCIC Considering the blackberry and grasses ground cover of the existing pervious landscaped areas and the glacial till below the fill layer, the pervious areas have been modeled as "till pasture" for both existing and proposed conditions. LIST OF FIGURES Figure 1-1 : TIR Worksheet Figure 1-2: Site Location Map Figure 1-30: Figure 1-3b: Existing Site Basin Map Proposed Site Basin Map Figure 1-3c: New Plus Replaced Pollution Generating Impervious Surface Map Figure 1-40: Soil Survey Map Figure 1-4b: Soil Boring Locations Map SECTION II· CONDITIONS AND REQUIREMENTS SUMMARY SITE CONDITIONS[THRESHOLDS This project is considered a redevelopment project. As identified in Section I, the total project area encompasses 0.616 acres. The total project area includes bath on-site and off-site (for utility connections/relocations) areas. Also as identified in Section I, the total new and replaced PGIS is -3,630 square feet, which is less than the 5,000 square feet threshold. Table 1-1 summarizes the Core and Special Requirements used in developing the site stormwater management design. Table 11-1: Summary of Surfale Water Design Criteria Applied to the Renton Aerospale Train Center Project Requirement/Design Element Core Requirement (CR) # 1 : Discharge at the Natural Location CR #2: Offsite Analysis Comment The project will re-use existing discharge point(s), connecting to existing downstream conveyance systems. No natural discharge areas are available for this site. Although a steep slope is located on the site, stormwater runoff will be directed away from the slope, prevenf,ng a s"gnificant adverse impact to the slope. Although the site is at the edge of the "Ten Year Capture Zone" on the City Groundwater Map (Figure 11-1 a), the existing site has impervious surface and a steep slope that predominantly intercepts surface flows and directs the flows to the public storm drain system. An off-site Level 1 Analysis is provided in the TIR. Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington • Requirement/Design Element CR #3: Flow Control CR #4: Conveyance System CR #5: Temporary Erosion and Sediment Contral CR #6: Maintenance and Operations CR #7: Financial Guarantees and liability CR #8: Water Quality Special Requirements MAGNUSSON KLEMENCIC ~', .~< r,1' • (omment The Peak Rate Flow Control Standard is required for this project (Figure 11-1 b). New flow control facilities are not required far the project because the development will not generate an increase of more than 0.10 cis of 1 OO-year peak flow when compared with existing conditions. Therefore, Exception 1 applies to the project. Although the City standard is to convey the 25-year stormwater runoff while maintaining 6 inches of freeboard in structures, new storm drain pipes have been designed with capacity to convey the 1 OO-year stormwater runoff while flowing less than full. There are no new catch basins except for a tie-in point for the foundation drainage system. Roof downspouts are tightlined to the connection point at an existing catch basin. The project complies with City minimum requirements. Construction-phase source and spill controls will be addressed in the Contractor's Stormwater Pollution Prevention Plan (SWPPP) that is required to be completed prior to the beginning of construction, as a condition of the Washington State Department of Ecology Stormwater Management Manual for Western Washington, Volume II, Construction Stormwater Pollution Prevention, Publication No. 12-10-030, dated August 2012, and the Construction Stormwater General Permit (effective Date January 1,2011). Guidance and checklists for maintenance of conveyance components are provided in the TIR. The Project Owner will provide the necessary bonds and liability insurance. The project includes less than 5,000 square feet of new pi us replaced pollution generating impervious surface (PGIS) and less than 35,000 square feet 01 new pollution generating pervious surface (PGPS). Therefore, Surface Area Exemption 1 applies to this project. Special Requirement #2, "Flood Hazard Area Delineation," is the only special requirement that applies to the project. The only reason this special requirement applies to the project is because the site is adjacent to a flood hazard area based on a City map (Figure 11-1 c). However, it is questionable if this special requirement should apply to the project; based on FEMA maps, the site is more than 1,400 feet from the floodplain and/or floodway. Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington LIST OF FIGURES Figure 11-1 a: Groundwater Map Figure 11-1 b: Flow Control Application Map Figure 11-1 c: Flood Hazard Map SECTION III· OFF-SITE ANALYSIS MAGNUSSON KLEMfNCIC This report includes a Levell Analysis for off·site systems. Basin flows upstream of the site are intercepted by Rainier Avenue and are directed to a 36·inch-diameter public storm drain in West Perimeter Road that outfalls in Lake Washington with a submerged outlet approximately one mile downstream of the site. There are two points of connedion for site drainage and bath ultimately conned to that same public storm drain within 1/4 mile dawnstream af the site. Runoff from the upper tier (westerly side) of the site drains to the south end of the existing parking lot and is collected in a catch basin that connects to the public storm system in Rainier Avenue. Runoff from the building and easterly portion of the site is conveyed to a catch basin in West Perimeter Road that is part of a private system owned by the Renton Municipal Airport. That private system drains to a large detention facility and then connects to the public storm drain in West Perimeter Road at the detention facility, approximately 880 feet (0.167 miles) downstream of the site. It appears the 36-inch public storm drain conveys drainage from an upstream basin that includes approximately 160 acres prior to the site connection points (basin area upstream of the West Perimeter Road connection at the site). LIST OF FIGURES Figure 111-1 a: Figure 111-1 b: Figure 111-1 c: Off-Site Analysis Map Downstream System Map West Perimeter Road Basin Map SECTION IV: FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN FLOW CONTROL The site is located in a Peak Rate Flow Control Standard Area. As a result, there are no flow duration or flood protection requirements for the site. According to Exception 1 under Paragraph 1 .2.A, "Peak Rate Flow Control Standard Areas," af the City Amendments to the KCSWDM, the facility requirement is waived for the project if the proposed (to be developed or redeveloped) area(s) generate no more than a 0.100 cfs increase from the existing site conditions for the 1 OO·year peak flow. The existing and propased sites were modeled using the King County Runoff Time Series (KCRTS) model (Figures IV-l a and IV-l b). Pervious surfaces were modeled as Till Pasture as noted previously. Based on some minor reductions in the existing parking lot area, the net increase in 1 OO-year peak flow is Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington • MAGNUSSON KLEMENCIC 0.096 which is just under the threshold, As a result, flow control facilities are not required for the project_ WATER QUALITYTREATMENT There will be approximately 3,630 square feet of new plus replaced PGIS as a result of this project (Figure 1-3c), Based on the Surface Area Exemption (Exemption 1) of Core Requirement #8, water quality treatment facilities will not be required for the project. LIST OF FIGURES Figure IV-la: Figure IV-1 b: KCRTS Basin Information KCRTS Peak Flows SECTION V· CONvEYANCE SYSTEM ANALYSIS AND DESIGN The proposed storm drain systems for the project predominantly replicate the existing storm drainage systems, The roof drain downspouts will be tied into an existing catch basin in West Perimeter Road while surface runoff from the ground will predominantly sheet flow to existing catch basins in the parking lot and West Perimeter Road (Figure V-l), Roof downspouts will be located at two low spots on the roof. The tightlined storm drain pipe that connects to the northeast (NE) downspout is located along the easterly wall of the building, The tightlined storm drain pipe that connects to the southwest (SW) downspout is located along the southerly wall of the building, The SW pipe, which will be routed over the existing steep slope, will be constructed of heat-fused high density polyethylene (HDPE) pipe and will be anchored t%n the slope (Figures V-l and V-2), The main deviation from the existing storm drain system is where a soldier pile retaining wall will be constructed at the base of the steep slope, Stormwater runoff from a small area (0_062 acres) of slope above the wall will be captured in an area drain and conveyed to a splash pad adjacent to West Perimeter Road. From there, it will surface flow to the existing catch basin in West Perimeter Road matching the existing conditions, Rational flow and conveyance colculations were performed for the three new storm drain segments, Roof NE Pipe, Roof SW Pipe, and Area Drain Pipe (Figure V-3), Although the City standard is to convey the 25-year stormwater runoff while maintaining 6 inches of freeboard in structures, these new starm drain pipes have been designed with capacity to convey the 1 OO-year stormwater runoff while flowing less than full. Because there are no new storm drainage conveyance catch basins and/or manholes, a backwater calculation was not needed nor performed for these systems, The only storm drain conveyance structure, the area drain, outlets to an uncontained condition, so there are no tail water impacts, The conveyance calculations (Figure V-3) identify the pipes have adequate capacity and that flow velocities exceed 3 feet per second. Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington • LIST Of fiGURES Figure Vol : Conveyance Map Figure V-2: Ground-Anchored Pipe Sections and Details Figure V-3: Rational Peak Flow Rate and Conveyance Calculations SECTION VI' SPECIAL REPORTS AND STUDIES MAGNlJSSON KLEMENCIC To our knowledge, there are no special reports or studies that have been prepared for the site. SECTION VII· OTHER PERMITS There are no right-of-way improvements for this project except a patch and repair crossing Rainier Avenue North where a gas line lateral will be installed north of the building. A Department of Ecology NPDES Notice of Intent is not required for this project because the project includes less than one acre of ground disturbance. It is anticipated the following permits/approvals will also apply to this project: • City of Renton Site Plan Review • City of Renton Demolition Permit • City of Renton Building Permit SECTION VIII: CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN The Construction Stormwater Pollution Prevention Plan (CSWPPP) Analysis and Design includes two parts. Part A includes a TESC Plan Analysis and DeSign and Part B includes a Conceptual Stormwater Pollution Prevention and Spill (SWPPS) Plan. "Conceptual" is noted because the SWPPS plan is significantly dependent on contractor means and methods and schedule. As a contractor has not yet been selected for the project, a final and thorough Stormwater Pollution and Prevention Plan (SWPPP) cannot be prepared. A TESC plan has been prepared for the project in accordance with the City Amendments to the KCSWDM and is included in this report (Figures VIII-l a through VIII-1 e). Part of the TESC requirements for this project require the contractor to: 1) Identify/designate a TESC Supervisor for the project in accordance with the approved Ecology Construction Stormwater General Permit and City Amendments to the KCSWDM. The supervisor shall be a Certified Professional in Erosion and Sediment Control or a Certified Erosion and Sediment Control Lead. 2) Prepare a formal SWPPP for the project based on their means and methods and schedule. Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington • PART A -TES( PLAN ANALYSIS AND DESIGN The TESC plan meets minimum TESC requirements as discussed below. TES( Requirement 1: (Iearing Limits limits of work are shown on the plans. TES( Requirement 2: (over Measures MAGNUSSON KLEMENCIC The Contractor is required to cover exposed soils. Specific criteria are provided in the TESC Plan Nates. TES( Requirement 3: Perimeter Protection Sedimentation barriers (straw wattles) have been shown on the plans will be installed at downstream edges of exposed soils inside the project limits to retain sediment before runoff reaches offsite areas. TES( Requirement 4: Traffic Area Stabilization The stabilized construction entrance shown on the plans along West Perimeter Road is aligned at the likely construction entrance for most of the disturbed areas and where significant excavation will occur. TES( Requirement 5: Sediment Retention A Baker Tank is shown on the drawings at the low end of the site. The facility is designed in accordance with the City Amendments to the KCSWDM (Figure VIII-2). The TESC Plan Notes indicate that State of Washington (State) water quality standards are applicable to construction site runoff. TES( Requirement 6: Surface Water Control Interceptor swales have been shown on the plans to convey runoff to collection areas where the runoff will be directed to the Baker Tank. Rock check dams may be provided to maintain the stability of these facilities where slopes require stabilization. TESC Requirement 7: Dewatering (antral Wet season construction will be addressed in the project specifications. TESC Requirement 8: Dust Control Air quality is addressed in the TESC Plan Notes. TESC Requirement 9: Flow Control Flow control is not required for the praject; however, some flow control may be provided within the Baker Tank during construction. Starmwater Technical Information Renton Aerospace Training Center, Renton, Washington • PART B -CONCEPTUAL SWPPS PLAN MAGNUSSON KLEMENCIC Part B, the Conceptual SWPPS Plan, includes potential pollution-generating activities and potential pollution prevention BMPs to mitigate the activities (Figure VIII-3). Spill control and material handling provisions will be addressed in the formal project SWPPP by the Contractor once the means, methods, and schedule for construction have been determined. LIST OF FIGURES Figure VIII-1 a: Figure VIII-l b: Figure VIII-l c: Figure VIII-l d: Figure VIII-l e: Figure VIII-2: Figure VIII-3: Civil Cover Sheet Civil Notes Sheet (Including TESC Notes) City of Renton Notes Sheet (Including ESC Notes) TESC Plan Sheet TESC Sections and Details Baker Tank Sizing Calculations Conceptual SWPPS Plan SECTION IX: BOND QUANTITIES WORKSHEET, FACILITY SUMMARIES, AND DECLARATION OF COVENANT There are no flow control or water quality treatment facilities required for this project. As a result, there are no facility summaries or declaration of covenants required for the project. A bond quantities worksheet has been prepared for the project and is included in this report_ LIST OF FIGURES Figure IX-l: Bond Quantities Worksheet SECTION x-OPERATIONS AND MAINTENANCE MANUAL OPERATIONS AND MAINTENANCE There are no flow control or water quality treatment facilities required for this project. As a result, operations and maintenance are restricted to private conveyance systems which include storm drain pipes and drainage structures_ There are no actions required on the part of the Owner aside from maintaining these facilities, which will require periodic inspection and cleaning to function properly_ LIST OF FIGURES Figure X-l a: Figure X-1 b: Catch Basins and Manholes Maintenance Checklist Conveyance Pipes and Ditches Maintenance Checklist Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington • REF ERE N£ESu City of Renton Amendments to the King County Surface Water Design Manual, 2010. King County Surface Water Design Manual, 2009. MAGNUSSON KUMENCIC Washington State Department of Ecology, Stormwater Management Manual for Western Washington, 2012. Washington State Department of Ecology Construction Stormwater Pollution Prevention, Publication No. 12-10-030, dated August 2012, and the Construction Stormwater General Permit (effective Date January 1,2011). Stormwater Technical Information Renton Aerospace Training Center, Renton, Washington • FIGURES I • MAGNUSSON KLEMENCIC ASSOCIATES KING COUNTY, WASIllNGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Renton Airport (contact: Jonathan Wilson) Phone ____________ _ Address 616 W Perimeter Road, Unit A Renton. WA 98057 Project Engineer Steven D Haluschak Company Magnusson Klemencic Associates Phone 206.292.1200 Part 3 TYPE OF PERMIT APPLICATION o Landuse Services Subdivison ! Short Subd. ! UPD ~ Building Services M!F ! Commencal ! SFR o Clearing and Grading o Right-ol-Way Use o Other PartS PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review CM>! Targeted (circle): Large Site Date (include revision 7/27/15 dates): Date of Final: Part6 ADJUSTMENT APPROVALS ! Part 2 PROJECT LOCATION AND DESCRIPTION Project Name Renton Aerospace Training Center DOES Permit # _________ _ Location Township Range Section ______ _ Site Address 300 Rainier Ave North, Renton. WA Part 4 OTHER REVIEWS AND PERMITS o DFWHPA o COE404 o DOE Dam Safety o FEMA Floodplain o CaE Wetlands o Other o Shoreline Management o Structural RockeryNaultl __ o ESA Section 7 Site Improvement Plan (Engr. Plans) Type (circle one): @II)! Modified ! Small Site Date (include revision dates): Date of Final: Type (circle one): Standard ! Complex ! Preapplication ! Experimental! Blanket Description: (include conditions in TIR Section 2) Not Applicable Date of Approval: Figure 1-1: TIR Worksheet 2009 Surface Waler Design Manual 1/9/2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part7 MONITORING REQUIREMENTS Monitoring Required: @/No Describe: TESC Water Quality Start Date: TBD Completion Date: TBD Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: -,-No_t_A:,,:.PP_lica_ble _________ _ Special District Overlays: _______________________ _ Drainage Basin: -:-_-,-___________ _ Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITM: AREAS DRiver/Stream _________ _ ~ Steep Slope Easterly Side of Site o Lake o Erosion Hazard _______ _ o Wetlands __________ _ o Landslide Hazard _______ _ o Closed Depression _______ _ o Coal Mine Hazard ______ _ o Floodplain __________ _ o Seismic Hazard _______ _ o Other __________ _ o Habitat Protection _______ _ 0 ________ _ Part 10 SOILS Soil Type Slopes Erosion Potential UR 0-3% Low 15-75% low. Area Not Disturbed UR Ex~~t @ ~hQring o High Groundwater Table (within 5 feet) o Sale Source Aquifer o Other o Seeps/Springs o Additional Sheets Attached 2009 Surface Water Design Manual 2 [19/2009 KI:"-IG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION 1 SITE CONSTRAINT o CQre2 Offsite Anallr:sis (8) :;Jensi\iv!!/Qriti!;al Ar!;las Drain Away From Steep Slope o SEPA o Other 0 o Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or descriptio.,) Core Requirements (all 8 apply) Discha/1le at Natural Location Number of Natural Discha/1le Locations: None Available Offsite Analysis Level: (91 2 1 3 dated: 7127115 Flow Control Level: 1 I 2 1 3 or Exemption Number Exception 1 (incL facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Not A!2!2licable Erosion and Sediment Control ESC Site Supervisor: Contact Phone: TBD by Contractor After Hours Phone: Maintenance and Operation Responsibility: ~ivat.yl Public If Private. Maintenance LOll Required: ifes:;t No Financial Guarantees and Provided: ~/No Liability Water Quality Type: Basic 1 Sens. Lake 1 Enhanced Basicm 1 Bog (include facility summary sheet) or Exemption No. j Landscape Management Plan: Yes 1(No) Special Requirements (as applicable) Area Specific Drainage Type: CDA 1 SDO I MDP 1 BP I LMP 1 Shared Fac . .(None Requirements Name: Floodplain/Floodway Delineation Type: Major 1 Minor I Exemption I~ 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: Not Applicable Source Control Describe land use: (comm.lindustriallanduse) Describe any structural controls: Not Applicable 2009 Surface Water Design Manual 119/2009 3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes /~ Treatment BMP: Maintenance Agreement: Yes /® with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION liSl Clearing Limits liSl Stabilize Exposed Surfaces ~ Cover Measures GSI Remove and Restore Temporary ESC Facilities ~ Perimeter Protection ~ Clean and Remove All Silt and Debris, Ensure GSI Traffic Area Stabilization Operation of Permanent Facilities GSI Sediment Retention o Flag Limits of SAO and open space ~ Surface Water Collection preservation areas o Other ~ Dewatering Control lEI Dust Control ~ Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facilitv Summary and Sketch) Flow Control Type/Description Water Quality Type/Description o Detention o Biofiltration o Infiltration o Wetpool o Regional Facility o Media Filtration o Shared Facility o Oil Control o Flow Control o Spill Control BMPs o Flow Control BMPs o Other o Other 2009 Surface Water Design Manual 1/9/2009 4 KING COUNTY, WASHICIJ(;TON, SURfACE W A n,f{ DESIGN MANU A L TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTSfTRACTS Part 16 STRUCTURAL ANALYSIS o Drainage Easement o Cast in Place Vault o Covenant 1]1 Retaining Wall o Native Growth Protection Covenant o Rockery> 4' High o Tract o Structural on Steep Slope o Other o Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provided here is accurate. ~ 7/27115 ~ned/D8/e 2009 Surface Water Design Manual 1/9/2009 5 • AGNUSSON KLEMENCIC N <,r-( I AH<, Figure 1-2: Site Location Map S HEET NO . t , .., • AG NU SS ON KLEMEN C IC ASSOUAlt::. •• WI • , Soil Ty p e PITS _ 51< _.ll<JB ~D Pc _SIn Grouna-...aUIt P rCMc1Kln Nwl 8ounc1ilry _ AgC _ bS 1,41 _ pi( SO Aq""'PlOledoon~NZunel _AgO _E~C _Ng .Pu _Tu 1 ~'·_'._I c::JAql.lferProl lldioo1~NZ~1Mod''1'''_AI<'' _E...o _Nk _P'f .U. o 1 2 __ c:::::::J __ c:::=-_______ Mi les _"'''D <we _No _ROC_W _""".'"' _'" _ROE _'No _N"o _InC .OS _Re _"'" _.0 _0.<:_"" -'"" _ .. , -""'-'" 1--___ F_i_9_u_r_e_I_-4_a_: _S_o_i I_S_u_rv_e_y_M_a_p ___ --j S HEET NO . 0 +-ro (l) >-(l) co 0 -z z 5 f- LJ.J LJ.J ....... -7 ~ ~ LJ.J I .-:"'~-~ 0 Vl 0 <;I- -0 <;I- " ~ 0 r" I I 0 I I N (l) I I c 0 '-' I I '" <;l- I I I I I) v ---, C __ -J OeL Z >-- => f-e a::: -(!:)~ Legend Area u..Z 0<1: SF CD ACRE cna::: D Pervious f-=> Surface (P) P 19 ,323 0.444 _ f- :Ecn :Jo IP 7 ,515 0 .173 D Impervious Total 26,837 0.616 Surface (IP) - r--1 rL---e--; I I \ I \ \ ~ ~ \ L---\ I I I I \ ~ ~ I • \ I . u--~I ~ l.....r-\."------"'-""-"-..JJ'""-~ ...... I I I ) \ '( '-'--1-,--\ .)C ~~----i ~~ \ ( " -e~m Offsite Flows Bypass Site -" , I I I I I \ I I I I I ) I r----~ I I ~J I=igure 1-3a: Existing Site Basin Map lJJ 0 <D (0 ct I"-'<t .... () ~ '<t "! <:( 0 0 0 0 '" ro ...... ~ a> ;:: >-0 a> i:! en ~ Z Z CO 0 CJ) r-.. Q) l.i... 0 C') .., L-V) '<t '<t ClO « 0> (0 I"-~ N ! I-w w ~ !;;: w I 0 0 V) --0 <T -0 a. !!: S 0 <T " I-~ ~ 0 (L ",0.. ::J-"'~ O~ "0 ::J (]) .-(]) C o 0 ~ 0 .-ro (]) ro Q) ~'t: c..'t: Ol (]) ::J E ::J Q) o..(/) -(/) .....J D D 0 N a> co 0 u V'> <T Q. Da.. m Z>-:!: ::::> I- 0 a: -c::: <!)~ .- lL..Z en 0« CD m (f)a: III 1-::::> -I-:::;: (f) CI> --....J D -.-en "C • CI> en 0 Q. (]) 0 -Ui ... rJ) a. rJ) ctl •• c.. .c >-III M rJ) I i:: -0 CI> LL ... (]) ::::I -£ C) 0 .- E LL ctl (]) ~ -'" c.. :J 2 ;;: ~ "- '" D- C'- 6 r "'" ~ = • ~ " ~ '" "'" u <i ~ '" w = g ." .5 ~ ~ g' = ~ g. if> .;;; = c:: '" <; ~ w '" w = o c ." .5 ~ ~ o = o ." u " u ~ > u c U ~ ~ w '" -c: I r "'" D- ~ - '-_---\" "'7' ---" '\ '),,%:'1'''7 ""m 'I '--__ -f\.-_ - - --,",--.. u LIMITS OF GROUND DISTURBANCE, TYP n II I I u Legend New PGIS (N) Replaced PGIS (R) Total I 3 ,633 I 0.083 '\ ] L------ 40 20 0 40 scale 1" = 40' 80 feet E I ~ I I DATE : 7 /27 /15 I ~ .. Figure 1-3c: New Plus Replaced Pollution Generating Impervious Surface (PGIS) Map ~~~\tN~: ;:;IM AGNUSSON ;g KLEMENCIC N ~ ASSOCI ATES N ;:::: II Structural + Civil fngin_n II • I N"~'-' .I ~USSON KLEMENC IC ,l.SSOC It.HS , , Wellfield Capture Zones Five Year Capture Zone D Te n Yea r Capture Zone Cedar Valley Sole Source Aquifer Project Review Area Streamflow Source Area Aquifer Protection Area Zones [ill Zone 1 CJ Zone 1 Mod ifted c=J Zone 2 Network Structure • Production We ll • Springbrook Springs Cedar Valley Sole Source Aqu ife r C.:'] Renton City lim its [~~J Potenllal Annexation Area f • o 2 __ r:::= __ r:::= ________ .Miles 1-___ F_i9_u_r_e_II_-1_a_: _G_r_o_u_n_d_w_a_te_r_M_a_p __ ----1SHEET NO . • \ -5€ 7-2nd S t to. W"mngr.". '" Z '< NtlthSt t ~ '" j c ~ ~ w • • o 2 _1I::::::::::JI_c::=-_____ M il es Flow Cont rol Standards C=:J Peak Rate Flow Control S tandard (EX1SlJng Site Cond lOons ) ~ Flow Control Duration Standard (Existing Site Conditions ) '" .. Flow Control Duration Standard (Forested Conditions ) ('l .. Flood Problem Flow \ c:J UnincorporCited King Coun ty Flow Control Standards 1 _ .. - ~ L __ .! Renton City Limits if --.. , \."-L._._._.l.p.ot.~.M .. 'An .. n.e, ••• ,on .. A.,.e· .................... "1 • AGNUSSON KLEMENC IC f-F_i_9_u_r_e_I_I-_1_b_: _F_lo_w_C_o_n_t_r_o_I_A_p_p_l_ic_a_t_io_n_M_a_p--j SHEET NO . ASSOCIA'{S j • " , " (,like WlIsIJinglull .~ .-" J , \. i j •. j ....... : I '._ .. ! " .. i ,,,: ..... \ i I '-. ,; "".-~'....!:"'" • I ."/ '\ , ,~-:--, . .. ! \ i i·,,· "j I •. \ , .~ ... i '':'"... t. , " , ~r , J , I, I , • \ • .. I : ..... ~ ... ..,~I • ! " r • " I \. , , . ' "')1 ~ ." or. , ., 'I • ! ' , -" i ZO,"'"" "";'-';,,\ ..... ~ .\ .. --"",,,, ", , , I , ., • f ....... " , , I. I , , , I Revised FEMA Preliminary DFIRM Nov. 2010 a 1,600 3 .200 Fee t , I I I I II I , C.J F'Io''''''Crty L ..... [~:J ""'onuI"""""-''''oollo<-...,. DF_, -~Aoo.o o.-•• _(ft) Regulatory --, N o n~·9 ul~ory -, ,.,.,. ........ '-""" ............. ,. .... '00 .... '''''''' ~-,~) '-' ... " .. ""' .... """", ....... "_,~ __ .. ""' __ ... ·'00_' ....... _·..,'00,.6 _ ~ ....... "" ..... ~-I Th i$ map ,§ b.1$e d upon the best technica l informat ion and recent flood 5tud 'f>~ th.:lt ha~e bf'en .:Ipproved b y FEM A or haw been ~vbmi tled to FE M A for app ro .. al. The nood halard a real are different t han t tlose shown on the rurrent FE M A effectl~ Fl ood I nsur~n<e Ra t e Maps (F IR M! for Rent on.:l/ld t hiS map shoul d not be used l or deter milling flood in ~u rance requiremenh 7/27 115 • MAGNU SS ON KLEMENCI C f--__ F_i_9_u_r_e_I_I-_1_C_: _F_I_o_o_d_H_a_z_a_rd_M_a_p __ ----I S HEET NO, AS SOC IAT ES AGNUSSON KLEMEN CIC ASSOC AleS ~ __ F_ig_u_r_e_II_I-_1_ a: _O_ff_s_i_te_A_n_a_IY_s_i_s_M_a_p_------lSHEET NO . Task 1 Study Area • AGNUSSON KLEMEN C IC A~SOC A-rs t---_F_i9_u_r_e_III_-_1_b_: _D_o_w_n_s_t_r_e_a_m_S_y_s_te_m_M_a_p----ISHEET NO . (Part 1) 1M Alol"U SSON K LEMENC I C ASSOCIATES Figure 111-1 b: Downstream System Map NO . (Part 2) • NUS SON KLEMEN C I C ,\SSOCI!I,li:-S I-_F_i9_u_re_II_I-_1_b_:_D_o_w_n_s_t_re_a_m_S_y_s_te_m_M_a_p-----;SHEET NO . (Part 3) • NU SSO N KLEME NC IC ASSOCIATES Figure 111-1 b: Downstream System Map NO . (Part 4) • AGNUSSON KLEMENCIC ASS OC !ln~ CO'NNECTS TO PRIMARY ...""., SYSTEM ALONG PERIMETER ROAD -HtlU FT (0.167 MI) DOWNSTREAM OF CONNECTION POINT I-_F_i9_u_re_II_I-_1_b_:_D_o_w_n_s_t_re_a_m_S_y_s_te_m_M_a_p----ISHEET NO . (Part 5) \ ,1 \ . . . • NU SSO N KLEMEN C IC ASSOCIA1ES Figure 111-1 c: W Perimeter Road Basin Map SHEET NO (Upstream of Connections) Hourly Time Step Hourly Time Step • MAGNUSSON KLEMENC IC ASS<.K:AH::. ) ) Renton Aero space Train i ng Center 97751.50 KCRTS Basin I nformation : lfi KeRTS K1ng County Runoff T1Me Series Program VerSlon 6 .00 All files viII be read/wr i tten in the Working Directory Working Directory C 'kc_5wdn'outpu t KCRTS Comlland CR EATE a new Tille Series Production of Runoff T1Me Serles Projec t Locatlon Sea-Tae CO llpuling Series 20150720 RATe EXls tl ng Basin lsf Reg ional Scale Factor 1 00 Data Type Reduced Creat lng Hourly TiMe Series Fi le loadl n g Time S e ries T 1l 1 Pasture 0 .44 acres F ile C :'\.KC_ SWD M'KC_ Seal ing DATA 'ST TP 60R Yr 8 loadlng Tille Series F i l e C :'KC_ SWDM'KC_DATA 'ST EI60R ImperViOUS 0 .1 7 acres Adding Yr . 8 -------------- Total Ar ea 0 .62 acr es Peak Dlscharge " 0 135 CFS at 6 :00 on Jan 9 In Year 8 rnf 8 rnf 8 St orlng Tlme Series File 20150720 RATC EXlstlng Basln tsf 8 Project Locatlon Compu tlng Series Reg lona l Scale Factor Time Ser ies Computed KCRT S Comman d CREA TE a nev Tlme Serles Production of Runoff Tlme Ser l es Sea-Tac 20 1S0 72 0 1. 0 0 RAT C Proposed Basln .tsf Data Type Reduced Creating Hour l y Time Series F ile Load i ng T1Me Serles File C 'KC_SV DM 'KC_DATA 'STTP60R rn f Tl11 Pasture 0 .17 acres Scallng Yr . 8 Loading T1 Me Series File C 'KC_SVD M'KC_DATA 'STE I 60R rnf I JlperV l ous o 4 5 a c res Addlng Yr 8 Total Area 0 62 acr es Peak Discharge 0 23 1 CFS at 6 :00 on Jan 9 in Year 8 Storing Time Series Fl le :201 50720 RATC Proposed Bas i n .ts f Time Serles Co mputed . ( III 8 8 8 IUA II::: 7/27/15 I-_F_i9_U_re_IV_-1_a_:_K_C_R_T_S_B_a_S_i n_1 n_fo_r_m_a_ti_o_n--l ~~~~N N~ . . Renton Aerospace Train i ng Center 97751.50 KCRTS Peak Flow s ~ .Help I Files· KCRTS ...... I l =l §], ~ I ~ Flow Frequency Analysis -------------------------------------------------------- Time Ser ies F ile .20150720 ra te existing basin .tsf Project Location Sea-Tac ---Annual Peak Flow Rates--------F low Frequency Analysis------- F low Rate Rank Time of Peak --Peaks --Rank Return Frob (C FS) (C FS ) Period ( 0 .066 5 2/09 /01 2 ,00 10.135 1 100 .00 0 .990 1 Exist 0 .049 7 1 /05/02 16 00 0 077 2 25 .00 0 .960 0 077 2 2 /27 /0 3 7 ,00 ° 072 3 1 0 . 00 ° .900 O. 045 8 8 /2 6 /04 2 ,00 0 .068 4 5 00 0 .800 0 .05 4 6 10 /28 /04 16 00 0 .066 5 3 00 O. 667 ° 072 3 1 /18 /0 6 16 ,00 0 .0 54 6 2 .00 0 500 0 .068 4 11 /24 /06 3 00 0 .049 7 1 30 0 231 O . 135 1 1 /09 /08 6 00 0 .045 8 1 .10 ° 091 Computed Peaks 0 .116 50 00 0 980 Flow Frequency An alysis -------------------------------------------------------- Time Series File :20150720 ratc proposed basin t~f Project Location :5ea-Tac ---Annual Peak Flow Rates--------Flow Frequ e ncy Analysis------- Flow Rate Rank Time of Peak --Peaks --Rank Return Pro b (CFS ) (C FS) Period 0 117 6 2 /09 /01 2 ,00 10 231 1 1 00.00 ° .990 1 ( Proposed 0 .100 8 1/05 /02 16 ·00 0 .162 2 25 .00 0 .960 0 140 3 12/08/02 18 · 00 0 .14 0 3 10 .0 0 ° .900 0 .112 7 8 /26 /04 2 .00 0 13 3 4 5 .0 0 0 .800 0 133 4 10/28/0 4 16 ·00 0 126 5 3 .0 0 0 .667 0 .126 5 1/18 /06 16 .00 0 117 6 2 00 0 .500 ~ 0 16 2 2 10 /2 6 /06 0 0 0 ° 112 7 1 .3 0 0 .2 31 0 .231 1 1/09 /08 6 ,00 O. 100 8 1 .10 0 .091 Computed Peaks 0 .208 50 00 0 .980 ~ • ~ III 1 , ... Delta" 0.096 CFS ! Uf\ It : 7/27 /15 Figure IV-1 b: KCRTS Peak Flows BY · SHEET NO. MAGNUSSON KLEME NC IC ASSOCIATtS Figure V-3: Rational Peak Flow Rate and Conveyance Calculations Renton Aerospace Training Center 97511.50 Rational Flow Calculations 0= CIA, where I = PRi R and PR (in) = iR = aR x Te A(-b R), where aR = bR = Pipe Roof NE RoofSW Area Drain c 0.9 0.9 0.2 25 Years 3.4 2.66 0.65 Area (ac) 0.158 0.149 0.062 100 Years 3.9 2.61 0.63 Tc (min) i25 025 (cfs) 6.3 0.804100 0.39 6.3 0.804100 0.37 6.3 0.804100 0.03 1:\RentonAeroCntrCiv\Calculations\Drainage\Conveyance\20150722 RATe Rational.xlsx \ 20150722 RATe Rational Cales i100 0100 (cfs) 0.818570 0.46 0.818570 0.43 0.818570 0.04 Worksheet for Roof NE Pipe 100-Yr Normal Depth Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Diameter Discharge Resu/lS Normal Depth Flow Area Welted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Manning Formula Normal Depth SuperCritical 0.010 0.00750 ftllt 0.50 ft 0.46 ft'ls < 0.32 ft 0.13 ft' 0.92 It 0.14 It 0.48 It 0.35 It 63.3 % 0.00586 ftllt 3.51 ftls 0.19 It 0.51 It 1.19 0.68 ft3 /s 0.63 ft 3 /s 0.00398 ftllt 0.00 It 0.00 It o 0.00 It 0.00 It 0.00 % 63.33 % Infinity ftls < < Q100 -2/3 Full >3 ftls Bentley Systems, Inc. Haestad Methods SolElkld,,-Master val (SELECTseries 1) [08.11.01.03] 1122120155:09:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Roof NE Pipe 100-Yr Normal Depth GVF output Data Upstream Velocity Infinity ftls Normal Depth 0.32 It Critical Depth 0.35 It Channel Slope 0.00750 ftIft Critical Slope 0.00586 ftlft Bentley Systems, Inc. Haestad Methods Sola.ad .... MasterVSi (SELECTseries 1) (08.11.01.03] 1122120155:09:44 PM 27 Siemons Company Drive Suite 200 W Watertown. CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for Roof SW Pipe 100-Yr Normal Depth Project Description Friction Method Solve For Input Date Roughness Coefficient Channel Slope Diameter Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Fraude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length N umber Of Steps GVF Output Date Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Manning Formula Normal Depth SuperCritical 0.010 001000 ftlft 0.50 ft 0.43 ft'/s ..;(:---Q100 0.28 ft ~---1/2 Full ( 0.11 ft' 0.84 It 0.13 It 0.50 It 0.33 It 55.2 % 0.00562 ftlft 3.87 """,,-->3 ftls ftls ( 0.23 ft 0.51 It 1.44 0.78 ft'/s 0.73 ft3/S 0.00348 ftllt 0.00 It 0.00 It o 0.00 It 0.00 It 0.00 % 55.22 % Infinity ftls Bentley Systems, Inc. Haestad Methods SolBMIIlltQll'lllrlMaster V81 (SELECTseries 1) [08.11.01.03] 7122120155:09:03 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Roof SW Pipe 100-Yr Normal Depth GVF Output Data Upstream Velocity Infinity fils Normal Depth 0.28 It Critical Depth 0.33 It Channel Slope 0.01000 ftIft Critical Slope 0.00562 ftIft Bentley Systems, Inc. Haestad Methods SoI""H~aster VBi (SELECTseries 1) [08.11.01.03) 7122120155:09:03 PM Z'1 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203·755-1666 Page 2 of 2 Worksheet for Area Drain Pipe 100·Yr Normal Depth Project Description Friction Method Solve For Input Data Roughness Coefficient Channel Slope Diameter Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF Input Data Downstream Depth Length Number Of Steps GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity Manning Formula Normal Depth SuperCritical 0.010 0.01600 ftlft 0.33 ft 0.04 ft'/s ",,(~---Q'00 0.08 ft 0.02 ft, 0.34 ft 0.05 ft 0.28 ft 0.11 ft 24.4 % 0.00482 ftlft 2.47 ftls 0.10 ft 0.18 ft 1.83 0.33 ft'/s 0.30 ftl/s 0.00028 ftlft 0.00 ft 0.00 ft o 0.00 ft 0.00 ft 0.00 % 24.41 % Infinity ftls ~---1/4 Full < ( -<e:---Full Pipe >3 ftls BenUey Systems, Inc. Haestad Methods Sol-.aHd)aNlwMaster V8i (SELECTseries 1) [08.11.01.03] 7/22120155:08:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Area Drain Pipe 100-Yr Normal Depth GVF Output Data Upstream Velocity Infinity ftls Normal Depth 0.06 ft Critical Depth 0.11 ft Channel Slope 0.01600 ftJft Critical Slope 0.00482 ftJft Bentley Systems, Inc. Haestad Methods SoI..,It~aster val (SEI..ECTseries 1) [08.11.01.03] 7J2212015 5:08:38 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 MAGNUSSON KLEMENCIC ASSOCIATES Renton Aerospace Training Center 97751.50 Baker Tonk Sizing Calculotion Notes: 1) The design of the Baker Tank is based on City of Renton Amendments (2010) to the King County Surface Water Design Manual (2009) 2) The design inflow is based on the 1 O-Year storm as calculated with a 15-Minute time step using KCRTS for the tributary drainage area (total proiect disturbed area was used for this calculation) 3) See attachment for KCRTS Flow/Sizing Calculation Tributary Area Total Area = % Impervious % Pervious 26,840 ft2 0% 100% 0.6162 oc 0.0000 ac 0.6162 ac .... ___ O.;;,;;1O:..._..;0;;, . .,;13;,;5:.........;;,cf,;,s __ .....II*see note 3 above Tank Surface Area: Required: SA ~ 20 1OJY"d SA Pond Surface Area QlO ·See note 3 above Vs~d Settling Velocity (use Medium silt settling velocity of 0.00096 ft/sec) 0.00096 ft/sec SA ~ 281 ft2 Provided: SA ~ 281 ft' Settling Sediment Totol Required Tank Volume = Proposed L 1 = Proposed L2 ~ Proposed W = Proposed H ~ UWE 2ft 3 ft < =Sed storage 5 ft 1,406 cf 23 ft Volumes: Settling Sediment Totol 8 9.67 ft (use if a second tonk in poncllel is needed) It It (LxWxH) ~ 563 cf 844 cf < =5ed storage 1,406 cf 1,779 cf ~ 13,309 gallons Figure VIII-2: Baker Tank Sizing Calculation 1:IRentonAeroCntrCivlCalculationslOrainage ReportlFigslSupporting Inlo120150723 KCRTS Baker Tank Sizing. xis 15 Minute Time Step ) Renton Aerospace Training Center 97751.50 KCRTS Baker Tank Sizing ~ _ 0 x Klng Count9 Runoff T1Me Series Frograa Version b.OO 11 files will be read/written in tbe Vorking Directory orklng Dlrectory:C_'-kc_swdM"-ol,ltput KeRTS COIIIJland CREATE a new T1Me Serles Produotion of Runoff TiRe Series Sea-Tae Project location Ca.puting Series ional Scale Factor Data Type is-Minute Tille 20150722 RATe Baker Tank tsi 1. 00 Reduced Series File loading TiRe Series File:C 'KC_SVD~KC_DATA'STTG1SR rof Grass o 62 acres ScalUlg Yr B Total Area 0 ~2 acres DJ.=harge: 0.311 CFS at 6; 30 on Jan 9 in Year 8 Storlng Time Series Flle:20150722 RATC Baker Tank_tsf Tine Series Computed {(eRTS COJ\JI.and Enter the Analysis TOOLS Module AnalYS1S Tools Co ... and Coapute PEARS and Flow Frequencies Loading Stage/Discbarge curve 20150722 rate baker tank lsf Flow Frequency analysis TlRe Series File 20150722 ratc baker tank.tsf Project Location,Sea-Tac Freqwsncles & Peaks saved to Flle:Z0150722 RATe Baker Tank Slzing.pks ~ • .w CJ X TT" • - ~ -- Flow Frequency Analysls Ti~e Serles File:20150722 rate baker tank.tsf • CONCEPTUAL STORMWATER POLLUTION PREVENTION AND SPILL PLAN Renton Aerospace Training Center Renton, Washington July 27,2015 I • MAGNUSSON KLEMENCIC ASSOCIATES 130 I Fifth Aven\!e, Suite 3200 Seotlle, Washington 981 0 1-2699 T 206 292 1200 F: 206 292 1201 SECTION 1· PRO lEO DESCRIPTION SEcnOYLLBOSION CONTROl SPECIAliST SECTION 3 EXISTING SITE CONDITION~_ SECIIQN 4 ADIACENT AREAS SECTION 5 CRITICAl AREAS SECTION 6 50115 SECTION 7· POTENTIAl EROSION AND POLLUlION-GENERATING ACTIVITI ES SECTION 8· CONSTRIJCTIObi BMPS Port A -TESC Pion Anolysis ond Design Port B -Conceptuol SWPPS Pion MAGNUSSON ~ KLEMENCIC ~ A'-',(:o( 1"'.1)' • 2 2 2 3 S£CllON 9· POTENTIAl CONSTRIJCTION PHASING AND SCHEDlJLE 6 Conceptual Stormwater Pollution Prevention and Spill Plan Table of Contents c """'':~'''''''''''''''.:-'''''~:'!II,,...rWI·li-·''''''''''!y··i<''':''"~f""'''' I I I "'WC1O .... ''',''''''_ ••••• l1li } li,cl'~~.,."i,~·tt"iW"J"~\ r¥~ ,4&q~.,!J."i:'.R",1f,',~.,.,~-'II! • _! I~U~~.r..-m;,:~~~!-" Renton Aerospace Training Center, Renton, Washington MAGNUSSON KLEMENCIC SEC T ION 1· PRO J E C T DES C R J P--,T-,-J '"'OuN"----______________ _ The Renton Aerospace Training Center (RATC) project in the City of Renton (City), Washington, is located at 300 Rainier Avenue North, at the southwest corner of the Renton Municipal Airport where NW 3rd Place intersects Rainier Avenue North. The project is long and narrow, bordered at the west by Rainier Avenue North, at the east by West Perimeter Road (a private road awned by the Renton Municipal Airport), and at the north and south by undeveloped lands. The proposed RATC project is a 23,000-square-foot (-12,760-square-foot footprint), three-story facility that will provide training and job simulations for a workforce entering the region's aerospace manufacturing industry. The project includes the following tasks: • Removal of the existing building. • Construction of a new building, which includes a lobby, administrative area, shop space, design and fabrication space, classrooms, and a building services core. • Shoring along the north, south, and west sides of the new building lower floor. • Partial removal of the existing asphalt parking lot • Construction of a new ADA accessible paved entry route. SECTJON 2· EROSJON CONTROl SPECJALIST An Erosion and Sediment Control (ESC) supervisor has not been designated for the site at this time because the contractor, who will be required to designate the individual for this role, has not yet been selected for the project. SECTJON 3· EXISTING SJTE CONDJTlONS The site is lacated east of Rainier Avenue North, which functions as an interceptor swale for upstream flows. As a result, there are no off-site flows directed to the site. The westerly portion of the site is relatively flat and includes an existing building, paved walks and parking lot, and landscaped area surrounding the building. The easterly portion of the site includes a steep slope that is approximately 30 feet high and connects the elevated westerly portion of the site to West Perimeter Road. The steep slope was not a natural condition but was constructed by placing filion the westerly portion of the site during construction of the previous (current) site development. The existing site includes approximately 0.6 acres of impervious area_ SECTJON 4-AD JACENT AREAS The easterly boundary of the site at West Perimeter Raad is an extension of the Renton Municipal Airport. As a result, the area east of the site is relatively flat. The areas north and south of the site are extensions of the site topography that crosses the site in the east-west direction. The area west of the site increases in elevation from Rainier Avenue North toward the west. Because stormwater runaff from Conceptual Stormwater Pollution Prevention and Spill Plan Renton Aerospace Training Center, Renton, Washington • MAGNUSSON KLEMENCIC "" "'., . the west is intercepted before it reaches the site and the areas north and south drain parallel with the site, the only significant interaction of stormwater (and construction stormwater) runoff between the site and adiacent areas is at the storm drain connections along West Perimeter Road. SECTION 5· CRITICAl AREAS As previously noted, the easterly portion of the site includes a steep slope that is approximately 30 feet high and connects the elevated westerly portion of the site to West Perimeter Road. To protect the existing slape, storm water (and construction stormwater) will be directed away from the slope. SECTION 6· SOli S According to the City Soil Survey Map, the sails at the site appear to be predominantly Urban Land (Ur). The existing soil conditions were described in the Geotechnical report by Soil & Environmental Engineers, Inc: In genera/, the subsoils include loose fill over competent native soils. Based on the visual classification and the blow count data, we believe that the fill was placed randomly and without compaction. The native soils below the fill include alluvial soils over glacially deposited maferia/s. SECTION 7: POTENTIAL EROSION AND POLLUTION-GENERATING ACTIVITIES Erosion problems during construction of the RATC proiect are unlikely if the BMP guidelines shawn an the plans and outlined in this report are fallowed. Off-site flaws that could cause erosion within the praiect limits are intercepted and do nat enter the site. Most of the disturbed area will either be within the building excavation area adiacent to soldier piles and/or under the stabilized construction access for the site. Most of the potential erosion should be limited to areas where un concentrated sheet flaws of construction stormwater runoff occur. Consistent with the general permit requirements, potential pollutants ather than sediment will be handled and disposed of in a manner that does not cause contamination of storm water. Non-sediment pollutants that may be present during construction activities include: • Petroleum products including fuel, lubricants, hydraulic fluids, and farm ails • Polymer used for sail stabilization • Water treatment chemicals (coagulant, acid, sodium bicarbonate) • Concrete • Paints • Fertilizers These materials, and other materials used during construction with the potential to impact stormwater, will be stored, managed, used, and disposed of in a manner that minimizes the potential for releases to the environment and stormwater, Conceptual Stormwater Pollution Prevention and Spill Plan Renton Aerospace Training Center, Renton, Washington SECTION 8· CONSTRIICTION BMPS CLEARING LIMITS MAGNUSSON KLFMENCIC Clearing limits are shown on the attached drawings and will be flagged prior to construction. CONSTRUCTION ACCESS A temporary construction access will be created by West Perimeter Road adjacent to the majority of the excavation on site. A wheel wash area with sand bag runoff containment system will also be installed on the existing parking lot. FLOW RATES Flow contral is not required for the project; however, some flow contra I may be provided within the Baker Tank during construction. SEDIMENT CONTROLS A Baker Tank is shown on the drawings at the low end of the site. The facility is designed in accordance with the City Amendments to the King County Surface Waster Design Manual. The TESC Plan Notes indicate that State of Washington (State) water quality standards are applicable to construction site runoff. SOIL STABILIZATION The construction drawings and specifications identify guidelines that shall be adhered to regarding soil stabilization. SLOPE PROTECTION To protect the steep slope on site, the contractor shall divert construction storm water away from the top of slope. DRAIN INLET PROTECTION Adjacent downstream or down-slope catch basin inlets will be protected per the City of Renton standard inlet protection detail and per the following guidelines: • Storm drain inlets operable during construction shall be protected so that surface water runoff does not enter the conveyance system without first being filtered or treated to remove sediment. • Approach roads shall be kept clean. • Inlets should be inspected weekly at a minimum and daily during storm events. Inlet protection devises should be cleaned or removed and replaced before six inches of sediment can accumulate. Conceptual Stormwoter Pollution Prevention and Spill Plan Renton Aerospace Training Center, Renton, Washington • MAGNUSSON KLEMENCIC t«...-< .\'c· • POllUTANT (ONTROl Sediment-laden run-off will be treated in the Baker Tank prior to leaving the site. Other pollutant control guidelines include: • Pollutants, including waste materials and demolition debris, that occur on site during construction shall be handled and disposed of in a manner that does not cause contamination of surface water. • Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into surface water runoff must be conducted using spill prevention measures, such as drip pons. Contaminated surfaces sholl be cleaned immediately following any discharge or incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. • Wheel wash or tire bath wastewater and runoff from areas with fertilizer shall be discharged to a separated on-site treatment system. • Soil stabilization polymers, water treatment chemicals, and paints shall be discharged to a separated on-site collection system. • Concrete washout basins shall be used to prevent cement-laden runoff and/or wastewater from leaving the site. • BMPs shall be used to prevent or treat contamination of surface water runoff by pH modifying sources. These sources include bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. SPill RESPONSE The primary objective in responding to a spill is to quickly contain the material(s) and prevent ar minimize their migration into storm water runoff and conveyance systems. If the release has impacted on-site stormwater, the released materials on site shall be contained, preventing their release into receiving waters. If a spill of pollutants threatens stormwater at the site, the spill response procedures outlined below must be implemented in a timely manner to prevent the release of pollutants. • The ESC supervisor will be notified immediately when a spill, or the threat of a spill, is observed. The ESC supervisor will assess the situation and determine the apprapriate response. • If spills represent an imminent threat of escaping ESC facilities and entering the receiving waters, facility personnel will respond immediately to contain the release and notify the superintendent after the situation has been stabilized. Conceptual Stormwater Pollution Prevention and Spill Plan Renton Aerospace Training Center, Renton, Washington MAGNUSSON KLEMENCIC • Spill kits containing materials and equipment for spill response and cleanup will be maintained at the site. Each spill kit may contain: Oil absorbent pads (one bale) Oil absorbent boams (40 feet) 55 gallon drums (2) 9 mil plastic bags (10) Personal protective equipment including gloves and goggles • The ESC supervisor, or his designee, will be responsible for completing the spill reporting form and for reporting the spill to the appropriate state or local agency. • Facility personnel with primary responsibility for spill response and cleanup will receive training from the ESC supervisor. This training will include identifying the location of spill kits and other spill response equipment and the use of spill response materials. • Spill response equipment will be inspected and maintained as necessary to replace any materials used in spill response activities. DEWATERING Dewatering will be performed on an as needed basis. Stormwater shall be diverted through the Baker Tank prior to discharge. BMP MAINTENANCE Maintenance of erosion control and pollution prevention BMPs will be on a continuing basis throughout the construction process. The applicant understands that the use of additional BMPs may be required based on soil conditions, precipitation, and construction activities. • Temporary and permanent erosion and sediment control BMPs shall be maintained and repaired as needed to assure continued performance of their intended function. Maintenance and repair shall be conducted in accordance with the BMPs. • Sediment control BMPs shall be inspected weekly or alter a runoff-producing storm event during the dry season and daily during the wet season. The inspection frequency for stabilized, inactive sites shall be determined by the City based on the level of soil stability and potential for adverse environmental impacts. • Temporary erosion and sediment control BMPs shall be removed within 30 days alter final site stabilization is achieved or alter the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. PROJECT MANAGEMENT A copy of the approved plans and this report will be on site at all times during construction. Seasonal work limitations as determined by the City shall be adhered to. Conceptual Stormwoter Pollution Prevention and Spill Plan Renton Aerospace Training Center, Renton, Washington • MAGNUSSON KLEMENCIC , . • Inspection and Monitoring: BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. • Reporting: Report spillage or discharge of pollutants within 24 hours. • Maintenance: Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and degreasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the graund or into surface water runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or incident. Emergency repairs may be performed on-site using temporary plastic placed beneath and, if raining, over the vehicle. SECTION 9· POTENTIAl CONSTRIJCTION PHASING AND SCHEDLJI E A potential construction sequence is: • Attend pre-construction conference with City of Renton and utility representatives prior to starting any work. • Flag all clearing and demolition limits. • Install catch basin protecflon and sedimentation barriers in locations as shown on the TESC plans. • Install temporary construction entrance and wheel wash area. • Clear and grub all areas as shown on the site demolition plans. • Remove and dispose of asphalt concrete pavement, cement concrete sidewalk and curbing in areas shawn an demolition plan. Do not remove any asphalt concrete pavement or cement concrete pavement until an erasion control plan has been approved. • Remove and dispose existing building and foundation as shown in demolition plan. • Install shoring and excavate for new building. • Install storm drainage and sanitary sewer systems. • Install inlet pratection as catch basins are installed. • Install water system and dry utilities services as shown on plans. Coordinate work with City of Renton and utility representatives. • Fine grade and install crushed surfaCing top course. • Install cement concrete pavement, curbing, walks, and cement concrete walls as shown on plans. • Landscape, hydraseed, and install amenities per landscape plans. Conceptual Stormwater Pollution Prevention and Spill Plan Renton Aerospace Training Center, Renton, Washington • Erosion control facilities sholl remain in place until the site soils have been stabilized. • Remove all sediment from drainage structures and pipes. MAGNUSSON KLEM[NCIC • Contractor to remove catch basin protection and other TESC facilities only as directed by the owner at substantial completion of the project. • Contractor shall repair and/or restore landscape and/or site features after removal of the TESC facilities. Conceptual Stormwater Pollution Prevention and Spill Plan Renton Aerospace Training Center, Renton, Washington • Site Improvement Bond Quantity Worksheet S15 Web date: 021221201, tQ King County Department of Permitting &. Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 206-296-6600 TTY Relay 711 Project Name: Renton AerosP<ice Training Project Location: 300 Rainier Avenue North, Renton, WA Clearing greater than or equal to 5.000 board feet of timber? yes If yes. Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 x no For alternate formats, call 206-296-6600. Date: 7/27/15 Project No.: Activity No.: Note: All prices include labor, equipment, materials. overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Figure IX-1: Bond Quantities Worksheet Bond Quantities Worksheet.xlsx Unit prices updated: 02/12102 Version: 11/2612008 Report Date: 7124/2015 Site Improvement Bond Quantity Worksheet S15 Web date: 02/22/201, Reference , EROSION/SEDIMENT CONTROL Number Backfill & compaction-embankment ESC-l Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 Crushed surfacing 1 114" minus ESC-3 WSDOT 9-03.9(3) Ditching ESC-4 Excavation-bulk ESC-S Fence, silt ESC-6 SWDM 5.4.3.1 Fence, Temporary (NGPE) ESC-7 Hydroseeding ESC-8 SWDM 5.4.2.4 Jute Mesh ESC-9 SWDM 5.4.2.2 Mulch, by hand, straw, 3" deep ESC-l0 SWDM 5.4.2.1 Mulch, by machine, straw, 2" deep ESC-11 SWDM 5.4.2.1 Piping, temporary, CPP, 6" ESC-12 Piping, temporary, CPP, 8" ESC-13 Piping, temporary, CPP, 12" ESC-14 Plastic covering, 6mm thick, sandbagged ESC-1S SWDM 5.4.2.3 Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) Rock Construction Entrance, 50'x15'xl' ESC-17 SWDM 5.4.4.1 Rock Construction Entrance, 100'x15'xl' ESC-iS SWDM 5.4.4.1 Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWDM 5.4.5.1 Seeding, by hand ESC-22 SWDM 5.4.2.4 Sodding, 1" deep, level ground ESC-23 SWDM 5.4.2.5 Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 TESC Supervisor ESC-2S Water truck, dust control ESC-26 SWDM 5.4.7 WRITE-IN-ITEMS -(see oaae 9) CB Insert Baker Tank Sedimentation Barrier -- Page 2 019 Bond Quantities Worksheet.xlsx Unit Price Unit Quantity $ 5.62 CY 95 $ 67.51 Each $ 85.45 CY $ 8.08 CY $ 1.50 CY $ 1.38 LF $ 1.38 LF $ 0.59 SY $ 1.45 SY $ 2.01 SY $ 0.53 SY $ 10.70 LF $ 16.10 LF $ 20.70 LF $ 2.30 SY 3 $ 39.08 CY $ 1,464.34 Each $ 2,928.68 Each 1 $ 1,949.38 Each $ 17.91 LF $ 68.54 LF $ 0.51 SY $ 6.03 SY $ 7.45 SY $ 74.75 HR 104 $ 97.75 HR $ 300.00 Each 7 $ 50.00 1 $ 300.00 1 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: "of Applications Cost 1 534 1 7 1 2929 1 7774 1 2100 210 10500 1 300 -- $ 24,143.48 $ 7,243.04 $ 31,386.52 A Unit prices updated: 02/12102 Version: 11/2612008 Report Date; 712412015 • ,"-' .'. GENERAL ITEMS No. Backfill & Compaction-embankment GI· t Backfill & Compaction-trench GI· 2 Clear/Remove Brush, by hand GI· 3 Clearing/GrubbingfTree Removal GI· 4 Excavation -bulk GI· 5 Excavation -Trench GI·6 Fencing, cedar, 6' high GI· 7 Fencing, chain link, vinyl coaled, 6' higl GI·8 Fencing, chain link, gate, vinyl coated, GI· 9 Fencing, split rail. 3' high GI·1C Fill & compact -common barrow GI·11 Fill & comDact -aravel base GI·12 Fill & compact· screened topsoil GI·l Gabion, 12" deep, stone filled mesh GI·14 Gabion, 18" deep, stone filled mesh GI·l Gabion, 36" deep. stone filled mesh GI·1! Grading, fine, by hand GI·l Grading, fine, with grader GI·l Monuments, 3' long GI·l Sensitive Areas SiQn GI· 2( Sodding, 1" deep, sloped ground GI· 21 Surveying, line & grade GI·22 Surveying, 101 location/lines GI·2 Traffic control crew ( 2 flaggers ) GI·2 Trail, 4" chiDDed wood GI·2 Trail, 4" crushed cinder GI· 26 Trail, 4" top course GI·27 Wall, retaininQ, concrete GI·28 Wall, rockery GI·29 Page 3 of 9 *KCC 27 A authorizes only one bond reduction. Bond Quantities Worksheet.xlsx Site I mprovement Bond Quantity Worksheet Web date: 12/02/2008 Existing Rlght-of·Way Unn Price Unit Quant. Cost $ 5.62 CY 3 16.66 $ 8.53 CY 46 392.38 $ 0.36 SY $ 8,876.16 Acre 0.06 532.57 $ 1.50 CY 82 123.00 $ 4.06 CY 16 64.96 $ 18.55 LF $ 13.44 LF $ 1,271.81 Each $ 12.12 LF $ 22.57 CY $ 25.48 CY 14 356.72 $ 37.85 CY 64 2,422.40 $ 54.31 SY $ 74.85 SY $ 132.48 SY $ 2.02 SY 97 195.94 $ 0.95 SY 199 189.05 $ 135.13 Each $ 2.88 Each $ 7.46 SY $ 788.26 Day 3 2,364.78 $ 1,556.64 Acre $ 85.18 HR $ 7.59 SY $ 8.33 SY $ 8.19 SY $ 44.16 SF $ 9.49 SF SUBTOTAL 6,658.66 Future Public Right of Way & Drainage Facilities Quant. Cosl Private Quantity Completed Improvements (Bond Reduction)' Quanl. 1962 40 0.5 6450 30 40 3 250 67 100 2029 210 Quanl. Cost CompletE Cost 11,026.44 341.20 4,438.08 9,675.00 121.80 537.60 3,815.43 6,370.00 2,535.95 202.00 1,927.55 9,273.60 50,264.65 Unit prices updatec: 02112102 Version: 11/26/08 Report Date: 712412015 • I ROAD IMPROVEMENT No. AC Grinding, 4' wide machine < 1000s~ RI· 1 AC Gr'mding, 4' wide machine 1000-200 RI-2 AC Grinding, 4' wide machine> 2000sy RI-3 AC Removal/Disposal/Repair RI· 4 Barricade, type I RI-5 Barricade, tyEe III ( Permanent) RI· 6 Curb & Gutter, rolled RI-7 Curb & Gutter, vertical RI-8 Curb and Gutter, demolition and dispos IRI-9 Curb, extruded asphalt RI-10 Curb, extruded concrete RI • 11 Sawcut, asphan, 3" depth RI-12 Sawcut, concrete, per 1" depth RI· 13 Sealant, asphalt RI-14 Shoulder, AC, j see AC road unit price RI· 15 Shoulder, gravel, 4" thick RI-16 Sidewalk, 4" thick RI· 17 Sidewalk, 4" thick, demolition and dispo~RI-18 Sidewalk, 5" thick RI-19 Sidewalk, 5" thick, demolition and dispo RI· 20 Sign, handicap RI-21 Striping, per stall RI-22 StripinQ, thermoplastic, (for crosswalk) RI-23 Striping, 4" reflectorized line RI-24 Page 4 of 9 *KGG 27A authorizes only one bond reduction. Bond Quantities Worksheet.xlsx Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Existing Right-of-way Unit Price Unit Quant. I Cost $ 28.00 SY $ 15.00 SY $ 7.00 SY $ 67.50 SY 284 19,170.00 $ 30.03 LF $ 45.05 LF $ 17.00 LF $ 12.50 LF $ 18.00 LF 8 144.00 $ 5.50 LF $ 7.00 LF 8 56.00 $ 1.85 LF 234 432.90 $ 1.69 LF 64 108.16 $ 1.25 LF $ . SY $ 15.00 SY $ 35.00 SY 18 630.00 $ 29.50 SY 12 364.00 $ 38.50 SY $ 37.50 SY $ 85.28 Each $ 5.82 Each $ 2.38 SF $ 0.25 LF SUBTOTAL 20,895.06 Future Public Right of Way & Drainago Facilitle. Quant. I Cost Private Bond Reduction*' Improvements Quant. I 42 298 165 272 221 38 232 9 155 Quant. Cost Complet Cost 2,835.00 5,364.00 1,155.00 503.20 7,735.00 1,121.00 8,932.00 52.38 38.75 27,736.33 Unit prices updated: 02112/02 Version: 11/26/08 Report Date: 712412015 • Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 Unit Price Unit ROAD SURFACING (4" Rock = 2.5 base & 1.5" top course) For KCRS '93, (additional 2.5" basel ad RS -1 AC Overlav, 1.5" AC RS-2 AC Overlay, 2" AC RS-3 AC Road, 2", 4" rock, First 2500 SY RS-4 AC Road. 2", 4" rock, Qty. over 2500SY RS-5 AC Road, 3", 4" rock, First 2500 SY RS-6 AC Road, 3", 4" rock, Qty. over 2500 S RS-7 AC Road, 5", First 2500 SY RS-8 AC Road, 5", Qty. Over 2500 SY RS-9 AC Road, 6", First 2500 SY RS -1 AC Road, 6", Qtv. Over 2500 SY ~S -1 Asphalt Treated Base, 4" thick RS -1 Gravel Road, 4" rock, First 2500 SY RS -1 Gravel Road, 4" rock, Qty. over 2500 S RS -1 PCC Road, 5", no base, over 2500 SY RS - 1 pee Road, 6", no base, over 2500 SY RS - 1 Thickened Edoe . RS - 1 Page 5 of9 *KCC 27A authorizes only one bond reduction. Bond Quantities Worksheet.xlsx $ 3.60 SY $ 11.25 SY $ 15.00 SY $ 21.00 SY $ 19.00 SY $ 23.30 SY $ 21.00 SY $ 27.60 SY $ 25.00 SY $ 33.10 SY $ 30.00 SY $ 20.00 SY $ 15.00 SY $ 8.50 SY $ 27.00 SY $ 25.50 SY $ 8.60 LF SUBTOTAL Existing Future Public Right-of-way Right of Way & Drainage FaclllUos Quant. I Cost Quant. I Cost For '93 KCRS ( 6.5" Rock-5" base & 1.5" top course) 57 1,328.10 1,328.10 Private Bond Reduction· Improvements Quant. I 113 Cost Quant~J Complet Cost 2,632.90 - 2,632.90 Unit prices updated: 02112102 Version: 11126108 Report Date: 7/2412015 • Site Improvement Bond Quantity Worksheet Web dale: 12/0212008 I Unit Price Unit DRAINAGE (CPP -Corrugated Plastic Pipe, N12 or Equivalent) Access Road, RID 0-1 Sellards -fixed 0-2 Sollards -removable 0-3 • (CBs include frame and lid) CB Type I 0-4 CB Type IL 0-5 CB TYoe II, 48" diameter 0-6 for additional depth over 4' 0-7 CB Type II, 54" diameter 0-8 for additional depth over 4' 0-9 CB Tvpe II, 60" diameter 0-10 for additional depth over 4' 0-11 CB Type II, 72" diameter 0-12 for additional depth over 4' 0-13 Throuah-curb Inlet Framework (Add) 0-14 Cleanout, PVC, 4" 0-15 Cleanout, PVC, 6" 0-16 Cleanout, PVC, 8" 0-17 Culvert, PVC, 4" 0-18 Culvert, PVC, 6" 0-19 Culvert, PVC, 8" 0-20 Culvert, PVC, 12" 0-21 Culvert, CMP, 8" 0-22 Culvert, CMP, 12" 0-23 Culvert, CMP, 15" 0-24 Culvert, CMP, 18" 0-25 Culvert, CMP, 24" 0-26 Culvert, CMP, 30" 0-27 Culvert, CMP, 36" 0-28 Culvert, CMP, 48" 0-29 Culvert, CMP, 60" 0-30 Culvert, CMP, 72" 0-31 Page 6 of 9 *KCC 27A authorizes only one bond reduction. Bond Quantities Worksheet.xlsx $ 21.00 SY $ 240.74 Each $ 452.34 Each $ 1,257.64 Each $ 1,433.59 Each $ 2,033.57 Each $ 436.52 FT $ 2,192.54 Each $ 486.53 FT $ 2,351.52 Each $ 536.54 FT $ 3,212.64 Each $ 692.21 FT $ 366.09 Each $ 130.55 Each $ 174.90 Each $ 224.19 Each $ 8.64 LF $ 12.60 LF $ 13.33 LF $ 21.77 LF $ 17.25 LF $ 26.45 LF $ 32.73 LF $ 37.74 LF $ 53.33 LF $ 71.45 LF $ 112.11 LF $ 140.83 LF $ 235.45 LF $ 302.58 LF SUBTOTAL Quant. Existing Future Public Private Bond Reduction'" Right-of .... y Right of Way Improvements & Drainage Facilities Quant. Cost QuantI Cost Quant. I Cost Co'!!E!et Cost For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as soliC!p!p.e. 9 1 8 6 _. ~ 2,166.66 1,257.64 1,044.40 1,049.40 -- 5,518.10 Unit prices updated: 02/12/02 Version: 11/26/08 Report Date: 712412015 • DRAINAGE CONTINUED No. Culvert, Concrete, 8" D -32 Culvert, Concrete, 12" 0-33 Culvert, Concrete, 15" D -34 Culvert, Concrete, 18" 0-35 Culvert, Concrete, 24" 0-36 Culvert, Concrete, 30" 0-37 Culvert, Concrete, 36" 0-38 Culvert, Concrete, 42" 0-39 Culvert, Concrete, 48" 0-40 Culvert, CPP, 6" 0-41 Culvert, CPP, 8" 0-42 Culvert, CPP, 1Z' 0-43 Culvert, CPP, 15" 0-44 Culvert, CPP, 18" 0-45 Culvert, CPP, 24" 0-46 Culvert, CPP, 30" 0-47 Culvert, CPP, 36" 0-48 Ditching 0-49 Flow OisDersal Trench (1,436 base+L 0-50 French Drain (3' depth) 0-51 Geotextile, laid in trench, polypropylene 0-52 I nfiltration pond testing 0-53 Mid-tank Access Riser, 48" dia, 6' deel) 0-54 Pond Overflow Spillway 0-55 RestrictorlOil Separator, 12" 0-56 Restrictor/Oil Separator, 15" D -57 Restrictor/Oil Separator, 18" D -58 RiDraD, olaced D -59 Tank End Reducer (36" diameter) D-60 Trash Rack, 12" D -61 Trash Rack, 15" D-62 Trash Rack, 18" D-63 Trash Rack, 21" D-64 Page 7 019 ""KeG 27 A authorizes only one bond reduction. Bond Quantities Worksheet.xlsx Site Improvement Bond Quantity Worksheet Existing Future Public Private Right-of-way Right of Way Improvements & Drainage Facilities Unit Price Unit Quant. Cost Quant Cost Quant Cost $ 21.02 LF $ 30.05 LF $ 37.34 LF $ 44.51 LF $ 61.07 LF $ 104.18 LF $ 137.63 LF $ 158.42 LF $ 175.94 LF $ 10.70 LF $ 16.10 LF $ 20.70 LF $ 23.00 LF $ 27.60 LF $ 36.80 LF $ 48.30 LF $ 55.20 LF $ 8.08 CY $ 25.99 LF $ 22.60 LF $ 2.40 SY $ 74.75 HR $ 1,605.40 Each $ 14.01 SY $ 1,045.19 Each $ 1,095.56 Each $ 1,146.16 Each $ 39.08 CY $ 1,000.50 Each $ 211.97 Each $ 237.27 Each $ 268.89 Each $ 306.84 Each SUBTOTAL IJVeb date: 1210212008 Bond Reduction· I , Quant. ComDlot. Cost Unit prices updated: 02112102 Version: 11126108 Report Date: 712412015 • Site Improvement Bond Quantity Worksheet Web date: 12/02/2008 I Unit Price Unit PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL -1 $ 21.00 SY 2" AC, 1.5" top course & 2.5" base cou PL-2 $ 28.00 SY 4" select borrow PL-3 $ 4.55 SY 1.5" too course rock & 2.5" base course PL-4 $ 11.41 SY UTILITY POLES & STREET LIGHTING Utilitv Pole(s) Relocation UP-1 I Lump Sum Street Light Poles w/Luminaires J. UP-2 Each WRITE-IN-ITEMS I(Such as detention/water quality vaults. No. Area Drain WI-1 $ 500.00 Each WI-2 SY WI-3 CY WI-4 LF WI-5 FT Bollards (Flexible) WI-6 $ 300.00 Each WI-7 WI-8 WI-9 WI-1D SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: Page 8 of 9 "'Kec 27A authorizes only one bond reduction. Bond Quantities Worksheet.xlsx GRANDTOTAL: COLUMN: I Existing Future Public Private Bond Reduction· Right-of-way Right of Way Improvements & Drainage Facilities Quant. Quant. I Price Quant. I Cost Quant.~ Cost Co~et Cost Utility pole relocation costs must be accompanied !;£ranchise Utility's Cost Statement I I I I J. 1 5 28,881.82 8,664.55 37,546.37 B C I I I 500.00 1,500.00 2.000.00 88,151.98 26,445.59 114,597.57 0 E Unit prices updated: 02112102 Version: 11126108 Report Date: 712412015 • Site Improvement Bond Quantity Worksheet Web date: 12/0212008 Original bond computations prepared by: Name: Steven D Haluschak Date: 27 -Jul PE Registration Number: 29564 Tel. #: 206.292.1200 Firm Name: Magnusson Klemencic Associates Address: 1301 5th Ave Seattle, WA 98101 Project No: ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS Stabilization/Erosion Sediment Control (ESC) Existing Right-of-Way Improvements Future Public Right of Way & Drainage Facilities Private Improvements Calculated Quantity Completed Total Right-of Way and/or Site Restoration Bond'r' (First $7,500 of bond' shall be cash. Performance Bond' Amount (A+B+C+D) = TOTAL Reduced Performance Bond' Total '" Maintenance/Defect Bond' Total NAME OF PERSON PREPARING BOND' REDUCTION: (A) (B) (C) (D) (A+B) (T) PERFORMANCE BOND' AMOUNT BOND' AMOUNT REQUIRED AT RECORDING OR $ 31,386.5 TEMPORARY OCCUPANCY'" -..1 37,546.4 $ $ 114,597.6 (E) $ $ 68,932.9 $ 183,530.5 IT x 0.30 $ 55,059.1 MInimum bOnd; amount IS $2000 (T-E) $ 183,530.5 Use larger of TX30% or (T -E * NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County. ** NOTE: KeG 27 A authorizes right of way and site restoration bonds to be combined when both are required. PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND' OR (B+C) x 0.25 = $ 9,386.6 Date: The restoration requirement shall include the total cost for all lESe as a minimum, not a maximum. In addition, corrective work, both on-and off-site needs to be included. Quantities shan reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity . ... NOTE: Per Kee 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. I I REQUIRED BOND' AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of9 Check out the DDES Web site at www.kingcountv.govlpermits Unit prices updated 02112/02 Version: 11/26/08 Report Date: 7/24/2015 Bond Quantities Worksheet.xlsx • • APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than % cubic foot which No Trash or debris blocking or Is located immediately in front of the catch basin potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No trash or debris in the catch basin. 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g" methane). Deposits of garbage exceeding 1 cubic foot in No conditian present which would volume. attract or support tlle breeding af insects ar rodents. Damage ta frame Corner of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than 1,4 inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than 112 inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of sail particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than % inch and longer than 1 foot No cracks more than 1/~ inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of inlet/outlet pipe. of soil particles entering catch basin through cracks. Settlementl Catch basin has settled more than 1 inch or has Basin replaced or repaired to d~sign misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than %-inch at the joint of the No cracks more than %-inch wide at inlet/outlet pipes or any evidence of soil entering the joint of inletloutlet pipes. the catch basin at the joint of the inlet/outlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/QuUet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outtet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outlet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than !4-inch at the joint of the No cracks more than 1.4-inch wide at inlet/outlet pipes or any evidence of soil entering Ihe Joint of Ihe Inlet/outlet pipe. at the joints of the inlet/outlet pipes. Figure X-1a: Catch Basins and Manholes Maintenance Checklist 2009 Surface Water Design Manual-Appendix A 119/2009 A-9 • NO.5 -CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Perfonned Metal Grates Unsafe grate opening Grate with opening wider than 1/a inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/lid Cover/lid not in place Covernld Is missing or only partially In place. Covernld protects opening to Any open structure requires urgent structure. maintenance. locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking oover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove oover/lid after applying 80 Ibs. of lift. reinstalled by one maintenance person. 119/2009 2009 Surface Water Design Manual-Appendix A A-IO • APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO.6 -CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a 5ulface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20% or is detennined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch deaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might nonnally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through dhches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. Figure X-1 b: Conveyance Pipes and Ditches Maintenance Checklist 2009 Surface Water Design Manual-Appendix A 119/2009 A·Il