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Home My WebLink AboutTIR-3964.pdf TECHNICAL INFORMATION REPORT Proposed Valley Medical Center Medical Office Building Addition Valley Medical Center Complex Renton, Washington Prepared for: Valley Medical Center June 12, 2017 Revised September 27, 2017 Revised November 2, 2017 Revised December 21, 2017 Revised January 15, 2017 Our Job No. 18092 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES  TUMWATER, WA  KLAMATH FALLS, OR  LONG BEACH, CA  ROSEVILLE, CA  SAN DIEGO, CA www.barghausen.com 01/15/18 DEVELOPMENT ENGINEERING IFitz-James 01/19/2018 SURFACE WATER UTILITY rstraka 01/22/2018 PLR-3964 TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1 – Technical Information Report (TIR) Worksheet Figure 2 – Site Location Figure 3 – Drainage Basins, Subbasins, and Site Characteristics Figure 4 – Soils 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements 2.2 Analysis of the Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL, LOW IMPACT DEVELOPMENT, AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System F. Flow Control BMP Analysis and Design 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL Tab 1.0 1.0 PROJECT OVERVIEW The project site is located within the Northeast quarter of Section 31, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More particularly, the site lies slightly to the west of Talbot Road South, north of South 43rd Street, and easterly of SR-167. The total area of redevelopment on this project site, the Medical Office Building (MOB), including new landscape area, totals 1.96 acres. The on-site landscaping total is 0.142 acres, with total impervious including building and parking of 1.68 acres, resulting in an impervious coverage of ~86%. There are several areas, both on and off-site, totaling to 0.337 acres, which bypass the detention vaults on-site. A combination of mitigation trades and bypass areas are proposed to deal with the runoff from these areas. There is a 0.123 acre green roof on-site as well. There are two areas of asphalt overlay in the southeastern portion of the site, totaling to 0.055 acres. A road improvement project is taking place on the access road to the immediate north of the project site, as well as portions of Talbot Road South, and S. 43rd Street. The detention and water quality vaults for these improvements will be placed in the northeastern corner of the MOB project site. There are multiple off-site areas which cannot be drained into the vault. A mitigation trade is proposed for these areas. Additionally, this vault will mitigate some of the on-site bypass area, totaling to 0.059 acres. The water quality, conveyance and flow control sizing methodologies for this associated road improvement are included in this report. The project site drains to the west down a drive aisle within an existing pipe conveyance system which is well documented through recent projects having occurred on this drive aisle, and courses through a biofiltration swale at the northwest end of the Valley Medical Center and discharges from that swale into Panther Creek located on the north side of Valley Medical Center. Panther Creek drains northerly from that point through the Panther Creek wetlands area of the City of Renton with an ultimate discharge to Springbrook Creek. For purposes of sizing flow control and water quality, the City of Renton has indicated that the duration standard, predeveloped forested, is the required means of providing flow control for this project, with Enhanced Water Quality being the water quality menu to be followed. The proposal for this development is to provide an underground detention vault sized for the area contributing from the building roof and green-roof, with a pre-developed condition of till forest. The remaining area will drain to a site detention vault (mostly impervious). A separate detention vault will be provided for the associated road improvements. Downstream of both the site detention vault, and the road detention vault, both of which collect runoff from pollution generating impervious surfaces (PGIS), there will be modular wetland vaults, which are proprietary devices with General Use Level Designation for Basic, Enhanced, and Phosphorus Water Quality treatment through the Department of Ecology. The City of Renton is well aware of the capability of these modular wetland systems as they have recently been reviewed and approved on the Renton Marriott Inn Residence Inn project also located in Renton. The SEPA Review determination has been issued. With this Final Technical Information Report, the conveyance systems have been sized. Additionally, a Bond Quantity Worksheet, a Declaration of Covenant, and an Operation and Maintenance Manual have been provided. CITY OF RENTON SURFACE WATER DESIGN MANUAL 2017 City of Renton Surface Water Design Manual 12/12/2016 8-A-1 REFERENCE 8-A TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner _____________________________ Phone ___________________________________ Address __________________________________ _________________________________________ Project Engineer ___________________________ Company _________________________________ Phone ___________________________________ Project Name __________________________ CED Permit # ________________________ Location Township ________________ Range __________________ Section _________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS  Land Use (e.g., Subdivision / Short Subd.)  Building (e.g., M/F / Commercial / SFR)  Grading  Right-of-Way Use  Other _______________________  DFW HPA  COE 404  DOE Dam Safety  FEMA Floodplain  COE Wetlands  Other ________  Shoreline Management  Structural Rockery/Vault/_____  ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review (check one): Date (include revision dates): Date of Final:  Full  Targeted  Simplified  Large Project  Directed ____________________________________ __________________ Plan Type (check one): Date (include revision dates): Date of Final:  Full  Modified  Simplified ____________________________________ __________________ Valley Medical Center Ali Sadr Barghausen Consulting Engineers, Inc. (425) 251-6222 Medical Office Building 23N 5E 31 NWC - Talbot Road South and South 43rd Street June 12, 2017 Revised September 18,2017 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-2 Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: _______________________ Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: SWDM Adjustment No. ________________ Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: ____________________________________________________________________ Special District Overlays: ______________________________________________________________ Drainage Basin: _____________________________________________________________________ Stormwater Requirements: _____________________________________________________________ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS  River/Stream ________________________  Lake ______________________________  Wetlands ____________________________  Closed Depression ____________________  Floodplain ___________________________  Other _______________________________ _______________________________  Steep Slope __________________________  Erosion Hazard _______________________  Landslide Hazard ______________________  Coal Mine Hazard ______________________  Seismic Hazard _______________________  Habitat Protection ______________________  _____________________________________ Turbidity monitoring is required for discharges leaving the site. Renton Panther Creek / Black River REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-3 Part 10 SOILS Soil Type ______________________ ______________________ ______________________ ______________________ Slopes ________________________ ________________________ ________________________ ________________________ Erosion Potential _________________________ _________________________ _________________________ _________________________  High Groundwater Table (within 5 feet)  Other ________________________________  Sole Source Aquifer  Seeps/Springs  Additional Sheets Attached Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE  Core 2 – Offsite Analysis_________________  Sensitive/Critical Areas__________________  SEPA________________________________  LID Infeasibility________________________  Other________________________________  _____________________________________ LIMITATION / SITE CONSTRAINT _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________ _______________________________________  Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply): Discharge at Natural Location Number of Natural Discharge Locations: Offsite Analysis Level: 1 / 2 / 3 dated:__________________ Flow Control (include facility summary sheet) Standard: _______________________________ or Exemption Number: ____________ On-site BMPs: _______________________________ Conveyance System Spill containment located at: _____________________________ Erosion and Sediment Control / Construction Stormwater Pollution Prevention CSWPP/CESCL/ESC Site Supervisor: _____________________ Contact Phone: _________________________ After Hours Phone: _________________________ Alderwood Gravelly Sandy Loam Insufficient infiltration capacity. Duration Standard - Predeveloped Forested Green Roof, Soil Amendment. June 12, 2017 REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-4 Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Maintenance and Operation Responsibility (circle one): Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Liability Provided: Yes / No Water Quality (include facility summary sheet) Type (circle one): Basic / Sens. Lake / Enhanced Basic / Bog or Exemption No. _______________________ Special Requirements (as applicable): Area Specific Drainage Requirements Type: SDO / MDP / BP / Shared Fac. / None Name: ________________________ Floodplain/Floodway Delineation Type (circle one): Major / Minor / Exemption / None 100-year Base Flood Elevation (or range): _______________ Datum: Flood Protection Facilities Describe: Source Control (commercial / industrial land use) Describe land use: Describe any structural controls: Oil Control High-Use Site: Yes / No Treatment BMP: _________________________________ Maintenance Agreement: Yes / No with whom? _____________________________________ Other Drainage Structures Describe: Roof over dumpster area. None REFERENCE 8-A: TECHNICAL INFORMATION REPORT (TIR) WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2017 City of Renton Surface Water Design Manual 12/12/2016 Ref 8-A-5 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION  Clearing Limits  Cover Measures  Perimeter Protection  Traffic Area Stabilization  Sediment Retention  Surface Water Collection  Dewatering Control  Dust Control  Flow Control  Control Pollutants  Protect Existing and Proposed BMPs/Facilities  Maintain Protective BMPs / Manage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION  Stabilize exposed surfaces  Remove and restore Temporary ESC Facilities  Clean and remove all silt and debris, ensure operation of Permanent BMPs/Facilities, restore operation of BMPs/Facilities as necessary  Flag limits of sensitive areas and open space preservation areas  Other _______________________ Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description  Detention  Infiltration  Regional Facility  Shared Facility  On-site BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________  Vegetated Flowpath  Wetpool  Filtration  Oil Control  Spill Control  On-site BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS  Drainage Easement  Covenant  Native Growth Protection Covenant  Tract  Other ____________________________  Cast in Place Vault  Retaining Wall  Rockery > 4′ High  Structural on Steep Slope  Other _______________________________ Vault/Level 2 Modular Wetland REFERENCE 8: PLAN REVIEW FORMS AND WORKSHEET TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 12/12/2016 2017 City of Renton Surface Water Design Manual 8-A-6 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. ____________________________________________________________________________________ Signed/Date 9/27/2017 WWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATEMODULAR WETLAND #1NEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #4ROOF DRAIN CO #5NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDWWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #9NEW CB #10 TYPE 1,W/ SOLID LOCKING LIDNEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDROOF DRAIN CO #6UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONIN COMPLIANCE WITH CITY OF RENTON STANDARDS WWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATEMODULAR WETLAND #1NEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #4ROOF DRAIN CO #5NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #9NEW CB #10 TYPE 1,W/ SOLID LOCKING LIDNEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDROOF DRAIN CO #6UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONIN COMPLIANCE WITH CITY OF RENTON STANDARDS DN UPDNUP400LOBBY401STORSTAIR 8 STAIR 7ELEV 4ELEV 5403STORAGEELEV 3 UW MEDICINE - VALLEY MEDICAL CENTERROAD IMPROVEMENTS Tab 2.0 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Eight Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: This site will continue to discharge to the west down a drive aisle through a pipe conveyance system previously sized for the runoff from this area without detention; however, detention will be provided. The discharge locations for the road improvements will also remain the same as existing. Core Requirement No. 2: Off-Site Analysis. Response: Please refer to Section 3.0 of this report for the Off-Site Analysis prepared for this project site. Core Requirement No. 3: Flow Control. Response: Per City of Renton requirements on adopting the 2017 Renton Surface Water Design Manual, which is an amendment to the 2016 King County Surface Water Design Manual, the Flow Control Duration Standard, "matching durations with predeveloped forested conditions," is assumed to be the level of flow control that is required for this site. This standard was applied to all vaults associated with this project, including the road improvement vaults. For the site detention vault, bypass areas were included in the sizing calculations. For the road improvement vault, a mitigation trade is proposed to treat an equivalent amount of runoff as the areas which cannot be directed into the vault. The Western Washington Hydrology Model (WWHM) was utilized to size the flow control facilities for this development. Core Requirement No. 4: Conveyance System. Response: The conveyance system has been sized based on the modified Rational Method, designed to convey the 100-year runoff from the developed site. Core Requirement No. 5: Erosion and Sediment Control. Response: This project will concur with all erosion and sediment control requirements of the 2017 Renton Surface Water Design Manual. Core Requirement No. 6: Maintenance and Operations. Response: A Maintenance and Operations Manual consistent with the City of Renton requirements has been prepared for this project. See section 10. Core Requirement No. 7: Financial Guarantees and Liability. Response: This project will concur with all financial guarantees and liabilities requirements of the City of Renton for projects of this nature. Core Requirement No. 8: Water Quality. Response: This project is providing a modular wetland system (MWS) to treat runoff from PGIS for both the site and associated road improvements. This system which has Department of Ecology approval for General Use Level Designation for Enhanced, Basic, and Phosphorus Water Quality treatment capabilities. Core Requirement No. 9: On-Site BMPs. Response: According to section 1.2.9.2.2.5, since the development will result in an impervious surface coverage greater than 65% on the buildable portion of the site, flow control BMP's must be applied to 20% of the target impervious surfaces or to an impervious area equal to at least 10% of the site/lot, whichever is less (RSWDM, 2017). The 1.96 acre site contains 0.142 acres of landscaping, not including that in bypass areas. Consequently, 10% of the site (0.10 x 1.96 ac = 0.196 ac) is less than 20% of the target impervious surfaces [(0.20 x (1.96 ac - 0.142 ac)) = 0.36 ac]. Therefore, BMP's must be applied to an area equal to 0.196 acres The use of a 0.123 acre vegetated roof is utilized to fulfill this requirement to the maximum extent feasible. While the surface area of the green roof totals to 6.3% of the total site area, the depth of water storage in the growing medium provides approximately twice the minimum amount (3 inches) specified in the Vegetated Roof design section (C.2.15.1). See section 4-F for calculations. The road improvements are subject to on-site BMP requirements per section 1.2.9.3.2: Small Road Improvement and Urban Road Improvement Projects BMP Requirements (RSWDM, 2017). All road improvements BMPs area infeasible due to lack of infiltration capacity of adequate vegetated area, per section 4-F. 2.2 Analysis of the Six Special Requirements Special Requirement No. 1: Other Adopted Area-Specific Requirements. Response: There are no known area-specific requirements applicable to this area of the City of Renton, beyond those specified previously for flow-control and water quality. Special Requirement No. 2: Flood Hazard Area Delineation. Response: This project is not located in a flood hazard area as the site is over 30 feet higher in elevation than Panther Creek lying northerly of the project site. Panther Creek never would overtop that ravine to flood this project. Special Requirement No. 3: Flood Protection Facilities. Response: This project does not rely on an existing flood protection facility nor does it propose to modify or construct a new flood protection facility; therefore, this Special Requirement does not apply. Special Requirement No. 4: Source Control. Response: This project will provide Source Control in accordance with the King County pollution prevention manual and King County Code Section 9.12 such that the owner will be educated about the proper use of pesticides and fertilizers and the parking lot will be swept on a regular basis. The roof over the dumpster area at the site will also function as a source control by preventing runoff from coming into contact with potential contaminants in the dumpster area. The runoff from the yard drain in the dumpster area will also flow into the sanitary sewer system, rather than the storm drainage system. Special Requirement No. 5: Oil Control. Response: This project does not meet the requirements for a high-use site, therefore oil control is not a requirement for this project. See the excerpt from the ITE manual below for verification that the average daily traffic count for hospitals is less than 100 per 1,000 square feet of gross building area. Special Requirement No. 6: Aquifer Protection Area. Response: Per the City of Renton maps, the Valley Medical Center is not located in an Aquifer Protection Area; therefore, this special requirement is not applicable to this site. Tab 3.0 3.0 OFF-SITE ANALYSIS The ultimate discharge location for this project site is into Panther Creek located northerly from the project site; however, runoff from this project site will be treated through a modular wetland system and discharged to the northwest down a drive aisle which courses westerly through the Valley Medical Center development, ultimately draining into a biofiltration swale for additional water quality treatment prior to discharge to Panther Creek which courses for over one (1) mile due north through the Panther Creek wetland area of the City of Renton. From there, the Panther Creek flows into the Black River, which flows into the Green River several miles downstream from the project site. There is a 20 acre basin upstream of the project site that consists of various storm drainage systems of the east side of Talbot Road S. and along S. Carr Road. There is also a 1.3 acre portion of the parking lot to the immediate East, which is draining onto the project site. The runoff from these basins is routed through the project site via an existing 30", concrete storm drainage pipe. The 20 acre basin is composed of more than 20% pervious surfaces (Exhibit C). To be conservative, the land cover in this basin was still estimated as 80% impervious. To simplify the calculations, the 1.3 acre basin was also estimated as 80% impervious. This is a conservative estimate since the 20 acre basin has greater than 20% pervious surfaces. Stormshed3G was utilized to model the runoff from these areas. The proposed 30" CPEP pipe is sufficient to convey the runoff from these upstream areas, in addition to the runoff from the developed site. See the following model report for verification. LEVEL 1 OFF-SITE DRAINAGE ANALYSIS Proposed Valley Medical Center Medical Office Building Addition Valley Medical Center Complex Renton, Washington Prepared for: Valley Medical Center Renton, Washington June 12, 2017 Revised September 27, 2017 Our Job No. 18092 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251-6222 (425) 251-8782 FAX BRANCH OFFICES  TUMWATER, WA  KLAMATH FALLS, OR  LONG BEACH, CA  ROSEVILLE, CA  SAN DIEGO, CA www.barghausen.com LEVEL 1 OFF-SITE DRAINAGE ANALYSIS Proposed Valley Medical Center Medical Office Building Addition Renton Washington Our Job No. 18092 TABLE OF CONTENTS 1.0 TASK 1 – STUDY AREA DEFINITION AND MAPS 1.1 EXHIBIT A – Vicinity Map 1.2 EXHIBIT B – Downstream Drainage Course Map 1.3 EXHIBIT C – Upstream Basin Map 2.0 TASK 2 – RESOURCE REVIEW 2.1 EXHIBIT D – FEMA Map 2.2 EXHIBIT E – Sensitive Areas Folios 2.3 EXHIBIT F – SCS Soils Map 2.4 EXHIBIT G – Assessor's Map 2.5 EXHIBIT H – Wetland Inventory Map 3.0 TASK 3 – FIELD INSPECTION 3.1 Conveyance System Nuisance Problems (Type 1) 3.2 Severe Erosion Problems (Type 2) 3.3 Severe Flooding Problems (Type 3) 3.4 EXHIBIT I – Off-Site Analysis Drainage System Table 4.0 TASK 4 – DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS 5.0 TASK 5 – MITIGATION OF EXISTING OR POTENTIAL PROBLEMS TASK 1 Study Area Definition and Maps 1.0 TASK 1 – STUDY AREA DEFINITION AND MAPS The proposed Medical Office Building Addition is an approximately 2-acre redevelopment project project located within the Northeast quarter of Section 31, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More particularly, the site lies slightly to the west of Talbot Road South, north of South 43rd Street, and easterly of SR-167. Please refer to the enclosed Exhibit A – Vicinity Map, which depicts the approximate location of the proposed site. The project site drains to the west down a drive aisle, which is well documented by recent projects located along it, courses through a biofiltration swale at the end of the Valley Medical Center, and discharges into Panther Creek almost immediately after the bioswale, which is located on the north side of the Valley Medical Center. Panther Creek drains northerly from that point through the Panther Creek wetlands area of the City of Renton, with an ultimate discharge into Springbrook Creek, and then into the Black River further downstream. The existing topography of the site is such that it drains from east to west at a fairly constant slope. The area of redevelopment on this project lies at the north end of the overall Valley Medical Center complex. One building and the existing parking lot will be removed in order to construct this parking garage and provide access to it from Talbot Road South. There is one downstream drain across from this project site, which drains immediately to the west into large- diameter pipes flowing westerly. Please refer to the Off-Site Analysis Drainage System Table for descriptions of the downstream drainage. EXHIBIT A Vicinity Map EXHIBIT B Downstream Drainage Course Map WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATENEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #4ROOF DRAIN CO #5NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #9NEW CB #10 TYPE 1,W/ SOLID LOCKING LIDNEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDMODULAR WETLAND #2NEW SDMH #5 TYPE 2-54"W/ SOLID LOCKING LIDMODULAR WETLAND #1ROOF DRAIN CO #7ROOF DRAIN CO #8UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSION1"=40'DOWNSTREAMDRAINAGE COURSEMAP 1/21234 1" = 40'10 NOTSHOWN56789DOWNSTREAM DRAINAGECOURSE MAP 2/2456781"=40'56789 EXHIBIT C Upstream Basin Map 3,600600 This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable. WGS_1984_Web_Mercator_Auxiliary_Sphere Notes None 6/13/2017 Legend 408 204 THIS MAP IS NOT TO BE USED FOR NAVIGATION Feet408 Information Technology - GIS 0 RentonMapSupport@Rentonwa.gov Network Structures Inlet Manhole Utility Vault Unknown Structure Control Structure Pump Station Discharge Point Water Quality Detention Facilities Pond Tank Vault Wetland Stormwater Main Culvert Open Drains Facility Outline Private Network Structures Inlet Manhole Utility Vault Unknown Structure Private Control Structure Private Discharge Point Private Water Quality Private Detention Facilities Pond Tank Vault Wetland Private Pipe Private Culvert Private Open Drains Private Facility Outline Fence 20 ac UPSTREAM BASIN MAP PROJECT SITE EX. 30" STORM DRAIN LINE UPSTREAM BASIN MAP provide a breakdown of theland coverage in the upstreambasin (pervious, impervious, etc.)1.3 ac 1.47 AC. 0.65 AC. U3 U2 U1 OFFSITE CONVEYANCE CALCULATIONS WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATENEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #4ROOF DRAIN CO #5NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #8NEW CB #10 TYPE 1,W/ VANED GRATENEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDMODULAR WETLAND #2NEW SDMH #5 TYPE 2-54"W/ SOLID LOCKING LIDMODULAR WETLAND #1ROOF DRAIN CO #6ROOF DRAIN CO #7UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONP-001P-002P-003P-004P-00525 LF 30" CPEP SD @ 0.48%NOTE:Pipe slopes and lengthsshown on plans areapproximate. Moreaccurate values areused for the upstreambasin conveyancecalculations.P-008P-007P-0060.50%4.67% 402'-8" EX. UPSTREAM CB RIM = 104.83' I.E. OUT = 95.83' REPLACE W/ NEW SDMH #1 100'-0" Appended on: Friday, January 19, 2018 6:48:17 AM ROUTEHYD [] THRU [MOB] USING [100 year] AND [TYPE1A.RAC] NOTZERO RELATIVE SCS/SBUH Gravity Analysis using 24 hr duration storm HGL Analysis Conduit Notes Reach ID Area (ac) Flow (cfs) Full Q (cfs) Full ratio nDepth (ft) Depth ratio Size nVel (ft/s) fVel (ft/s) Infil Vol (cf) CBasin / Hyd P-008 0.758 0.6628 2.3456 0.2826 0.3637 0.3637 12 in Diam 2.5678 2.9865 0.00 ROAD IMPROVEMENTS P-007 0.758 0.6628 2.5044 0.2646 0.3511 0.3511 12 in Diam 2.6939 3.1888 0.00 P-006 0.844 0.5987 4.0628 0.1474 0.2587 0.2587 12 in Diam 3.7151 5.1729 0.00 MOB ROOFS Upstream 20.00 16.6546 60.9022 0.2735 0.8934 0.3574 30 in Diam 10.5739 12.4069 0.00 UPSTREAM 20 AC BASIN P-001 21.30 17.7891 96.2869 0.1848 0.7281 0.2912 30 in Diam 14.9665 19.6154 0.00 UPSTREAM 1.3 AC PARKING LOT P-002 21.30 17.7891 31.5491 0.5639 1.3436 0.5374 30 in Diam 6.6175 6.4271 0.00 P-003 22.144 18.3878 31.505 0.5836 1.3722 0.5489 30 in Diam 6.6635 6.4182 0.00 P-004 22.144 18.3878 31.8777 0.5768 1.3622 0.5449 30 in Diam 6.7244 6.4941 0.00 P-005 25.768 21.0356 26.4587 0.795 1.684 0.6736 30 in Diam 5.9808 5.3901 0.00 Existing;PROTOTYPE From Node To Node HG El (ft) App (ft) Bend (ft) Junct Loss (ft) Adjusted HG El (ft) Max El (ft) 87.994 NEW SDHM #5 EX CB DOWNSTREAM 88.7805 0.7021 0.0073 0.0210 88.1068 95.1600 MWS NEW SDHM #5 88.1310 --na----na----na--88.1310 98.1700 ROAD VAULT MWS 88.1563 --na----na----na--88.1563 94.7500 NEW SDMH #4 NEW SDHM #5 88.8843 0.6895 0.0381 ------88.2329 97.0300 NEW SDMH #3 NEW SDMH #4 89.2256 ------0.0296 0.0191 89.2743 97.0600 ROOF VAULT NEW SDMH #3 89.2873 --na----na----na--89.2873 94.7500 NEW SDMH #2 NEW SDMH #3 90.0720 3.4782 0.5134 ------87.1072 96.0100 NEW SDHM #1 NEW SDMH #2 91.5572 ------0.9244 ------92.4817 94.9500 EX UPSTREAM CB NEW SDHM #1 97.8380 ------------------97.8380 104.8300 Page 1 of 4 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Reach HW Depth (ft)HW/D ratio Q (cfs)TW Depth (ft)Dc (ft)Dn (ft)Comment P-005 2.3505 0.9402 21.04 1.6840 1.5586 1.6840 Outlet Control M1 Backwater P-007 1.7020 1.7020 0.66 1.6768 0.3394 0.3511 Outlet Control P-008 1.0563 1.0563 0.66 1.0310 0.3394 0.3637 Outlet Control P-004 2.3143 0.9257 18.39 1.6768 1.4537 1.3622 Outlet Control M1 Backwater Subcritical, S-1 Profile Subcritical flow starts at downstream end and progresses upstream until critical depth is reached. y ft A sf R V ft Eft dEft Sf ft Savg ft So-Sf ft dx ft Station ft Elev ft 1.6768 3.5002 0.7295 5.2533 2.105318 0.00 0.002726 0.00 0.00 0.00 27.35 88.1068 1.6679 3.4792 0.728 5.285 2.101582 0.003736 0.002766 0.002746 0.002373 1.574658 25.7753 88.1059 1.6589 3.4582 0.7265 5.3172 2.097955 0.003627 0.002808 0.002787 0.002332 1.555611 24.2197 88.105 1.65 3.4371 0.7249 5.3499 2.094439 0.003515 0.002851 0.002829 0.00229 1.535405 22.6843 88.1039 1.6411 3.4159 0.7233 5.383 2.091039 0.003401 0.002895 0.002873 0.002246 1.513927 21.1704 88.1027 1.6322 3.3947 0.7217 5.4167 2.087756 0.003283 0.00294 0.002917 0.002202 1.49105 19.6794 88.1014 1.6232 3.3734 0.72 5.4508 2.084594 0.003162 0.002986 0.002963 0.002156 1.46663 18.2127 88.10 1.6143 3.3521 0.7184 5.4855 2.081556 0.003038 0.003034 0.00301 0.002109 1.440504 16.7722 88.0985 1.6054 3.3307 0.7166 5.5207 2.078645 0.002911 0.003083 0.003058 0.002061 1.412482 15.3597 88.0968 1.5965 3.3093 0.7149 5.5564 2.075865 0.00278 0.003133 0.003108 0.002011 1.38235 13.9774 88.0949 1.5875 3.2878 0.7131 5.5927 2.073219 0.002646 0.003184 0.003159 0.00196 1.349858 12.6275 88.0929 1.5786 3.2663 0.7113 5.6295 2.07071 0.002509 0.003237 0.003211 0.001908 1.314717 11.3128 88.0907 1.5697 3.2448 0.7095 5.6669 2.068343 0.002367 0.003292 0.003265 0.001854 1.276588 10.0362 88.0883 1.5608 3.2232 0.7076 5.7048 2.066121 0.002222 0.003348 0.00332 0.001799 1.235075 8.8011 88.0857 1.5518 3.2016 0.7057 5.7434 2.064049 0.002073 0.003406 0.003377 0.001742 1.189707 7.6114 88.0829 1.5429 3.1799 0.7038 5.7825 2.062129 0.001919 0.003465 0.003435 0.001684 1.139923 6.4715 88.0798 1.534 3.1582 0.7018 5.8223 2.060367 0.001762 0.003526 0.003495 0.001624 1.085048 5.3865 88.0764 1.5251 3.1364 0.6998 5.8627 2.058767 0.0016 0.003588 0.003557 0.001562 1.024264 4.3622 88.0727 1.5161 3.1146 0.6978 5.9037 2.057334 0.001434 0.003653 0.00362 0.001499 0.956568 3.4056 88.0687 1.5072 3.0928 0.6958 5.9453 2.056071 0.001262 0.003719 0.003686 0.001433 0.880718 2.5249 88.0643 1.4983 3.071 0.6937 5.9876 2.054985 0.001086 0.003787 0.003753 0.001366 0.795157 1.7298 88.0594 1.4894 3.0491 0.6916 6.0306 2.05408 0.000905 0.003857 0.003822 0.001297 0.697905 1.0319 88.0541 1.4804 3.0272 0.6895 6.0743 2.053361 0.000719 0.003929 0.003893 0.001226 0.586407 0.4454 88.0482 1.4715 3.0052 0.6873 6.1186 2.052834 0.000527 0.004003 0.003966 0.001153 0.457306 -0.0119 88.0416 The depth of flow at the upper end of the reach is 1.4717 ft. Flow has returned to critical. The flow depth returned to critical 0.00 ft from the downstream lower end of reach. P-003 2.1556 0.8622 18.39 1.6628 1.4537 1.3722 SuperCrit flow, Inlet end controls P-006 2.1372 2.1372 0.60 2.1243 0.3218 0.2587 Outlet Control P-002 2.2720 0.9088 17.79 2.2043 1.4284 1.3436 Outlet Control M1 Backwater Subcritical, S-1 Profile Subcritical flow starts at downstream end and progresses upstream until critical depth is reached. y ft A sf R V ft Eft dEft Sf ft Savg ft So-Sf ft dx ft Station ft Elev ft 2.2043 4.582 0.7513 3.8824 2.438306 0.00 0.001431 0.00 0.00 0.00 145.59 89.2743 Page 2 of 4 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Node and Reach invert report 2.1732 4.5307 0.7546 3.9263 2.412595 0.025711 0.001456 0.001444 0.00357 7.201099 138.3889 89.2793 2.1422 4.4774 0.7571 3.9731 2.387298 0.025297 0.001484 0.00147 0.003544 7.137441 131.2515 89.2841 2.1111 4.4221 0.7589 4.0228 2.362433 0.024865 0.001516 0.0015 0.003514 7.076292 124.1752 89.2885 2.0801 4.365 0.7601 4.0754 2.33802 0.024413 0.001553 0.001535 0.003479 7.016678 117.1585 89.2927 2.0491 4.3061 0.7607 4.1311 2.314083 0.023937 0.001594 0.001574 0.00344 6.957715 110.2008 89.2965 2.018 4.2457 0.7607 4.1899 2.290649 0.023434 0.00164 0.001617 0.003397 6.89856 103.3022 89.3001 1.987 4.1837 0.7602 4.252 2.267747 0.022902 0.00169 0.001665 0.003349 6.838372 96.4638 89.3033 1.956 4.1204 0.7592 4.3173 2.245412 0.022335 0.001746 0.001718 0.003296 6.776277 89.6876 89.3063 1.9249 4.0557 0.7577 4.3862 2.223683 0.02173 0.001807 0.001776 0.003238 6.711327 82.9762 89.3089 1.8939 3.9898 0.7557 4.4586 2.2026 0.021083 0.001873 0.00184 0.003174 6.642463 76.3338 89.3112 1.8629 3.9227 0.7532 4.5349 2.182211 0.020389 0.001946 0.00191 0.003104 6.568455 69.7653 89.3131 1.8318 3.8546 0.7503 4.615 2.162569 0.019642 0.002026 0.001986 0.003028 6.487843 63.2775 89.3146 1.8008 3.7854 0.747 4.6994 2.14373 0.018838 0.002114 0.00207 0.002944 6.398844 56.8786 89.3156 1.7698 3.7153 0.7432 4.788 2.12576 0.01797 0.002209 0.002161 0.002853 6.299225 50.5794 89.3162 1.7387 3.6443 0.739 4.8813 2.10873 0.01703 0.002313 0.002261 0.002753 6.186131 44.3933 89.3162 1.7077 3.5725 0.7345 4.9794 2.092719 0.016011 0.002427 0.00237 0.002644 6.055819 38.3375 89.3155 1.6767 3.50 0.7295 5.0826 2.077816 0.014903 0.002552 0.002489 0.002525 5.903251 32.4342 89.3141 1.6456 3.4267 0.7241 5.1913 2.064118 0.013697 0.002688 0.00262 0.002394 5.721461 26.7127 89.3117 1.6146 3.3528 0.7184 5.3057 2.051737 0.012381 0.002838 0.002763 0.002251 5.500504 21.2122 89.3083 1.5836 3.2783 0.7123 5.4263 2.040795 0.010942 0.003002 0.00292 0.002094 5.225637 15.9866 89.3034 1.5525 3.2033 0.7059 5.5534 2.031431 0.009365 0.003183 0.003093 0.001921 4.874 11.1126 89.2968 1.5215 3.1278 0.699 5.6875 2.023799 0.007632 0.003382 0.003283 0.001731 4.408092 6.7045 89.2879 1.4905 3.0518 0.6919 5.829 2.018072 0.005726 0.003602 0.003492 0.001522 3.76177 2.9427 89.2757 1.4594 2.9755 0.6844 5.9785 2.014449 0.003623 0.003844 0.003723 0.001291 2.806371 0.1364 89.2588 1.4284 2.8989 0.6765 6.1366 2.013151 0.001298 0.004113 0.003979 0.001035 1.253888 -1.1175 89.234 The depth of flow at the upper end of the reach is 1.456 ft. Flow has returned to critical. The flow depth returned to critical 0.00 ft from the downstream lower end of reach. P-001 2.0572 0.8229 17.79 1.4284 1.4284 0.7281 SuperCrit flow, Inlet end controls Upstream 2.0080 0.8032 16.65 2.9817 1.3801 0.8934 SuperCrit flow, Inlet end controls Node and Reach invert report Node ROAD VAULT Out ie 87.25 ft Reach P-008 I.E. Out 87.25 ft Node MWS Out ie 86.60 ft Reach P-008 I.E. In 87.10 ft Reach P-007 I.E. Out 86.60 ft Node ROOF VAULT Out ie 87.25 ft Reach P-006 I.E. Out 87.25 ft Node EX UPSTREAM CB Out ie 95.83 ft Reach Upstream I.E. Out 95.83 ft Page 3 of 4 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Licensed to: Engenious Systems, Inc. Node NEW SDHM #1 Out ie 89.50 ft Reach Upstream I.E. In 89.50 ft Reach P-001 I.E. Out 89.50 ft Node NEW SDMH #2 Out ie 87.80 ft Reach P-001 I.E. In 87.80 ft Reach P-002 I.E. Out 87.80 ft Node NEW SDMH #3 Out ie 87.07 ft Reach P-006 I.E. In 87.15 ft Reach P-002 I.E. In 87.07 ft Reach P-003 I.E. Out 87.07 ft Node NEW SDMH #4 Out ie 86.57 ft Reach P-003 I.E. In 86.5701 ft Reach P-004 I.E. Out 86.57 ft Node NEW SDHM #5 Out ie 86.43 ft Reach P-007 I.E. In 86.43 ft Reach P-004 I.E. In 86.43 ft Reach P-005 I.E. Out 86.43 ft Page 4 of 4 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Appended on: Friday, January 19, 2018 6:44:46 AM Layout Report: MOB Reach Records Record Id: P-001 Record Id: P-002 Event Precip (in) 2 yr 24 hr 2.00 5 year 2.50 10 year 2.90 25 year 3.40 100 year 3.90 Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode NEW SDMH #2 UpNode NEW SDHM #1 Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall Length 36.40 ft Slope 4.67% Up Invert 89.50 ft Dn Invert 87.80 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode NEW SDMH #3 UpNode NEW SDMH #2 Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall Length 145.59 ft Slope 0.50% Up Invert 87.80 ft Dn Invert 87.07 ft Page 1 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: P-003 Record Id: P-004 Record Id: P-005 Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode NEW SDMH #4 UpNode NEW SDMH #3 Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall Length 101.00 ft Slope 0.50% Up Invert 87.07 ft Dn Invert 86.5701 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.012 Routing Method:Travel Time Shift Contributing Hyd DnNode NEW SDHM #5 UpNode NEW SDMH #4 Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall Length 27.35 ft Slope 0.51% Up Invert 86.57 ft Dn Invert 86.43 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Page 2 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: P-006 Record Id: P-007 Uniform Flow Method:Manning's Coefficient:0.014 Routing Method:Travel Time Shift Contributing Hyd DnNode EX CB DOWNSTREAM UpNode NEW SDHM #5 Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall Length 25.00 ft Slope 0.48% Up Invert 86.43 ft Dn Invert 86.31 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.014 Routing Method:Travel Time Shift Roof Vault FC DnNode NEW SDMH #3 UpNode ROOF VAULT Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 6.66 ft Slope 1.50% Up Invert 87.25 ft Dn Invert 87.15 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.014 Routing Method:Travel Time Shift Contributing Hyd DnNode NEW SDHM #5 UpNode MWS Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 30.00 ft Slope 0.57% Up Invert 86.60 ft Dn Invert 86.43 ft Page 3 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: P-008 Record Id: Upstream Node Records Record Id: EX CB DOWNSTREAM Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.014 Routing Method:Travel Time Shift Road Vault FC DnNode MWS UpNode ROAD VAULT Material unspecified Size 12 in Diam Ent Losses Groove End w/Headwall Length 30.00 ft Slope 0.50% Up Invert 87.25 ft Dn Invert 87.10 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Section Shape:Circular Uniform Flow Method:Manning's Coefficient:0.011 Routing Method:Travel Time Shift Contributing Hyd DnNode NEW SDHM #1 UpNode EX UPSTREAM CB Material unspecified Size 30 in Diam Ent Losses Groove End w/Headwall Length 402.67 ft Slope 1.57% Up Invert 95.83 ft Dn Invert 89.50 ft Conduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 2.00 ft/s 15.00 ft/s 0.50%2.00%3.00 ft Drop across MH 0.00 ft Ex/Infil Rate 0.00 in/hr Page 4 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: EX UPSTREAM CB Record Id: MWS Record Id: NEW SDHM #1 Record Id: NEW SDHM #5 Descrip:Increment 0.10 ft Start El.86.31 ft Max El.94.46 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 2-54 Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Descrip:Increment 0.10 ft Start El.95.83 ft Max El.104.83 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 2-54 Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Descrip:Water Quality Increment 0.10 ft Start El.86.60 ft Max El.98.17 ft Void Ratio 100.00 Length 8.00 ft Width 4.00 ft Vault Type Node Descrip:Increment 0.10 ft Start El.89.50 ft Max El.94.95 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 2-60 Channelization No Special Shape Catch 0.00 ft Bottom Area 19.634 sf MH/CB Type Node Descrip:Increment 0.10 ft Page 5 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: NEW SDMH #2 Record Id: NEW SDMH #3 Record Id: NEW SDMH #4 Record Id: ROAD VAULT Start El.86.43 ft Max El.95.16 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 2-54 Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Descrip:Increment 0.10 ft Start El.87.80 ft Max El.96.01 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 2-54 Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Descrip:Increment 0.10 ft Start El.87.07 ft Max El.97.06 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 2-54 Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Descrip:Increment 0.10 ft Start El.86.57 ft Max El.97.03 ft Void Ratio 100.00 Condition Existing Structure Type CB-TYPE 2-54 Channelization No Special Shape Catch 0.00 ft Bottom Area 15.904 sf MH/CB Type Node Page 6 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: ROOF VAULT Contributing Drainage Areas Record Id: Existing Record Id: MOB ROOFS Descrip:Increment 0.10 ft Start El.87.25 ft Max El.94.75 ft Void Ratio 100.00 Length 100.00 ft Width 19.00 ft Vault Type Node Descrip:Increment 0.10 ft Start El.87.25 ft Max El.94.75 ft Void Ratio 100.00 Length 124.00 ft Width 20.00 ft Vault Type Node Design Method SBUH Rainfall type TYPE1.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.866 ac DCIA 0.00 ac Pervious CN 80.00 DC CN 0.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns,parks (>75% grass)0.866 ac 80.00 Pervious Composited CN (AMC 2)80.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Page 7 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: PROTOTYPE Design Method SBUH Rainfall type TYPE1.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.844 ac DCIA 0.00 ac Pervious CN 90.00 DC CN 0.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc)0.844 ac 90.00 Pervious Composited CN (AMC 2)90.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Design Method SBUH Rainfall type TYPE1.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 1.00 ac DCIA 1.00 ac Pervious CN 90.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass)1.00 ac 90.00 Pervious Composited CN (AMC 2)90.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Page 8 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: ROAD IMPROVEMENTS Record Id: UPSTREAM 1.3 AC PARKING LOT Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc)1.00 ac 98.00 DC Composited CN (AMC 2)98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Design Method SBUH Rainfall type TYPE1.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.043 ac DCIA 0.715 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns,parks (>75% grass)0.043 ac 86.00 Pervious Composited CN (AMC 2)86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Roads (hard surface - includes right of way)0.715 ac 98.00 DC Composited CN (AMC 2)98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Design Method SBUH Rainfall type TYPE1.RAC Page 9 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Record Id: UPSTREAM 20 AC BASIN Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 0.13 ac DCIA 1.17 ac Pervious CN 90.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass)0.13 ac 90.00 Pervious Composited CN (AMC 2)90.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc)1.17 ac 98.00 DC Composited CN (AMC 2)98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Design Method SBUH Rainfall type TYPE1.RAC Hyd Intv 10.00 min Peaking Factor 484.00 Storm Duration 24.00 hrs Abstraction Coeff 0.20 Pervious Area 4.00 ac DCIA 16.00 ac Pervious CN 86.00 DC CN 98.00 Pervious TC 5.00 min DC TC 5.00 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns,parks (>75% grass)4.00 ac 86.00 Pervious Composited CN (AMC 2)86.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Page 10 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Licensed to: Engenious Systems, Inc. Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc)16.00 ac 98.00 DC Composited CN (AMC 2)98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0%5.0 0.00 in 5.00 min Pervious TC 5.00 min Page 11 of 11 1/19/2018file:///P:/18000s/18092/engineering/StormShed3G/18092%20-%20Upstream%20Analysis.... Pipe and Structure Labels Structure Rim Elevations and Pipe Slopes In-Structure Hydraulic Grade Line and Pipe Discharge Structure Labels and Pipe Diameters Structure Labels and Pipe Lengths Contributing Areas TASK 2 Resource Review 2.0 TASK 2 – RESOURCE REVIEW Adopted Basin Plans: There are no available adopted basin plans for this area of King County. However, the City of Renton has indicated that Level 2 flow control is required, also known as the Flow Control Duration standard (predeveloped forested condition). This is a conservative sizing methodology, particularly since no detention is currently available on this redeveloped area. The impacts from the project site should be minimal after the project is constructed. Finalized Drainage Studies: This is not applicable. Critical Drainage Area Maps: The City maps indicate that we have to design to enhanced water quality standards and Level 2 flow control. Floodplain and Floodway FEMA Maps: Please see the enclosed Exhibit D - FEMA Map utilized for this analysis, which is Panel No. 979 of 1,725, Map No. 53033C0979 F, revised in May 1995. As indicated by this map, the project site is not located within a floodway or floodplain of a stream or river. Please refer to that exhibit for the exact location of the project site. Other Off-Site Analysis Reports: There have been several projects of new construction within the medical complex to expand the services of a regional hospital serving the community. However, the downstream drainage course passes through a well-documented area of the medical center. Sensitive Areas Folios: The King County Sensitive Areas Map Folios were reviewed for this site, and the only sensitive areas that were found on the project were Panther Creek, lying northerly of the site, and a heavily vegetated area along the Panther Creek stream path, which is considered an erosion hazard. But there is no part of the on-site development that could be considered an erosion hazard. The erosion hazard area is completely off site from the medical center. Road Drainage Problems: This is not applicable. United States Department of Agriculture King County Soils Survey: Based on the Soils Survey for this portion of King County, the entire site lies within Alderwood gravelly sandy loam with 8 percent to 15 percent slopes, which is a Type C soil that does not infiltrate very readily. Wetland Inventory Map: There are no mapped wetlands on this site. Migrating River Studies: This is not applicable. EXHIBIT D FEMA Map EXHIBIT E Sensitive Areas Folios EXHIBIT F SCS Soils Map EXHIBIT G Assessor's Map EXHIBIT H Wetland Inventory Map There are no wetlands on this project site. TASK 3 Field Inspection 3.0 TASK 3 – FIELD INSPECTION There were no problems reported or observed during the resource review, nor did the field reconnaissance find any potential constrictions or lack of capacity in the existing drainage system proposed for use downstream from this project site. 3.1 Conveyance System Nuisance Problems (Type 1) Conveyance system nuisance problems are minor but chronic flooding or erosion problems caused by overflow from a constructed conveyance system that is substandard or has become too small as a result of upstream development. Such problems warrant additional attention because of their chronic nature and because they result from the failure of a conveyance system to provide a minimum acceptable level of protection. Based on the resource review and site visit, the entire downstream drainage course passes through a pipe conveyance system, and there is no evidence of conveyance system nuisance problems occurring. 3.2 Severe Erosion Problems (Type 2) Severe erosion problems can be caused by conveyance system overflows or the concentration of runoff into erosion-sensitive open drainage features. Severe erosion problems warrant additional attention because they pose a significant threat either to health and safety or to public or private property. Per the resource review and our site visit, there was no erosion occurring in the downstream drainage course. The runoff characteristics from this portion of the medical center should actually lessen impacts on the downstream drainage course, since flow control is being provided for this entire site. Previously there was no on-site detention for the building or for the former parking lot that exists there. 3.3 Severe Flooding Problems (Type 3) Severe flooding problems, i.e., a severe building flooding problem or severe roadway flooding problem can be caused by conveyance system overflows or the elevated water surfaces of ponds, lakes, wetlands, or closed depressions. Severe flooding problems warrant additional attention because they pose a significant threat either to health and safety or to public or private property. There are no current problems occurring with the downstream drainage course, since the downstream drainage course consists chiefly of pipes and swales, which appear to be sized adequately for all runoff contributing to them. There is no history of flooding on this project site, and it is not anticipated that there will be any after development. The site was visited on February 15, 2017. The sky was cloudy with rain and the high temperature was 52º. See the following pages for photos of the site. EXHIBIT I Off-Site Analysis Drainage System Table OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Black River Subbasin Name: Panther Creek Subbasin Number: Symbol Drainage Component Type, Name, and Size Drainage Component Description Slope Distance from Site Discharge Existing Problems Potential Problems Observations of Field Inspector, Resource Reviewer, or Resident See Map Type: sheet flow, swale, stream, channel, pipe, pond; size, diameter, surface area Drainage basin, vegetation, cover, depth, volume, type of sensitive area % Feet. Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts U1 30-inch concrete pipe Flows from 20 acre basin upstream onto project site. 0 ft upstream none noted none noted U2 6-inch concrete pipe Flows from adjacent 1.3 acre basin onto project site. 0 ft upstream none noted none noted U3 8-inch concrete pipe Flows from adjacent 1.3 acre basin onto project site. 0 ft upstream none noted none noted U4 Existing SDMH Receives runoff from 20 acre basin upstream. Flows into 30 inch concrete pipe. 415 ft upstream none noted none noted 1 30-inch CPEP Flows N. Connection to existing 30" SD on Talbot Rd. South. 0.5 0 ft none noted none noted 2 12-inch CPEP Flows North MWS to Ex. CB 1.0 0 feet - 34 feet none noted none noted 3 30-inch CMP Flows NW 2.7 34 feet - 48 feet none noted none noted 4 30-inch CMP Flows NW 8.81 48 feet - 148 feet none noted none noted 5 30-inch CMP Flows NW --- 148 feet - 254 feet none noted none noted 6 30-inch CMP Flows NW --- 254 feet - 359 feet none noted none noted 7 30-inch CMP Flows NW --- 359 feet - 489 feet none noted none noted 8 30-inch CMP Flows NW, outlets to Bio-swale --- 489 feet - 609 feet none noted none noted 9 Bio-swale Flows west then north, outfalls to Panther Creek --- 609 feet - 809 feet none noted none noted 10 Panther Creek Follows SR 167 for over 1/2 mile --- 809 feet - 2900 feet none noted none noted TASK 4 Drainage System Description and Problem Descriptions 4.0 TASK 4 – DRAINAGE SYSTEM DESCRIPTION AND PROBLEM DESCRIPTIONS Runoff from the project site will be routed to the major conveyance element on the north side of the medical center complex. This downstream drainage course consists chiefly of 30-inch diameter CMP culverts. As mentioned previously, the release rate from the detention vault proposed for this project site is much less than current site conditions allow, which currently discharges runoff without providing detention. In addition, water quality will be provided for this project site in the form of a modular wetland system. Therefore, there shouldn't be any problems occurring from this new development. TASK 5 Mitigation of Existing or Potential Problems 5.0 TASK 5 – MITIGATION OF EXISTING OR POTENTIAL PROBLEMS Since flow control will be provided by this project, which was not provided previously for this portion of the medical center, the proposed flow control and water quality standards should mitigate any impacts from new development in this portion of the redevelopment project. This project will also provide enhanced water quality, for which modular wetland systems have GULD from the Department of Ecology. In addition, a coalescing plate oil/water separator at the outlet to the garage will collect any oil and keep it from being discharged into the downstream drainage course. This is over and above what currently exists on this project site. Therefore, runoff characteristics should actually improve quite a bit. Tab 4.0 4.0 FLOW CONTROL, LOW IMPACT DEVELOPMENT, AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology Since the City has indicated that the Duration Standard – predeveloped forested – is the required flow control menu to be followed for this site, the pre-developed condition must be modeled as till forest. However, there are portions of the existing pre-developed conditions that consist of impervious surface as well as landscape areas. These will be ripped out with new impervious surface to replace most of the existing development on the site, with the exception of 0.055 acres of asphalt which will be overlain, and thus does not count as new or replaced impervious surface. See the tables in Section B, below, for the predeveloped conditions which were modelled for each vault. B. Developed Site Hydrology The total area of development on this site is 1.96 acres. Two separate detention vaults are required to treat the runoff from this site, one for the pollution generating impervious surfaces (including the bypass areas) and landscaping, and the other for roof runoff, including the green-roof. These are respectively referred to as the "roof vault" and the "site vault". The site vault will discharge into a MWS for enhanced treatment, whereas the roof vault will discharge directly to the existing storm drainage system. There will be another vault on-site which receive runoff from the road improvements. This will be followed by a MWS as well. There are two areas on-site, totaling to 0.117 acres. These areas will be divided between the vaults intended for PGIS, the site vault and the road vault. The road vault is proposing a mitigation trade for its respective portion of bypass area, since there is additional, undisturbed, upstream area contributing to the vault. The land cover of the contributing upstream area is a pollution generating impervious surface, whereas not all of the bypass areas are pollution generating, i.e. the multiple ADA ramps on Talbot Rd. S. and S 43rd St. Therefore, treatment of this mitigation trade area will provide more water quality benefits than required. The site vault is sized to compensate for the bypass area by detaining the flows contributing to it so the net effect of flow control downstream is if the vault were able to capture runoff from the bypass area. This is achieved by detaining the runoff for a longer period of time. The green roof was modelled as 50% impervious and 50% pasture since the growing medium is greater than 8 inches in depth, per table 1.2.9.A (RSWDM, 2017). Acreage 1.051 1.051 Pre- developed Land Cover Forested Total Site Detention Vault Landscape 0.016 Impervious 0.042 0.058 0.142 0.851 1.051DevelopedLandscape Impervious Bypass Total C. Performance Standards The area-specific flow control facility standard determined from the City of Renton is the Duration Standard – which requires the predeveloped site conditions to be modeled as till forest. The conveyance system capacity standard for this development will be the Modified Rational Method as adopted by the City of Renton. The area-specific water quality treatment menu to be followed for this project site is the Enhanced Water Quality Menu, which is met with a modular wetland system for the pollution generating impervious surfaces associated with both the on-site improvements as well as the road improvements. D. Flow Control System The flow control duration standard of matching forested site conditions requires that the developed discharge durations shall not exceed predeveloped durations for the range of predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. WWHM automatically applies the duration standard to each vault. Furthermore, flow control duration standard requires that developed peak discharge rates shall not exceed predeveloped peak discharge rates for the 2- and 10- year return periods. The figure below shows that the release rates from the detention vaults on-site do not exceed the predeveloped discharge rates for the 2- and 10- year return periods. This data is also included in the following WWHM reports. 0.844 0.844 Acreage Roof Detention Vault Land Cover Pre- developed Forested Total Pasture 0.0615 Impervious 0.0615 0.123 0.721 0.844DevelopedRooftop Green- roof Total Acreage Threshold Discharge Area 0.428 Mitigation Area 0.279 0.707 Road Improvement Detention Vault Land Cover 0.051 Total Impervious (Excess Mitigation Area) Pre- developed Forested 0.758 DevelopedLandscape Impervious Total 0.758 0.043 0.715 Predeveloped Flow (cfs) Developed Flow (cfs) Excursion (%) Predeveloped Flow (cfs) Developed Flow (cfs) Excursion (%) Predeveloped Flow (cfs) Developed Flow (cfs) Excursion (%) 2 year 0.057 0.033 -42%0.025 0.015 -40%0.034 0.017 -50% 10 year 0.108 0.054 -50%0.047 0.028 -40%0.059 0.031 -47% Detention Vault Performance Results Return Period Site Detention Vault Roof Detention Vault Road Improvement Vault Each on-site detention vault is equipped with a 12" riser, which is capable of conveying flows of ~2.7 cfs with 0.5 feet of head (see figure 3.2.16 below). The 100-year discharge from the vaults range from 0.06 to 0.1 cubic feet per second. Thus, the risers are effectively designed as bypasses for the 100-year event. There is 0.058 acres of bypass area that has been compensated for in the Site Detention Vault. These areas have been mitigated per section 1.2.3.2.E of the 2017 RSWDM as follows: 1. The point of convergence for runoff from the bypass areas and the discharge from the detention vault is located within a quarter-mile downstream of the project site's discharge point. 2. The increase in the existing site conditions 100-year peak discharge from the 0.058 acre area of bypassed target surfaces does not exceed 0.4 cfs, as the runoff from the developed site during the 100-year storm is only 0.04 cfs. See the associated WWHM report on the following pages for verification. 3. No significant adverse impacts to downstream drainage systems are caused by runoff from these bypass areas 4. Water quality requirements for the bypass area is achieved due to a bioswale downstream which has been previously sized for this development. See Drainage Component #9 in the Off-Site analysis. 5. The bypass areas have been compensated for by decreasing the release from the detention vault. Compensatory mitigation is provided by a detention vault so that the net discharge at the point of convergence downstream is less than pre- developed flows, even considering the uncontrolled discharge from the bypass areas. The road improvement detention vault is designed to handle the runoff from road improvements in the North Access Road, and Talbot Road South. Since there are several areas offsite which cannot be detained in this vault, a mitigation trade is proposed. The road vault will also mitigate 0.059 acres of area from the Eastern corner of the MOB site. There is approximately 0.279 acres of offsite area, runoff from which will bypass the facility. However, an additional 0.33 acres of area from Talbot Rd. S. which is not being disturbed will flow into the detention vault. The runoff from this area will be detained and treated instead. The additional 0.051 acre area (0.33 - 0.279 ac) has been modelled as existing impervious. These mitigation trade areas are designed according per section 1.2.3.2.G of the 2017 RSWDM as follows: 1. The existing developed non-target surface area does have runoff characteristics equivalent to those of the target surface area for which mitigation is being traded and is not currently mitigated to the same flow control performance requirement as the target surface area. The mitigated areas being treated area roadway similar to those areas which bypass the facility. 2. Runoff from both the target surface area being traded and the flow control facility converge before discharge from the Valley Medical Center. 3. The net effect in terms of flow control at the point of convergence downstream is the same as without the mitigation trade due to sizing the vault for an equivalent amount of area. 4. The un-detained runoff from the target surface area being traded does not create a significant adverse impact to downstream drainage systems, salmonid habitat, or properties prior to convergence with runoff from the flow control facility. 5. Consideration of an offsite area to be mitigated for must take into account the likelihood of that area redeveloping in the future, and since this is a road improvement project, it is unlikely that mitigation of these surfaces will be provided in the future beyond this mitigation trade. E. Water Quality System The site is located in a Basic Water Quality Treatment Area, but the City of Renton has indicated that it is required to choose a treatment option from the Enhanced Water Quality Menu. The treatment option utilized for this project, Modular Wetlands from BioClean, have received General Use Level Designation for Basic, Enhanced, and Phosphorus Water Quality treatment capabilities through the Department of Ecology. The following pages contain construction details of the proposed water quality facilities used to treat runoff from both on-site pollution generating impervious surfaces (PGIS) and from the road improvements. This section also shows the calculations and sizing requirements that are being provided for this project by BioClean for the modular wetland system. No Low-Impact Development BMPs are feasible for this site per the Soils Engineer, who determined that the on-site soils are not capable of infiltrating. Please refer to the soils report in Section 6.0, SPECIAL REPORTS AND STUDIES. F. Flow Control BMP Analysis and Design The Geotechnical Engineer has prepared a report that indicates that the infiltration rate of the soils at the site is less than 1/100th of a foot in a four-hour period, which makes many of the required BMP's infeasible. See bullet list below for BMP selection process based upon feasibility.  Full dispersion - This BMP is not feasible because there is no native vegetated surfaces on site to disperse the required runoff from the target surfaces.  Full infiltration of roof runoff - This BMP is infeasible because the measured infiltration rate is less than 0.3 inches per hour. See attached Addendum to Geotechnical Report No. 1.  Full infiltration - This BMP is infeasible because the measured infiltration rate is less than 0.3 inches per hour. See attached Addendum to Geotechnical Report No. 1.  Limited Infiltration - This BMP is infeasible because the measured infiltration rate is less than 0.3 inches per hour. See attached Addendum to Geotechnical Report No. 1.  Bio-retention - This BMP is infeasible because the measured infiltration rate is less than 0.3 inches per hour. See attached Addendum to Geotechnical Report No. 1.  Permeable Pavement - This BMP is infeasible because the measured infiltration rate is less than 0.3 inches per hour.  Basic Dispersion - There is not sufficient vegetated areas on site to allow for the vegetated flow-path lengths required for basic dispersion of the target surfaces.  Vegetated Roofs - There is a 0.123 AC vegetated roof on this site, which totals to 6.3% of the total site area. The roof will be waterproofed with appropriate materials by the general contractor per the architectural plans. An underdrain system will be provided in the form of three-dimensional, molded panels of recycled polyethylene with drainage channels top and bottom sides and water retention reservoirs top side (American Hydrotech, Inc. Gardendrain GR30). Gardenedge by American Hydrotech will be supplemented by 8' leveling stripes where needed to provide soil containment. The structural foundation has been verified to be capable of supporting the green roof. The plant community on the green roof has been designed to withstand harsh roof conditions by licensed Landscape Architects. The growing medium will be composed of a 12-18" thick layer of American Hydrotech Intensive LiteTop Growing Media, which has a saturated water capacity of ~40% which will provide sufficient capacity to store 3" of water, allowing for full BMP credit. Thus, the vegetated roof fulfills core requirement #9. See the following calculations for verification.  Reduced impervious surface credit: Not sought because Vegetated Roofs are all that is required. However, these BMP options are also infeasible. o Restricted footprint: This project requires a certain size building, 0.81 acre in size. Therefore, there is no way to restrict the footprint. o Wheel strip driveways: This project relies upon asphalt driveways to access the site, not wheel strip driveways. o Minimum disturbance foundation: The entire foundation of this building will be disturbed under construction to the extent feasible. o Open grid decking over pervious surface: Porous concrete will be the means of providing a stable surface for the sidewalks. The owner of this project does not intend to use open grid decking over previous surface.  Native growth retention credit: This project is not seeking credits for this BMP.  Tree Retention Credit: There are nine deciduous trees 6-12" in diameter, and seven coniferous trees which will be retained on the site. However, this site is not seeking this credit.  Establishing a minimum soil quality and depth: The soil amendment is not the same as preservation of naturally occurring soil and vegetation. However, establishing a minimum soil quality and depth will provide improved on-site management of storm water flow and water quality. Therefore, minimum soil quality and depth must be instituted on this project site, in accordance with the notes on the plans submitted herewith.  Perforated pipe connection: Perforated pipe connection is considered infeasible, see attached Addendum to Geotechnical Report No. 1. Conclusion: It is up to interpretation of the vegetated roof sizing calculations in C.2.15.2 whether or not this project fully satisfies the BMP requirements. Nevertheless, BMP's were utilized to the Maximum extent feasible. All BMPs are infeasible for the road improvement project due to lack of infiltration capacity or adequate vegetated area. Green Roof BMP Calculations The Green Roof will be supplied with American Hydrotech's Gardendrain GR 30, and a 12-14" thick layer of American Hydrotech's Intensive Litetop growing media. The GR30 provides 0.05 ft3 of water storage per square foot. The Intensive Litetop growing media exhibits a saturated water capacity of greater than 40%. See the following vegetated roof covering specifications sheet for verification. Given:  Water storage in underdrain = 0.05 ft3/ft2  12" thick growing medium w/ saturated water capacity >40%  0.123 acre green roof (see plans) Find: The provided water storage, and consequent amount of target surface mitigated by the GreenRoof BMP. Solution: 0.123 acre green roof * 12 in * |1 𝑐𝑟 12 𝑖𝑙|43560 𝑐𝑟2 𝑎𝑐𝑟𝑐|0.40 𝑖𝑙3 𝑟𝑎𝑟𝑐𝑟 𝑖𝑙3 𝑟𝑙𝑖𝑙| = 2143 ft3 water The growing media will provide ~2100 cubic feet of water storage. 0.123 𝑎𝑐𝑟𝑒 𝑒𝑟𝑒𝑒𝑚𝑟𝑚𝑚𝑒∗|0.05 𝑐𝑟3 𝑟𝑎𝑟𝑐𝑟 𝑐𝑟2 𝑐𝑎𝑟𝑐𝑐𝑙 𝑐𝑟𝑎𝑖𝑙|∗|43560 𝑐𝑟2 𝑎𝑐𝑟𝑐| = 268 ft3 water The garden drain will provide ~270 cubic feet of water storage. The minimum storage volume required by the RSWDM is 3 inches. Since the target impervious surfaces on-site are 0.196 acres, the minimum storage volume required for Vegetated Roof BMP is: 0.196 𝑎𝑐𝑟𝑒 𝑟𝑎𝑟𝑒𝑒𝑟 𝑖𝑚𝑚𝑒𝑟𝑟𝑖𝑚𝑟𝑟∗|3 𝑖𝑙 𝑟𝑎𝑟𝑐𝑟 𝑟𝑟𝑙𝑟𝑎𝑐𝑐 𝑎𝑐𝑟𝑐 𝑟𝑎𝑟𝑐𝑐𝑟 𝑖𝑙𝑙𝑐𝑟𝑟𝑖𝑙𝑟𝑟|∗|43560 𝑐𝑟2 𝑎𝑐𝑟𝑐|∗|𝑐𝑟 12 𝑖𝑙| = 2134 ft3 water The growing media and garden drain will provide a total of 2100 cf + 270 cf = 2,370 cubic feet of water storage. Although the surface area of the green roof is less than the area of target impervious surfaces, the storage provided by the green roof is greater than the minimum storage required for Vegetated Roof BMPs given the target impervious surface area on this site.  Detention Volume Required = 2,134 ft3  Detention Volume Provided = 2,370 ft3 Volume III – Hydrologic Analysis and Flow Control BMPs – December 2014 3-57 Riser Overflow. The nomograph in Figure 3.2.16 can be used to determine the head (in feet) above a riser of given diameter and for a given flow (usually the 100-year peak flow for developed conditions). Figure 3.2.16 - Riser Inflow Curves A 12" overflow riser with 0.5' of freeboard can handle flows up to ~2.7 cfs, which is much greater than the 100-year runoff for any basin on this project. VEGETATIVE ROOF DETAIL GREEN ROOF SPECIFICATIONS SHEET Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 1 073363-VEGETATED ROOF COVERING.docx PART 1 - GENERAL 1.1 SUMMARY A. Basis of Design: Membrane/green roof system, including Green Roof systems for steep slopes and flat slopes. Refer to drawings for locations of 'level' and 'sloped' roof assemblies. 1. Approved system manufacturers a. American Hydrotech, Inc. 1.2 RELATED SECTIONS A. Section 328000 — Landscape Irrigation B. Section 329000 — Landscape Planting 1.3 REFERENCES A. American Society for Testing and Materials (ASTM). B. Underwriters Laboratories (UL) Class A. C. ANSI/SPRI VR-1 2011 "Procedure for Investigating Resistance to Root Penetration on Vegetative Roofs". 1.4 DEFINITIONS A. Green Roof -- An area of planting/landscaping, built up on a waterproofed substrate at any level that is separated from the natural ground by a man-made structure. B. Steep Slope Green Roof -- Defined as a slope exceeding 3:12 pitch. C. "C" Factor -- The runoff coefficient used in the Rational Method, "C" represents the portion of the storm rainfall that becomes runoff. D. Curve Number (CN) -- A number that is used with Natural Resource Conservation Service (SCS) methods to convert rainfall depth into runoff volume. The Curve Number takes into account a site's soil type, plant cover, impervious cover, interception and surface storage. 1.5 SYSTEM DESCRIPTION A. Furnish and install a completed green roof including protection course, root barrier protection, drainage/water retention component, filter/drain fabric, lightweight engineered growing medium and vegetation. Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 2 073363-VEGETATED ROOF COVERING.docx B. Furnish and install a completed green roof system for steep slopes and flat slopes, including protection course and root barrier protection, soil stabilization, growing media confinement system, lightweight engineered growing media, and erosion control mat. 1.6 SUBMITTALS A. Certification showing full time quality control of production facilities responsible for the manufacture of the rubberized asphalt and that each batch of material is tested to insure conformance with the manufacturers published physical properties. B. Certification showing that all components of the green roof assembly are being supplied and warranted by a single-source manufacturer. C. Evidence that the roof membrane assembly is currently Class A listed with Underwriters Laboratories. D. Provide product data on all components of the green roof assembly. E. Evidence indicating that water is available at the roof level to ensure the vegetation can receive sufficient moisture through proper maintenance of the green roof. 1.7 QUALITY ASSURANCE A. The Green Roof Installing Contractor shall demonstrate qualifications to perform the work of this Section by submitting the following documentation: 1. Certification or license by the green roof assembly supplier as a locally based, authorized applicator of the products the installer intends to use, for a minimum of five (5) years. 2. List of at least three (3) projects, satisfactorily completed within the past five (5) years, of similar scope and complexity to this project. Previous experience submittal shall correspond to specific membrane system proposed for use by applicator. B. The Green Roof Maintenance Contractor shall demonstrate qualifications to perform the work of this Section by submitting the following documentation: 1. List of at least three (3) green roof projects, satisfactorily completed within the past five (5) years, of similar scope and complexity to this project. Previous experience submittal shall correspond to specific membrane system proposed for use by applicator. C. Green Roof Supplier shall show evidence that the specified green roof assembly has been developed, marketed, supported and installed for a minimum of fifteen (15) years on projects of similar complexity. D. Growing Media Confinement System: Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 3 073363-VEGETATED ROOF COVERING.docx 1. Submit current product quality assurance test data and independent laboratory test results indicating compliance with specified performance. No material shall be considered as an equivalent to the GardenEdge® material unless it meets all areas of this section without exception. 2. Growing media and growing media confinement system shall be supplied by same manufacturer. 3. Green Roof Manufacturer will provide load calculations for growing media confinement system. All structural load calculations for the growing media confinement system shall be verified by the Project's structural engineer or architect. 4. The attachment or anchoring of the growing media confinement system to the building structure shall be designed and verified by the Project's structural engineer as adequate for the application. E. Green roof supplier shall provide data and calculations, specific to the products being submitted, that verify the green roof assembly specified meets the project criteria for storm water runoff volume and rate control. 1. Calculations shall be based on actual testing of supplier's green roof components to be used for the project including but not limited to the regionally specific growing media formulation and water retention/drainage materials. 2. Calculations shall account for vegetated and un-vegetated portions of the roof as well as local climatic conditions including rainfall depth, intensity, duration, and timing. F. Green roof supplier shall provide data demonstrating that the composite C-factor and Curve Number parameters for the specified green roof assembly are less than or equal to those factors used in the engineering design and analysis for the projects drainage and storm water systems analysis. G. Pre-Construction Conferences. The manufacturer shall meet with the necessary parties at the jobsite to review and discuss project conditions as it relates to the integrity of the roofing assembly. 1.8 DELIVERY, STORAGE AND HANDLING A. Deliver materials in original unopened containers of packaging clearly labeled with manufacturer's name, brand name, instruction for use, all identifying numbers, and U.L. labels. B. Materials shall be stored in a neat, safe manner, not to exceed the allowable structural capacity of the storage area. C. Store materials in a clean, dry area protected from water and direct sunlight. 1.9 WARRANTY Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 4 073363-VEGETATED ROOF COVERING.docx A. Upon completion of the work, the contractor shall supply the owner with a warranty of U.S. origin direct from the manufacturer. PART 2 - PRODUCTS 2.1 MATERIALS A. Air Layer 1. Required air space over insulation when moisture mat is required shall be composed of a crush-proof core and non-woven filter fabric similar to the following a. American Hydrotech, Inc. Hydrodrain 300 B. Drainage/Water Retention Component 1. Three-dimensional, molded panels of recycled polyethylene with drainage channels top and bottom sides and water retention reservoirs top side shall meet the following physical properties. a. American Hydrotech, Inc. Gardendrain GR30 C. Filter Fabric 1. Non-woven, needle punched, geotextile filter sheet, made of non-rotting, polypropylene fibers. It is made to be highly resistant to all natural acids and alkalis and is chemically neutral. a. American Hydrotech, Inc. Systemfilter D. Drainage/Soil Confinement Components 1. Extruded aluminum perforated to allow water flow as shown on plans and details. a. Strip sheet heights available: 8.5 inches b. Additional leveling strips: 8.0 inches c. Strip sheet thickness: 0.1 inch d. Various accessories: corner sections, clips and connection bolts. E. Growing Media 1. Custom growing media mix capable of supporting vigorous growth of the specified vegetation, complying with the following specification. a. American Hydrotech Intensive LiteTop Growing Media Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 5 073363-VEGETATED ROOF COVERING.docx 2. Expanded lightweight aggregate for use as fill material for drainage/water retention component as required. - Lightweight Aggregate a. 5/16" - 3/8" expanded, lightweight aggregate F. Vegetation/Plantings 1. Refer to Section 329000. G. Miscellaneous Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 6 073363-VEGETATED ROOF COVERING.docx 1. Inspection Chambers: Aluminum and stainless steel over drain chambers perforated to allow water flow as shown on manufacturer's standard plans and details. 2.2 RELATED MATERIALS A. Intensive plant materials and shall be as shown on plans. B. Metal counterflashing is typically required to provide protection to vulnerable flashing materials from damage due to gardening activities. PART 3 - EXECUTION 3.1 INSPECTION A. The roofing contractor shall not proceed with the installation of the roof membrane assembly until all roof defects have been corrected. 3.2 PREPARATION A. All surfaces shall be dry, smooth, free of depressions, voids, protrusions, clean and free of unapproved curing compounds, form release agents and other surface contaminants. 3.3 GREEN ROOF COMPONENTS INSTALLATION A. All garden roof components shall be installed per manufacturer's requirements. B. Air Layer: When insulation are specified an air layer shall be required between the surface of the insulation and the water retention mat. A layer of Hydrodrain 300 shall be installed over the insulation. The 4 inch (100 mm) salvage edge of the geotextile fabric overlaps adjoining sheets and can be held in place with duct tape. C. Drainage/Water Retention Component. Gardendrain GR30 shall be installed with holes up, over the air layer. Adjacent panels shall be butt together. Gardendrain shall be cut to fit around penetrations, etc. with a heavy-duty utility knife or small toothed saw. D. Filter fabric. A layer of Systemfilter shall be laid over the Gardendrain, lapping adjacent rolls a minimum of 12 inches (300 mm). Enough material shall be left to be drawn up above the anticipated growing media level. Any excess shall be trimmed down to the level of the growing media. E. Manufacturer's growing media confinement system installation guidelines and standard details shall be strictly followed. Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 7 073363-VEGETATED ROOF COVERING.docx 3.4 HARDSCAPE/ACCESSORY INSTALLATION A. Metal edge restraints, curbing and all specified edging materials shall be installed as shown on plans and details. B. All drains shall be fitted with inspection chambers built up to with the proper number of extensions to ensure access at top of growing media level and as shown on the manufacturers standard plans and details for the installation type. 3.5 GROWING MEDIA INSTALLATION A. Growing media shall be placed carefully once the drainage/growing media confinement components are in place and all anchoring work is complete. B. Growing media shall be placed carefully to avoid damage or displacement of other materials such as walls, paving, drainage components, filter fabric and roofing membrane. C. Growing media shall be placed 1"-2" over the top of the drainage/soil confinement component and lightly tamped, rolled or water jetted to leave the growing media a minimum of 1/2" over the top. D. Erosion Control Mat. 1. The erosion control mat shall be installed directly over the growing media and properly staked into place. a. Stake fastening pattern is based on local wind speed, building height and roof. 3.6 VEGETATION INSTALLATION A. Vegetation planting shall be installed in accordance with the manufacturer's recommendations for a seeded grass installation and per Section 329200. B. Plant materials shall not be installed between the fall frost date and the following spring frost date as identified in Section 329200. 3.7 VEGETATION MAINTENANCE A. Contractor/Installer shall maintain plantings in accordance with the Hydrotech Extensive Garden Roof Plant Installation and Maintenance Guideline. Contact Hydrotech for specific maintenance requirements. B. Maintenance activities shall include, but are not limited to, the following: 1. Periodic on-roof monitoring of vegetation 2. Watering to maintain proper growing media moisture content (especially during periods of hot and dry weather) Healthcare Realty Trust Section 073363 VMC Medical Office Building VEGETATED ROOF COVERING 12 June 2017 Barghausen Consulting Engineers, Inc. Project No. 18092 0733363 - 8 073363-VEGETATED ROOF COVERING.docx 3. Weeding to remove unwanted vegetation from planted areas and vegetation free zones. 4. Removal of debris 5. Reporting and photo-documentation of progress of vegetation during maintenance and warranty period. C. Maintenance shall begin immediately after vegetation installation and shall continue for three months after the date of substantial completion of the entire project, per the requirements of Section 329200. END OF SECTION 328000 ADDENDUM TO GEOTECHNICAL REPORT NO. 1 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 June 5, 2017 Valley Medical Center 400 South 43rd Street Renton, Washington 98005 Attention: Becky Hardi Subject: Addendum to Geotechnical Report No. 1 Valley Medical Center – Medical Office Building 400 South 43rd Street Renton, Washington GeoEngineers File No. 2202-024-00 INTRODUCTION The purpose of this letter is to provide updated recommendations regarding stormwater infiltration in accordance with the 2017 City of Renton Stormwater Design Manual (2017 RSWDM). This letter is being submitted as Addendum No. 1 to our geotechnical report dated September 16, 2016, and is subject to the limitations described therein. GeoEngineers, Inc. (GeoEngineers) previously provided geotechnical engineering design for the project, which included an infiltration evaluation in accordance with the 2009 King County Stormwater Design Manual (2009 KCSWDM), the results of which were presented in our geotechnical report dated September 16, 2016. More recently, we provided additional services in an infiltration letter, documenting the results of pilot infiltration testing (PITs), on December 20, 2016, in accordance with the 2014 Stormwater Management Manual for Western Washington (2014 SWMMWW). Our project understanding is based on discussions with the project architect (NBBJ), civil engineer (Barghausen Consulting Engineers), and representatives of Valley Medical Center. We understand that a large below-grade vault is planned to manage the stormwater for the new Medical Office Building (MOB). The City of Renton’s Hearing Examiner issued a Final Decision dated April 5, 2017 for the Valley Medical Center MOB project, and as part of that decision it requires that the project team provide a more robust infiltration evaluation of the Best Management Practices (BMPs) that are provided in the 2017 Renton Storm Water Design Manual (RSWDM). Valley Medical Center. | June 5, 2017 Page 2 File No. 2202-024-00 CONCLUSIONS AND RECOMMENDATIONS Infiltration Subsurface explorations described in our geotechnical report dated September 16, 2016 and in our infiltration letter dated December 20, 2016 consist of four geotechnical borings, depths ranging from 15½ to 35¾ feet below the ground surface (bgs) and four test pits, depths ranging from 3 to 4 feet bgs. Small scale PITs were conducted in two of the test pits. Based on these explorations, our evaluation of the feasibility of the infiltrative Best Management Practices (BMPs) is described below per the requirements of the 2017 RSWDM: ■ Full Infiltration is considered infeasible because the existing soils consist of fill, glacially consolidated soils, and bedrock. These soils have a low infiltration rate which is shown in the results of our PITs for the project. These soils are considered impractical for infiltration due to the low infiltration rate. ■ Limited Infiltration is considered infeasible because the existing soils consist of fill, glacially consolidated soils, and bedrock. These soils have a low infiltration rate which is shown in the results of our PITs for the project. These soils are considered impractical for infiltration due to the low infiltration rate. ■ Bioretention is considered infeasible because the existing soils do not meet the minimum design requirement for infiltration rate. The measured infiltration rate is less than 0.30 inches per hour, as described in our infiltration letter dated December 20, 2016. ■ Permeable Pavement is considered infeasible because the existing soils do not meet the minimum design requirement for infiltration rate. The measured infiltration rate is less than 0.30 inches per hour, as described in our infiltration letter dated December 20, 2016. ■ Perforated Pipe Connection is considered infeasible because the existing soils do not meet the minimum design requirement for infiltration rate. The measured infiltration rate is less than 0.30 inches per hour, as described in our infiltration letter dated December 20, 2016. ■ Rain Gardens are considered infeasible because the existing soils do not meet the minimum design requirement for infiltration rate. The measured infiltration rate is less than 0.30 inches per hour, as described in our infiltration letter dated December 20, 2016. LIMITATIONS We have prepared this letter for Valley Medical Center and members of the design team for use in design of the Valley Medical Center MOB project in Renton, Washington. The data should be provided to prospective contractors for their bidding and estimating purposes, but our report and interpretations should not be construed as a warranty of the subsurface conditions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. SITE DETENTION VAULT BYPASS AREA RUNOFF CALCULATIONS WWHM2012 PROJECT REPORT MOB Site Detention Vault Bypass Area 01/15/2017 18092-Road with Bypass 1/15/2018 11:41:48 AM Page 2 General Model Information Project Name:18092-Road with Bypass Site Name:Road Vault Site Address:MOB City:Renton Report Date:1/15/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2017/04/14 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 18092-Road with Bypass 1/15/2018 11:41:48 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.058 Pervious Total 0.058 Impervious Land Use acre Impervious Total 0 Basin Total 0.058 Element Flows To: Surface Interflow Groundwater 18092-Road with Bypass 1/15/2018 11:41:48 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.058 Impervious Total 0.058 Basin Total 0.058 Element Flows To: Surface Interflow Groundwater 18092-Road with Bypass 1/15/2018 11:41:48 AM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.058 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0 Total Impervious Area:0.058 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.001705 5 year 0.002678 10 year 0.00323 25 year 0.003814 50 year 0.004175 100 year 0.004483 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.022113 5 year 0.027932 10 year 0.031885 25 year 0.037013 50 year 0.040938 100 year 0.044958 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.002 0.029 1950 0.002 0.031 1951 0.004 0.018 1952 0.001 0.016 1953 0.001 0.017 1954 0.001 0.018 1955 0.002 0.020 1956 0.002 0.020 1957 0.002 0.023 1958 0.002 0.018 18092-Road with Bypass 1/15/2018 11:42:21 AM Page 8 1959 0.001 0.019 1960 0.003 0.018 1961 0.001 0.019 1962 0.001 0.017 1963 0.001 0.019 1964 0.002 0.018 1965 0.001 0.023 1966 0.001 0.016 1967 0.002 0.027 1968 0.001 0.031 1969 0.001 0.021 1970 0.001 0.021 1971 0.001 0.025 1972 0.003 0.025 1973 0.001 0.015 1974 0.001 0.022 1975 0.002 0.026 1976 0.001 0.017 1977 0.000 0.019 1978 0.001 0.023 1979 0.001 0.031 1980 0.003 0.028 1981 0.001 0.023 1982 0.002 0.033 1983 0.002 0.027 1984 0.001 0.017 1985 0.001 0.023 1986 0.003 0.020 1987 0.003 0.031 1988 0.001 0.019 1989 0.001 0.023 1990 0.005 0.039 1991 0.003 0.031 1992 0.001 0.017 1993 0.001 0.014 1994 0.000 0.016 1995 0.002 0.020 1996 0.004 0.022 1997 0.003 0.021 1998 0.001 0.021 1999 0.003 0.044 2000 0.001 0.022 2001 0.000 0.024 2002 0.001 0.028 2003 0.002 0.022 2004 0.002 0.041 2005 0.002 0.019 2006 0.002 0.017 2007 0.004 0.038 2008 0.005 0.031 2009 0.003 0.029 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0055 0.0439 2 0.0052 0.0411 3 0.0041 0.0394 18092-Road with Bypass 1/15/2018 11:42:21 AM Page 9 4 0.0040 0.0384 5 0.0038 0.0326 6 0.0033 0.0315 7 0.0033 0.0315 8 0.0031 0.0309 9 0.0030 0.0309 10 0.0028 0.0308 11 0.0027 0.0307 12 0.0026 0.0286 13 0.0026 0.0286 14 0.0025 0.0282 15 0.0024 0.0280 16 0.0023 0.0270 17 0.0023 0.0265 18 0.0021 0.0258 19 0.0020 0.0254 20 0.0020 0.0246 21 0.0019 0.0240 22 0.0019 0.0234 23 0.0019 0.0234 24 0.0018 0.0231 25 0.0018 0.0231 26 0.0017 0.0230 27 0.0017 0.0228 28 0.0017 0.0224 29 0.0016 0.0219 30 0.0015 0.0218 31 0.0015 0.0218 32 0.0015 0.0215 33 0.0014 0.0214 34 0.0014 0.0212 35 0.0014 0.0206 36 0.0014 0.0205 37 0.0014 0.0204 38 0.0014 0.0201 39 0.0013 0.0200 40 0.0013 0.0194 41 0.0013 0.0188 42 0.0013 0.0188 43 0.0012 0.0188 44 0.0012 0.0187 45 0.0012 0.0187 46 0.0012 0.0185 47 0.0012 0.0184 48 0.0012 0.0184 49 0.0011 0.0180 50 0.0011 0.0179 51 0.0011 0.0174 52 0.0010 0.0172 53 0.0010 0.0169 54 0.0009 0.0167 55 0.0008 0.0166 56 0.0007 0.0166 57 0.0007 0.0159 58 0.0007 0.0157 59 0.0004 0.0156 60 0.0002 0.0154 61 0.0002 0.0143 WWHM2012 PROJECT REPORT MOB Roof Detention Vault 09/27/2017 roof detention 09-14-17 9/18/2017 11:53:23 AM Page 2 General Model Information Project Name:roof detention 09-14-17 Site Name: Site Address:180th/ Talbot City:Renton Report Date:9/18/2017 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2017/04/14 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year roof detention 09-14-17 9/18/2017 11:53:23 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.844 Pervious Total 0.844 Impervious Land Use acre Impervious Total 0 Basin Total 0.844 Element Flows To: Surface Interflow Groundwater roof detention 09-14-17 9/18/2017 11:53:23 AM Page 4 Mitigated Land Use .1 Bypass:No GroundWater:No Pervious Land Use acre A B, Pasture, Flat 0.0615 Pervious Total 0.0615 Impervious Land Use acre ROOF TOPS FLAT 0.7825 Impervious Total 0.7825 Basin Total 0.844 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 roof detention 09-14-17 9/18/2017 11:53:23 AM Page 6 Mitigated Routing Vault 1 Width:20 ft. Length:124 ft. Depth:8 ft. Discharge Structure Riser Height:7 ft. Riser Diameter:12 in. Orifice 1 Diameter:0.5 in.Elevation:0 ft. Orifice 2 Diameter:0.6875 in.Elevation:4.21 ft. Orifice 3 Diameter:0.5 in.Elevation:4.79 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.056 0.000 0.000 0.000 0.0889 0.056 0.005 0.002 0.000 0.1778 0.056 0.010 0.002 0.000 0.2667 0.056 0.015 0.003 0.000 0.3556 0.056 0.020 0.004 0.000 0.4444 0.056 0.025 0.004 0.000 0.5333 0.056 0.030 0.005 0.000 0.6222 0.056 0.035 0.005 0.000 0.7111 0.056 0.040 0.005 0.000 0.8000 0.056 0.045 0.006 0.000 0.8889 0.056 0.050 0.006 0.000 0.9778 0.056 0.055 0.006 0.000 1.0667 0.056 0.060 0.007 0.000 1.1556 0.056 0.065 0.007 0.000 1.2444 0.056 0.070 0.007 0.000 1.3333 0.056 0.075 0.007 0.000 1.4222 0.056 0.081 0.008 0.000 1.5111 0.056 0.086 0.008 0.000 1.6000 0.056 0.091 0.008 0.000 1.6889 0.056 0.096 0.008 0.000 1.7778 0.056 0.101 0.009 0.000 1.8667 0.056 0.106 0.009 0.000 1.9556 0.056 0.111 0.009 0.000 2.0444 0.056 0.116 0.009 0.000 2.1333 0.056 0.121 0.009 0.000 2.2222 0.056 0.126 0.010 0.000 2.3111 0.056 0.131 0.010 0.000 2.4000 0.056 0.136 0.010 0.000 2.4889 0.056 0.141 0.010 0.000 2.5778 0.056 0.146 0.010 0.000 2.6667 0.056 0.151 0.011 0.000 2.7556 0.056 0.156 0.011 0.000 2.8444 0.056 0.161 0.011 0.000 2.9333 0.056 0.167 0.011 0.000 3.0222 0.056 0.172 0.011 0.000 3.1111 0.056 0.177 0.012 0.000 3.2000 0.056 0.182 0.012 0.000 3.2889 0.056 0.187 0.012 0.000 roof detention 09-14-17 9/18/2017 11:53:23 AM Page 7 3.3778 0.056 0.192 0.012 0.000 3.4667 0.056 0.197 0.012 0.000 3.5556 0.056 0.202 0.012 0.000 3.6444 0.056 0.207 0.013 0.000 3.7333 0.056 0.212 0.013 0.000 3.8222 0.056 0.217 0.013 0.000 3.9111 0.056 0.222 0.013 0.000 4.0000 0.056 0.227 0.013 0.000 4.0889 0.056 0.232 0.013 0.000 4.1778 0.056 0.237 0.013 0.000 4.2667 0.056 0.242 0.017 0.000 4.3556 0.056 0.248 0.019 0.000 4.4444 0.056 0.253 0.020 0.000 4.5333 0.056 0.258 0.021 0.000 4.6222 0.056 0.263 0.022 0.000 4.7111 0.056 0.268 0.023 0.000 4.8000 0.056 0.273 0.025 0.000 4.8889 0.056 0.278 0.027 0.000 4.9778 0.056 0.283 0.029 0.000 5.0667 0.056 0.288 0.030 0.000 5.1556 0.056 0.293 0.032 0.000 5.2444 0.056 0.298 0.033 0.000 5.3333 0.056 0.303 0.034 0.000 5.4222 0.056 0.308 0.035 0.000 5.5111 0.056 0.313 0.036 0.000 5.6000 0.056 0.318 0.037 0.000 5.6889 0.056 0.323 0.038 0.000 5.7778 0.056 0.328 0.039 0.000 5.8667 0.056 0.334 0.040 0.000 5.9556 0.056 0.339 0.040 0.000 6.0444 0.056 0.344 0.041 0.000 6.1333 0.056 0.349 0.042 0.000 6.2222 0.056 0.354 0.043 0.000 6.3111 0.056 0.359 0.044 0.000 6.4000 0.056 0.364 0.044 0.000 6.4889 0.056 0.369 0.045 0.000 6.5778 0.056 0.374 0.046 0.000 6.6667 0.056 0.379 0.046 0.000 6.7556 0.056 0.384 0.047 0.000 6.8444 0.056 0.389 0.048 0.000 6.9333 0.056 0.394 0.049 0.000 7.0222 0.056 0.399 0.084 0.000 7.1111 0.056 0.404 0.440 0.000 7.2000 0.056 0.409 0.958 0.000 7.2889 0.056 0.415 1.499 0.000 7.3778 0.056 0.420 1.931 0.000 7.4667 0.056 0.425 2.191 0.000 7.5556 0.056 0.430 2.401 0.000 7.6444 0.056 0.435 2.582 0.000 7.7333 0.056 0.440 2.751 0.000 7.8222 0.056 0.445 2.911 0.000 7.9111 0.056 0.450 3.062 0.000 8.0000 0.056 0.455 3.205 0.000 8.0889 0.056 0.460 3.343 0.000 8.1778 0.000 0.000 3.475 0.000 roof detention 09-14-17 9/18/2017 11:53:23 AM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.844 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.0615 Total Impervious Area:0.7825 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.024814 5 year 0.038972 10 year 0.046995 25 year 0.055495 50 year 0.060755 100 year 0.065229 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.014653 5 year 0.022097 10 year 0.028139 25 year 0.037192 50 year 0.045068 100 year 0.054003 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.024 0.011 1950 0.030 0.013 1951 0.055 0.037 1952 0.017 0.010 1953 0.014 0.013 1954 0.021 0.012 1955 0.034 0.012 1956 0.027 0.021 1957 0.022 0.012 1958 0.025 0.012 Developed, Un-Mitigated Flows roof detention 09-14-17 9/18/2017 11:53:55 AM Page 9 1959 0.021 0.011 1960 0.037 0.030 1961 0.021 0.014 1962 0.013 0.010 1963 0.018 0.012 1964 0.023 0.013 1965 0.017 0.018 1966 0.016 0.012 1967 0.034 0.013 1968 0.021 0.012 1969 0.021 0.011 1970 0.017 0.012 1971 0.018 0.012 1972 0.041 0.030 1973 0.018 0.018 1974 0.020 0.012 1975 0.027 0.011 1976 0.020 0.012 1977 0.002 0.011 1978 0.017 0.013 1979 0.010 0.009 1980 0.039 0.034 1981 0.015 0.012 1982 0.030 0.024 1983 0.027 0.012 1984 0.016 0.010 1985 0.010 0.011 1986 0.043 0.013 1987 0.038 0.027 1988 0.015 0.011 1989 0.010 0.011 1990 0.080 0.029 1991 0.048 0.031 1992 0.018 0.013 1993 0.019 0.010 1994 0.006 0.009 1995 0.028 0.014 1996 0.058 0.035 1997 0.049 0.037 1998 0.011 0.010 1999 0.046 0.031 2000 0.019 0.013 2001 0.003 0.009 2002 0.021 0.014 2003 0.027 0.012 2004 0.035 0.040 2005 0.025 0.012 2006 0.029 0.022 2007 0.059 0.045 2008 0.076 0.034 2009 0.037 0.017 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0795 0.0451 2 0.0762 0.0395 3 0.0590 0.0369 roof detention 09-14-17 9/18/2017 11:53:55 AM Page 10 4 0.0581 0.0369 5 0.0546 0.0353 6 0.0486 0.0340 7 0.0479 0.0339 8 0.0456 0.0315 9 0.0430 0.0305 10 0.0407 0.0305 11 0.0386 0.0300 12 0.0380 0.0286 13 0.0374 0.0273 14 0.0369 0.0243 15 0.0347 0.0220 16 0.0341 0.0214 17 0.0337 0.0180 18 0.0304 0.0175 19 0.0296 0.0175 20 0.0294 0.0138 21 0.0276 0.0135 22 0.0272 0.0135 23 0.0271 0.0134 24 0.0268 0.0133 25 0.0266 0.0133 26 0.0249 0.0131 27 0.0247 0.0128 28 0.0244 0.0128 29 0.0234 0.0127 30 0.0219 0.0126 31 0.0214 0.0125 32 0.0212 0.0124 33 0.0210 0.0124 34 0.0210 0.0123 35 0.0208 0.0120 36 0.0206 0.0120 37 0.0201 0.0119 38 0.0197 0.0119 39 0.0192 0.0119 40 0.0192 0.0119 41 0.0185 0.0118 42 0.0185 0.0116 43 0.0182 0.0116 44 0.0178 0.0116 45 0.0172 0.0115 46 0.0172 0.0115 47 0.0170 0.0115 48 0.0168 0.0113 49 0.0164 0.0111 50 0.0161 0.0108 51 0.0154 0.0108 52 0.0150 0.0108 53 0.0139 0.0107 54 0.0130 0.0102 55 0.0110 0.0101 56 0.0104 0.0100 57 0.0098 0.0100 58 0.0097 0.0097 59 0.0065 0.0093 60 0.0034 0.0091 61 0.0023 0.0089 roof detention 09-14-17 9/18/2017 11:53:55 AM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0124 17575 16072 91 Pass 0.0129 16170 10940 67 Pass 0.0134 14970 7174 47 Pass 0.0139 13854 4485 32 Pass 0.0144 12810 4353 33 Pass 0.0148 11822 4235 35 Pass 0.0153 10904 4128 37 Pass 0.0158 10123 4019 39 Pass 0.0163 9388 3921 41 Pass 0.0168 8731 3824 43 Pass 0.0173 8143 3709 45 Pass 0.0178 7602 3561 46 Pass 0.0183 7069 3407 48 Pass 0.0188 6592 3275 49 Pass 0.0192 6149 3125 50 Pass 0.0197 5777 2939 50 Pass 0.0202 5431 2808 51 Pass 0.0207 5103 2667 52 Pass 0.0212 4808 2541 52 Pass 0.0217 4528 2408 53 Pass 0.0222 4254 2257 53 Pass 0.0227 4017 2102 52 Pass 0.0232 3782 1938 51 Pass 0.0236 3551 1779 50 Pass 0.0241 3339 1658 49 Pass 0.0246 3138 1557 49 Pass 0.0251 2952 1467 49 Pass 0.0256 2785 1402 50 Pass 0.0261 2597 1345 51 Pass 0.0266 2449 1283 52 Pass 0.0271 2308 1215 52 Pass 0.0275 2162 1154 53 Pass 0.0280 2026 1093 53 Pass 0.0285 1898 1017 53 Pass 0.0290 1790 928 51 Pass 0.0295 1689 860 50 Pass 0.0300 1590 783 49 Pass 0.0305 1483 715 48 Pass 0.0310 1381 662 47 Pass 0.0315 1292 592 45 Pass 0.0319 1217 548 45 Pass 0.0324 1155 507 43 Pass 0.0329 1098 462 42 Pass 0.0334 1048 418 39 Pass 0.0339 997 351 35 Pass 0.0344 930 323 34 Pass 0.0349 883 299 33 Pass 0.0354 837 271 32 Pass 0.0358 789 251 31 Pass 0.0363 743 231 31 Pass 0.0368 713 206 28 Pass 0.0373 668 185 27 Pass 0.0378 630 173 27 Pass roof detention 09-14-17 9/18/2017 11:53:55 AM Page 13 0.0383 595 158 26 Pass 0.0388 566 146 25 Pass 0.0393 539 129 23 Pass 0.0398 497 115 23 Pass 0.0402 473 111 23 Pass 0.0407 434 106 24 Pass 0.0412 399 100 25 Pass 0.0417 367 82 22 Pass 0.0422 348 65 18 Pass 0.0427 323 57 17 Pass 0.0432 296 49 16 Pass 0.0437 272 42 15 Pass 0.0442 256 36 14 Pass 0.0446 235 28 11 Pass 0.0451 217 3 1 Pass 0.0456 195 0 0 Pass 0.0461 180 0 0 Pass 0.0466 158 0 0 Pass 0.0471 145 0 0 Pass 0.0476 129 0 0 Pass 0.0481 119 0 0 Pass 0.0485 109 0 0 Pass 0.0490 97 0 0 Pass 0.0495 91 0 0 Pass 0.0500 82 0 0 Pass 0.0505 76 0 0 Pass 0.0510 69 0 0 Pass 0.0515 61 0 0 Pass 0.0520 54 0 0 Pass 0.0525 48 0 0 Pass 0.0529 41 0 0 Pass 0.0534 38 0 0 Pass 0.0539 33 0 0 Pass 0.0544 27 0 0 Pass 0.0549 22 0 0 Pass 0.0554 21 0 0 Pass 0.0559 20 0 0 Pass 0.0564 19 0 0 Pass 0.0568 17 0 0 Pass 0.0573 14 0 0 Pass 0.0578 12 0 0 Pass 0.0583 8 0 0 Pass 0.0588 4 0 0 Pass 0.0593 3 0 0 Pass 0.0598 3 0 0 Pass 0.0603 3 0 0 Pass 0.0608 3 0 0 Pass DEVELOPED BASIN MAP WWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATEMODULAR WETLAND #1NEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #4ROOF DRAIN CO #5NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #9NEW CB #10 TYPE 1,W/ SOLID LOCKING LIDNEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDROOF DRAIN CO #6UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONIN COMPLIANCE WITH CITY OF RENTON STANDARDS ROOF DETENTION VAULT DETAIL UW MEDICINE - VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION IN COMPLIANCE WITH CITY OF RENTON STANDARDS WWHM2012 PROJECT REPORT MOB Site Detention Vault 12/21/2017 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 2 General Model Information Project Name:18092-Site Vault no Bypass Site Name:Site Vault Site Address:MOB City:Renton Report Date:12/20/2017 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.167 Version Date:2017/04/14 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year (Reduced Bypass) 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.938 Pervious Total 0.938 Impervious Land Use acre PARKING FLAT 0.055 Impervious Total 0.055 Basin Total 0.993 Element Flows To: Surface Interflow Groundwater 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 4 Bypass Area #1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.058 Pervious Total 0.058 Impervious Land Use acre Impervious Total 0 Basin Total 0.058 Element Flows To: Surface Interflow Groundwater 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 5 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.142 Pervious Total 0.142 Impervious Land Use acre PARKING FLAT 0.851 Impervious Total 0.851 Basin Total 0.993 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 6 Basin 2 Bypass:Yes GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.016 Pervious Total 0.016 Impervious Land Use acre PARKING FLAT 0.042 Impervious Total 0.042 Basin Total 0.058 Element Flows To: Surface Interflow Groundwater 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 8 Mitigated Routing Vault 1 Width:21 ft. Length:136 ft. Depth:8.8 ft. Discharge Structure Riser Height:7.8 ft. Riser Diameter:12 in. Orifice 1 Diameter:0.5 in.Elevation:0 ft. Orifice 2 Diameter:0.625 in.Elevation:5 ft. Orifice 3 Diameter:0.5 in.Elevation:6 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.065 0.000 0.000 0.000 0.0978 0.065 0.006 0.002 0.000 0.1956 0.065 0.012 0.003 0.000 0.2933 0.065 0.019 0.003 0.000 0.3911 0.065 0.025 0.004 0.000 0.4889 0.065 0.032 0.004 0.000 0.5867 0.065 0.038 0.005 0.000 0.6844 0.065 0.044 0.005 0.000 0.7822 0.065 0.051 0.006 0.000 0.8800 0.065 0.057 0.006 0.000 0.9778 0.065 0.064 0.006 0.000 1.0756 0.065 0.070 0.007 0.000 1.1733 0.065 0.076 0.007 0.000 1.2711 0.065 0.083 0.007 0.000 1.3689 0.065 0.089 0.007 0.000 1.4667 0.065 0.096 0.008 0.000 1.5644 0.065 0.102 0.008 0.000 1.6622 0.065 0.109 0.008 0.000 1.7600 0.065 0.115 0.009 0.000 1.8578 0.065 0.121 0.009 0.000 1.9556 0.065 0.128 0.009 0.000 2.0533 0.065 0.134 0.009 0.000 2.1511 0.065 0.141 0.010 0.000 2.2489 0.065 0.147 0.010 0.000 2.3467 0.065 0.153 0.010 0.000 2.4444 0.065 0.160 0.010 0.000 2.5422 0.065 0.166 0.010 0.000 2.6400 0.065 0.173 0.011 0.000 2.7378 0.065 0.179 0.011 0.000 2.8356 0.065 0.185 0.011 0.000 2.9333 0.065 0.192 0.011 0.000 3.0311 0.065 0.198 0.011 0.000 3.1289 0.065 0.205 0.012 0.000 3.2267 0.065 0.211 0.012 0.000 3.3244 0.065 0.218 0.012 0.000 3.4222 0.065 0.224 0.012 0.000 3.5200 0.065 0.230 0.012 0.000 3.6178 0.065 0.237 0.012 0.000 Detention Provided: 21' x 136' x 7.8' = 22,276.8 cf 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 9 3.7156 0.065 0.243 0.013 0.000 3.8133 0.065 0.250 0.013 0.000 3.9111 0.065 0.256 0.013 0.000 4.0089 0.065 0.262 0.013 0.000 4.1067 0.065 0.269 0.013 0.000 4.2044 0.065 0.275 0.013 0.000 4.3022 0.065 0.282 0.014 0.000 4.4000 0.065 0.288 0.014 0.000 4.4978 0.065 0.294 0.014 0.000 4.5956 0.065 0.301 0.014 0.000 4.6933 0.065 0.307 0.014 0.000 4.7911 0.065 0.314 0.014 0.000 4.8889 0.065 0.320 0.015 0.000 4.9867 0.065 0.326 0.015 0.000 5.0844 0.065 0.333 0.018 0.000 5.1822 0.065 0.339 0.020 0.000 5.2800 0.065 0.346 0.021 0.000 5.3778 0.065 0.352 0.022 0.000 5.4756 0.065 0.359 0.023 0.000 5.5733 0.065 0.365 0.024 0.000 5.6711 0.065 0.371 0.024 0.000 5.7689 0.065 0.378 0.025 0.000 5.8667 0.065 0.384 0.026 0.000 5.9644 0.065 0.391 0.027 0.000 6.0622 0.065 0.397 0.029 0.000 6.1600 0.065 0.403 0.031 0.000 6.2578 0.065 0.410 0.032 0.000 6.3556 0.065 0.416 0.033 0.000 6.4533 0.065 0.423 0.034 0.000 6.5511 0.065 0.429 0.035 0.000 6.6489 0.065 0.435 0.036 0.000 6.7467 0.065 0.442 0.037 0.000 6.8444 0.065 0.448 0.038 0.000 6.9422 0.065 0.455 0.039 0.000 7.0400 0.065 0.461 0.040 0.000 7.1378 0.065 0.468 0.040 0.000 7.2356 0.065 0.474 0.041 0.000 7.3333 0.065 0.480 0.042 0.000 7.4311 0.065 0.487 0.043 0.000 7.5289 0.065 0.493 0.043 0.000 7.6267 0.065 0.500 0.044 0.000 7.7244 0.065 0.506 0.045 0.000 7.8222 0.065 0.512 0.081 0.000 7.9200 0.065 0.519 0.483 0.000 8.0178 0.065 0.525 1.065 0.000 8.1156 0.065 0.532 1.641 0.000 8.2133 0.065 0.538 2.051 0.000 8.3111 0.065 0.544 2.300 0.000 8.4089 0.065 0.551 2.507 0.000 8.5067 0.065 0.557 2.698 0.000 8.6044 0.065 0.564 2.875 0.000 8.7022 0.065 0.570 3.043 0.000 8.8000 0.065 0.577 3.201 0.000 8.8978 0.065 0.530 3.352 0.000 18092-Site Vault no Bypass 12/20/2017 5:23:13 PM Page 10 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.996 Total Impervious Area:0.055 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.158 Total Impervious Area:0.893 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.056778 5 year 0.08592 10 year 0.108165 25 year 0.139737 50 year 0.16585 100 year 0.194254 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.033214 5 year 0.044942 10 year 0.053873 25 year 0.066565 50 year 0.0771 100 year 0.088613 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.080 0.038 1950 0.081 0.037 1951 0.093 0.055 1952 0.041 0.022 1953 0.032 0.029 1954 0.043 0.028 1955 0.062 0.031 1956 0.058 0.041 1957 0.063 0.033 1958 0.047 0.026 Developed, Un-Mitigated Flows 18092-Site Vault no Bypass 12/20/2017 5:23:46 PM Page 11 1959 0.041 0.025 1960 0.083 0.042 1961 0.049 0.039 1962 0.030 0.022 1963 0.045 0.030 1964 0.053 0.031 1965 0.051 0.033 1966 0.039 0.027 1967 0.086 0.037 1968 0.056 0.037 1969 0.051 0.030 1970 0.050 0.028 1971 0.058 0.033 1972 0.074 0.051 1973 0.039 0.030 1974 0.055 0.033 1975 0.072 0.034 1976 0.053 0.028 1977 0.029 0.026 1978 0.042 0.029 1979 0.036 0.034 1980 0.119 0.045 1981 0.044 0.032 1982 0.095 0.056 1983 0.054 0.032 1984 0.038 0.023 1985 0.028 0.029 1986 0.078 0.031 1987 0.079 0.042 1988 0.034 0.024 1989 0.029 0.024 1990 0.211 0.056 1991 0.111 0.055 1992 0.048 0.025 1993 0.039 0.019 1994 0.023 0.019 1995 0.053 0.034 1996 0.118 0.055 1997 0.089 0.058 1998 0.047 0.029 1999 0.135 0.050 2000 0.047 0.033 2001 0.028 0.031 2002 0.064 0.040 2003 0.081 0.032 2004 0.088 0.056 2005 0.062 0.028 2006 0.059 0.041 2007 0.162 0.140 2008 0.159 0.054 2009 0.083 0.037 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2106 0.1397 2 0.1624 0.0578 3 0.1585 0.0565 18092-Site Vault no Bypass 12/20/2017 5:23:46 PM Page 12 4 0.1351 0.0562 5 0.1188 0.0561 6 0.1175 0.0549 7 0.1106 0.0549 8 0.0950 0.0547 9 0.0927 0.0540 10 0.0891 0.0505 11 0.0875 0.0497 12 0.0860 0.0448 13 0.0831 0.0424 14 0.0830 0.0418 15 0.0808 0.0410 16 0.0806 0.0406 17 0.0801 0.0401 18 0.0792 0.0392 19 0.0776 0.0377 20 0.0743 0.0373 21 0.0719 0.0371 22 0.0637 0.0369 23 0.0626 0.0368 24 0.0618 0.0339 25 0.0618 0.0337 26 0.0586 0.0336 27 0.0582 0.0334 28 0.0578 0.0327 29 0.0556 0.0326 30 0.0547 0.0326 31 0.0540 0.0325 32 0.0530 0.0324 33 0.0528 0.0320 34 0.0527 0.0319 35 0.0509 0.0309 36 0.0506 0.0307 37 0.0496 0.0307 38 0.0489 0.0306 39 0.0482 0.0302 40 0.0475 0.0298 41 0.0467 0.0297 42 0.0466 0.0292 43 0.0452 0.0291 44 0.0444 0.0289 45 0.0429 0.0287 46 0.0423 0.0284 47 0.0412 0.0283 48 0.0409 0.0279 49 0.0393 0.0278 50 0.0392 0.0275 51 0.0391 0.0261 52 0.0385 0.0259 53 0.0362 0.0255 54 0.0338 0.0245 55 0.0321 0.0240 56 0.0295 0.0235 57 0.0287 0.0231 58 0.0286 0.0225 59 0.0284 0.0223 60 0.0278 0.0193 61 0.0225 0.0192 18092-Site Vault no Bypass 12/20/2017 5:23:46 PM Page 14 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0284 9586 3942 41 Pass 0.0298 8446 3510 41 Pass 0.0312 7463 3093 41 Pass 0.0326 6618 2721 41 Pass 0.0339 5867 2372 40 Pass 0.0353 5262 2044 38 Pass 0.0367 4721 1706 36 Pass 0.0381 4231 1350 31 Pass 0.0395 3807 1074 28 Pass 0.0409 3422 841 24 Pass 0.0423 3082 636 20 Pass 0.0437 2748 425 15 Pass 0.0451 2460 322 13 Pass 0.0464 2237 255 11 Pass 0.0478 2021 170 8 Pass 0.0492 1823 125 6 Pass 0.0506 1626 90 5 Pass 0.0520 1465 72 4 Pass 0.0534 1320 62 4 Pass 0.0548 1186 56 4 Pass 0.0562 1086 52 4 Pass 0.0575 996 44 4 Pass 0.0589 902 39 4 Pass 0.0603 828 36 4 Pass 0.0617 756 32 4 Pass 0.0631 688 31 4 Pass 0.0645 622 28 4 Pass 0.0659 551 26 4 Pass 0.0673 496 19 3 Pass 0.0687 445 19 4 Pass 0.0700 388 18 4 Pass 0.0714 344 18 5 Pass 0.0728 298 18 6 Pass 0.0742 261 16 6 Pass 0.0756 218 16 7 Pass 0.0770 189 15 7 Pass 0.0784 166 14 8 Pass 0.0798 145 14 9 Pass 0.0812 126 13 10 Pass 0.0825 112 13 11 Pass 0.0839 94 11 11 Pass 0.0853 83 10 12 Pass 0.0867 71 9 12 Pass 0.0881 62 8 12 Pass 0.0895 52 8 15 Pass 0.0909 49 6 12 Pass 0.0923 43 6 13 Pass 0.0936 35 6 17 Pass 0.0950 31 6 19 Pass 0.0964 27 6 22 Pass 0.0978 27 6 22 Pass 0.0992 25 6 24 Pass 0.1006 24 6 25 Pass 18092-Site Vault no Bypass 12/20/2017 5:23:46 PM Page 15 0.1020 23 6 26 Pass 0.1034 20 3 15 Pass 0.1048 20 3 15 Pass 0.1061 18 3 16 Pass 0.1075 15 3 20 Pass 0.1089 12 3 25 Pass 0.1103 12 3 25 Pass 0.1117 11 3 27 Pass 0.1131 11 3 27 Pass 0.1145 10 3 30 Pass 0.1159 10 3 30 Pass 0.1173 10 3 30 Pass 0.1186 8 3 37 Pass 0.1200 7 2 28 Pass 0.1214 7 2 28 Pass 0.1228 7 2 28 Pass 0.1242 7 2 28 Pass 0.1256 7 1 14 Pass 0.1270 7 1 14 Pass 0.1284 7 1 14 Pass 0.1297 7 1 14 Pass 0.1311 7 1 14 Pass 0.1325 7 1 14 Pass 0.1339 7 1 14 Pass 0.1353 6 1 16 Pass 0.1367 5 1 20 Pass 0.1381 5 1 20 Pass 0.1395 5 1 20 Pass 0.1409 5 0 0 Pass 0.1422 4 0 0 Pass 0.1436 4 0 0 Pass 0.1450 4 0 0 Pass 0.1464 4 0 0 Pass 0.1478 4 0 0 Pass 0.1492 4 0 0 Pass 0.1506 4 0 0 Pass 0.1520 4 0 0 Pass 0.1534 4 0 0 Pass 0.1547 3 0 0 Pass 0.1561 3 0 0 Pass 0.1575 3 0 0 Pass 0.1589 2 0 0 Pass 0.1603 2 0 0 Pass 0.1617 2 0 0 Pass 0.1631 1 0 0 Pass 0.1645 1 0 0 Pass 0.1659 1 0 0 Pass DEVELOPED BASIN MAP WWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATEMODULAR WETLAND #1NEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #4ROOF DRAIN CO #5NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDWWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #9NEW CB #10 TYPE 1,W/ SOLID LOCKING LIDNEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDROOF DRAIN CO #6UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONIN COMPLIANCE WITH CITY OF RENTON STANDARDS SITE DETENTION VAULT DETAIL UW MEDICINE - VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION IN COMPLIANCE WITH CITY OF RENTON STANDARDS MODULAR WETLAND SYSTEM SIZING CALCULATIONS 398 Via El Centro, Oceanside, CA 92058 (760) 433-7640 • Fax (760) 433-3176 www.biocleanenvironmental.com MWS SIZING Anthony J. Spolar 9/20/2017 398 Via El Centro, Oceanside, CA 92058 (760) 433-7640 • Fax (760) 433-3176 www.biocleanenvironmental.com Date: 09/20/17 Subject: 4249 – VMC Medical Office Building, Renton, Wa To Whom It May Concern, The MWS Linear will be sized in accordance with the TAPE GULD approval for the Modular Wetland System. The system is sized at a loading rate of (less than or equal to) 1.0 gpm/ sq ft, where the pre-filter cartridges are sized at a loading rate of less than 2.10 gpm/ sq ft. Design, sizing, and loading have been reviewed and approved by a Modular Wetland Representative and is ready for final approval. Shown below are the calculations for this Project: MWS-L-4-6.33-V-UG  Required Treatment Flow Rate = 0.0499 cfs  MWS-Linear-4-6 Treatment Capacity Provided = 0.0499 cfs or 22.39 gpm at 2.5’ HGL  Pre-filter Cartridge = 1 half size cartridge  Surface Area per Cartridge = 12.8 sq ft  Loading rate (Pre-Filter Cartridge) = 1.7 gpm / sq ft  MWS Wetland Surface Area = 23.25 sf  Loading Rate (Wetland Media) = 1.0 gpm/sf If you have any questions please feel free to contact us at your convenience. Sincerely, Anthony J. Spolar, E.I.T. Stormwater Engineer Modular Wetland System, Inc. 398 Via El Centro, Oceanside, CA 92058 (760) 433-7640 • Fax (760) 433-3176 www.biocleanenvironmental.com 𝑪𝑪𝑨𝑪 𝑳𝑹𝑪𝑹 𝑹𝑪𝑪𝑹𝑨𝑳𝑪𝑹𝑳𝑨𝑹 𝑹𝑪𝑪𝑹 𝐺�ℎ𝑟𝑎𝑘 𝑟�𝑎𝑟: 𝑄=𝑉𝐴; 𝑄=𝑘𝑎𝑎𝑘 𝑎𝑘𝑘𝑟 𝑟𝑎𝑟𝑎,𝑉= 𝑎𝑐√2𝑎�,𝐴=𝑉(𝑎�) 𝑎𝑐 �ℎ𝑟 𝑟�𝑎 𝑎�ℎ𝑟𝑎�𝑎𝑟𝑎𝑎 𝑎𝑘𝑎𝑎𝑎�ℎ𝑎𝑎𝑘𝑟,𝑉 �ℎ𝑟 𝑟�𝑎 𝑟�ℎ𝑎𝑟� 𝑘𝑎 𝑟�𝑎 𝑟𝑎�ℎ𝑟 & � �ℎ𝑟 𝑟�𝑎 𝑘𝑎𝑎𝑘 𝐺𝐺𝐿 𝑎𝑄=𝑎𝑐√2𝑎� (𝑉)(𝑎�) ∫𝑎𝑄 𝑄 0 =𝑎𝑐𝑉√2𝑎 ∫�1/2 𝑎� � 0 𝑄=𝑎𝑐𝑉 √2𝑎 2 3 �3/2 �= (𝑄 2 3 𝑎𝑐𝑉√2𝑎 ) 2/3 𝐷𝑎𝑟𝑎𝑟𝑘�ℎ𝑘𝑎 𝑘𝑎𝑎𝑘 𝐺𝐺𝐿 𝑎𝑦 𝑟𝑎𝑘�ℎ𝑘𝑎 𝑟�𝑎 𝑟𝑟𝑘:(𝑘𝑟𝑟𝑘𝑎𝑟 𝑘�ℎ𝑘𝑎 𝑎𝑘𝑎𝑟.) +(1 �ℎ𝑘𝑎� 𝑎�ℎ𝑎𝑎𝑎𝑟𝑎𝑘𝑟�ℎ𝑎𝑘 𝑎𝑎𝑟𝑟𝑎𝑎𝑘 𝑎�ℎ𝑟𝑎�𝑎𝑟𝑎𝑎 𝑎�𝑎𝑘𝑎𝑎𝑟 𝑎𝑘𝑎 𝑘𝑟𝑎 −𝑟𝑟𝑎𝑎𝑟𝑘𝑎𝑘𝑟 𝑎�𝑎𝑘𝑎𝑎𝑟)+(𝑟𝑎�ℎ𝑟 �𝑎�ℎ𝑎�𝑟)+(�𝑎𝑎𝑎 𝑘𝑟𝑎𝑟 𝑟𝑎�ℎ𝑟) MWS-4-6.33-V-UG: 𝐺�ℎ𝑟𝑎𝑘 𝑟�𝑎𝑟: 𝑄𝑝𝑐𝑎𝑘=0.33 𝑎𝑎𝑟; 𝑉=3′ �= (0.33 2 3 (0.6076)(3)√2(32.17) ) 2/3 =0.11′ Peak HGL = 69.23’ + 0.08’ + 2.5’ + 0.11’ = 71.92’ 398 Via El Centro, Oceanside, CA 92058 (760) 433-7640 • Fax (760) 433-3176 www.biocleanenvironmental.com 𝑳𝑹𝑹 𝑳𝑹𝑪𝑪𝑪𝑪𝑪 𝑹𝑪𝒁𝑪𝑳𝑪 𝐺�ℎ𝑟𝑎𝑘 𝑟�𝑎𝑟: 𝑄=𝑉𝐴; 𝑄=𝑟𝑟𝑎𝑎𝑟𝑘𝑎𝑘𝑟 𝑎𝑘𝑘𝑟 𝑟𝑎𝑟𝑎,𝑉= 𝑎𝑐√2𝑎� ,𝐴= 𝜋𝐷2 4 𝑎𝑐 �ℎ𝑟 𝑟�𝑎 𝑎�ℎ𝑟𝑎�𝑎𝑟𝑎𝑎 𝑎𝑘𝑎𝑎𝑎�ℎ𝑎𝑎𝑘𝑟 & � �ℎ𝑟 𝑟�𝑎 𝑟𝑟𝑎𝑎𝑟𝑘𝑎𝑘𝑟 𝐺𝐺𝐿 𝑄𝑎𝑟𝑟�ℎ𝑟𝑎 𝑟𝑘 𝑟𝑘𝑘𝑟𝑎 𝑎𝑘𝑟 𝑟�𝑎 𝑎�ℎ𝑎𝑘𝑎𝑟𝑎𝑟 𝑘𝑎 𝑟�𝑎 𝑘𝑟�ℎ𝑎�ℎ𝑎𝑎. [𝐴= 𝑄 𝑉] 𝑟𝑐𝑣𝑟�ℎ𝑡𝑐→ 𝜋𝐷2 4 = 𝑄 𝑎𝑐√2𝑎� 𝐷= √4𝑄 𝜋𝑎𝑐√2𝑎� ; 𝑎𝑐= 𝑎𝑣𝑎𝑐=(0.98)(0.62)=0.6076 MWS-4-6.33-V-UG: 𝐺�ℎ𝑟𝑎𝑘:𝑄=0.0499 𝑎𝑎𝑟 ,�=2.5 𝑎𝑟 𝐷= √ 4(0.0499) 𝜋(0.6076)√2(32.17)(2.5)=0.09′=1.09" 𝑄�𝑎 𝑎�ℎ𝑎𝑘𝑎𝑟𝑎𝑟 𝑘𝑎 𝑟�𝑎 𝑘𝑟�ℎ𝑎�ℎ𝑎𝑎 𝑘𝑎𝑎𝑎𝑟 𝑟𝑘 𝑎𝑎 1.09" �ℎ𝑘 𝑘𝑟𝑎𝑎𝑟 𝑟𝑘 𝑘𝑟𝑘𝑎𝑟𝑎𝑎 𝑎 �𝑎𝑎𝑎 𝑘𝑎 2.5′ �ℎ𝑘 𝑟�𝑎 𝐿𝑉𝑄 𝑟𝑘�ℎ𝑟. MODULAR WETLAND DETAIL DEVELOPED BASIN MAP DN UPDNUP400LOBBY401STORSTAIR 8 STAIR 7ELEV 4ELEV 5403STORAGEELEV 3 UW MEDICINE - VALLEY MEDICAL CENTERROAD IMPROVEMENTS FLOW CONTROL CALCULATIONS WWHM2012 PROJECT REPORT MOB Road Improvement Detention Vault 1/19/2017 18092-Road with Bypass 1/19/2018 6:11:20 AM Page 2 General Model Information Project Name:18092-Road with Bypass Site Name:Road Vault Site Address:MOB City:Renton Report Date:1/19/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.000 Version Date:2017/04/14 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 18092-Road with Bypass 1/19/2018 6:11:20 AM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.707 Pervious Total 0.707 Impervious Land Use acre ROADS FLAT 0.051 Impervious Total 0.051 Basin Total 0.758 Element Flows To: Surface Interflow Groundwater 18092-Road with Bypass 1/19/2018 6:11:20 AM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.043 Pervious Total 0.043 Impervious Land Use acre ROADS FLAT 0.715 Impervious Total 0.715 Basin Total 0.758 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 18092-Road with Bypass 1/19/2018 6:11:20 AM Page 6 Mitigated Routing Vault 1 Width:19 ft. Length:100 ft. Depth:8 ft. Discharge Structure Riser Height:7 ft. Riser Diameter:12 in. Orifice 1 Diameter:0.5625 in.Elevation:0 ft. Orifice 2 Diameter:0.55 in.Elevation:4 ft. Orifice 3 Diameter:0.8 in.Elevation:5.8 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.043 0.000 0.000 0.000 0.0889 0.043 0.003 0.002 0.000 0.1778 0.043 0.007 0.003 0.000 0.2667 0.043 0.011 0.004 0.000 0.3556 0.043 0.015 0.005 0.000 0.4444 0.043 0.019 0.005 0.000 0.5333 0.043 0.023 0.006 0.000 0.6222 0.043 0.027 0.006 0.000 0.7111 0.043 0.031 0.007 0.000 0.8000 0.043 0.034 0.007 0.000 0.8889 0.043 0.038 0.008 0.000 0.9778 0.043 0.042 0.008 0.000 1.0667 0.043 0.046 0.008 0.000 1.1556 0.043 0.050 0.009 0.000 1.2444 0.043 0.054 0.009 0.000 1.3333 0.043 0.058 0.009 0.000 1.4222 0.043 0.062 0.010 0.000 1.5111 0.043 0.065 0.010 0.000 1.6000 0.043 0.069 0.010 0.000 1.6889 0.043 0.073 0.011 0.000 1.7778 0.043 0.077 0.011 0.000 1.8667 0.043 0.081 0.011 0.000 1.9556 0.043 0.085 0.012 0.000 2.0444 0.043 0.089 0.012 0.000 2.1333 0.043 0.093 0.012 0.000 2.2222 0.043 0.096 0.012 0.000 2.3111 0.043 0.100 0.013 0.000 2.4000 0.043 0.104 0.013 0.000 2.4889 0.043 0.108 0.013 0.000 2.5778 0.043 0.112 0.013 0.000 2.6667 0.043 0.116 0.014 0.000 2.7556 0.043 0.120 0.014 0.000 2.8444 0.043 0.124 0.014 0.000 2.9333 0.043 0.127 0.014 0.000 3.0222 0.043 0.131 0.014 0.000 3.1111 0.043 0.135 0.015 0.000 3.2000 0.043 0.139 0.015 0.000 3.2889 0.043 0.143 0.015 0.000 18092-Road with Bypass 1/19/2018 6:11:20 AM Page 7 3.3778 0.043 0.147 0.015 0.000 3.4667 0.043 0.151 0.016 0.000 3.5556 0.043 0.155 0.016 0.000 3.6444 0.043 0.159 0.016 0.000 3.7333 0.043 0.162 0.016 0.000 3.8222 0.043 0.166 0.016 0.000 3.9111 0.043 0.170 0.017 0.000 4.0000 0.043 0.174 0.017 0.000 4.0889 0.043 0.178 0.019 0.000 4.1778 0.043 0.182 0.021 0.000 4.2667 0.043 0.186 0.022 0.000 4.3556 0.043 0.190 0.022 0.000 4.4444 0.043 0.193 0.023 0.000 4.5333 0.043 0.197 0.024 0.000 4.6222 0.043 0.201 0.024 0.000 4.7111 0.043 0.205 0.025 0.000 4.8000 0.043 0.209 0.026 0.000 4.8889 0.043 0.213 0.026 0.000 4.9778 0.043 0.217 0.027 0.000 5.0667 0.043 0.221 0.027 0.000 5.1556 0.043 0.224 0.028 0.000 5.2444 0.043 0.228 0.028 0.000 5.3333 0.043 0.232 0.029 0.000 5.4222 0.043 0.236 0.029 0.000 5.5111 0.043 0.240 0.030 0.000 5.6000 0.043 0.244 0.030 0.000 5.6889 0.043 0.248 0.031 0.000 5.7778 0.043 0.252 0.031 0.000 5.8667 0.043 0.255 0.036 0.000 5.9556 0.043 0.259 0.039 0.000 6.0444 0.043 0.263 0.041 0.000 6.1333 0.043 0.267 0.043 0.000 6.2222 0.043 0.271 0.044 0.000 6.3111 0.043 0.275 0.046 0.000 6.4000 0.043 0.279 0.047 0.000 6.4889 0.043 0.283 0.049 0.000 6.5778 0.043 0.286 0.050 0.000 6.6667 0.043 0.290 0.051 0.000 6.7556 0.043 0.294 0.052 0.000 6.8444 0.043 0.298 0.054 0.000 6.9333 0.043 0.302 0.055 0.000 7.0222 0.043 0.306 0.091 0.000 7.1111 0.043 0.310 0.447 0.000 7.2000 0.043 0.314 0.965 0.000 7.2889 0.043 0.317 1.506 0.000 7.3778 0.043 0.321 1.939 0.000 7.4667 0.043 0.325 2.199 0.000 7.5556 0.043 0.329 2.409 0.000 7.6444 0.043 0.333 2.591 0.000 7.7333 0.043 0.337 2.761 0.000 7.8222 0.043 0.341 2.920 0.000 7.9111 0.043 0.345 3.072 0.000 8.0000 0.043 0.348 3.216 0.000 8.0889 0.043 0.352 3.353 0.000 8.1778 0.000 0.000 3.486 0.000 18092-Road with Bypass 1/19/2018 6:11:20 AM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.707 Total Impervious Area:0.051 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.043 Total Impervious Area:0.715 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.033613 5 year 0.048144 10 year 0.058784 25 year 0.073405 50 year 0.085163 100 year 0.097677 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.017359 5 year 0.024945 10 year 0.031 25 year 0.039951 50 year 0.047647 100 year 0.0563 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.045 0.013 1950 0.045 0.016 1951 0.056 0.036 1952 0.025 0.011 1953 0.020 0.014 1954 0.027 0.015 1955 0.038 0.015 1956 0.036 0.017 1957 0.037 0.015 1958 0.029 0.016 18092-Road with Bypass 1/19/2018 6:11:59 AM Page 9 1959 0.025 0.014 1960 0.047 0.030 1961 0.030 0.016 1962 0.018 0.011 1963 0.028 0.015 1964 0.031 0.015 1965 0.031 0.019 1966 0.025 0.014 1967 0.049 0.016 1968 0.033 0.014 1969 0.031 0.014 1970 0.030 0.014 1971 0.033 0.016 1972 0.045 0.026 1973 0.024 0.017 1974 0.031 0.016 1975 0.043 0.015 1976 0.031 0.015 1977 0.017 0.014 1978 0.025 0.016 1979 0.028 0.012 1980 0.056 0.030 1981 0.027 0.014 1982 0.052 0.027 1983 0.032 0.016 1984 0.023 0.013 1985 0.021 0.014 1986 0.046 0.023 1987 0.047 0.029 1988 0.019 0.014 1989 0.021 0.014 1990 0.101 0.029 1991 0.063 0.029 1992 0.028 0.016 1993 0.023 0.013 1994 0.014 0.011 1995 0.032 0.016 1996 0.066 0.036 1997 0.052 0.038 1998 0.024 0.014 1999 0.062 0.028 2000 0.030 0.017 2001 0.022 0.012 2002 0.032 0.025 2003 0.042 0.015 2004 0.047 0.047 2005 0.037 0.015 2006 0.036 0.017 2007 0.079 0.073 2008 0.085 0.042 2009 0.050 0.023 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1013 0.0729 2 0.0848 0.0468 3 0.0792 0.0424 18092-Road with Bypass 1/19/2018 6:11:59 AM Page 10 4 0.0658 0.0383 5 0.0634 0.0365 6 0.0619 0.0361 7 0.0561 0.0303 8 0.0557 0.0298 9 0.0523 0.0294 10 0.0521 0.0289 11 0.0501 0.0287 12 0.0490 0.0279 13 0.0475 0.0271 14 0.0471 0.0262 15 0.0468 0.0251 16 0.0464 0.0231 17 0.0453 0.0228 18 0.0449 0.0190 19 0.0449 0.0170 20 0.0428 0.0169 21 0.0416 0.0167 22 0.0382 0.0167 23 0.0374 0.0164 24 0.0372 0.0163 25 0.0362 0.0160 26 0.0359 0.0159 27 0.0330 0.0158 28 0.0328 0.0158 29 0.0319 0.0158 30 0.0318 0.0157 31 0.0318 0.0156 32 0.0313 0.0156 33 0.0312 0.0155 34 0.0312 0.0154 35 0.0310 0.0154 36 0.0308 0.0153 37 0.0300 0.0152 38 0.0300 0.0151 39 0.0298 0.0150 40 0.0290 0.0149 41 0.0284 0.0146 42 0.0277 0.0144 43 0.0276 0.0144 44 0.0268 0.0143 45 0.0266 0.0142 46 0.0254 0.0142 47 0.0254 0.0141 48 0.0252 0.0140 49 0.0250 0.0139 50 0.0243 0.0137 51 0.0239 0.0136 52 0.0235 0.0136 53 0.0233 0.0135 54 0.0216 0.0131 55 0.0208 0.0131 56 0.0206 0.0128 57 0.0202 0.0119 58 0.0192 0.0116 59 0.0176 0.0115 60 0.0167 0.0114 61 0.0137 0.0114 18092-Road with Bypass 1/19/2018 6:11:59 AM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0168 8476 5467 64 Pass 0.0175 7636 4361 57 Pass 0.0182 6874 4252 61 Pass 0.0189 6248 4143 66 Pass 0.0196 5685 4010 70 Pass 0.0203 5210 3852 73 Pass 0.0209 4729 3670 77 Pass 0.0216 4295 3471 80 Pass 0.0223 3929 3277 83 Pass 0.0230 3589 3067 85 Pass 0.0237 3292 2840 86 Pass 0.0244 3003 2573 85 Pass 0.0251 2755 2229 80 Pass 0.0258 2494 2018 80 Pass 0.0265 2269 1711 75 Pass 0.0272 2081 1413 67 Pass 0.0279 1899 1166 61 Pass 0.0285 1747 981 56 Pass 0.0292 1601 780 48 Pass 0.0299 1458 585 40 Pass 0.0306 1330 440 33 Pass 0.0313 1196 356 29 Pass 0.0320 1100 311 28 Pass 0.0327 1024 294 28 Pass 0.0334 954 283 29 Pass 0.0341 887 274 30 Pass 0.0348 823 264 32 Pass 0.0354 764 251 32 Pass 0.0361 692 232 33 Pass 0.0368 633 223 35 Pass 0.0375 588 216 36 Pass 0.0382 533 204 38 Pass 0.0389 492 198 40 Pass 0.0396 456 190 41 Pass 0.0403 415 183 44 Pass 0.0410 379 174 45 Pass 0.0417 331 163 49 Pass 0.0424 291 150 51 Pass 0.0430 262 140 53 Pass 0.0437 228 127 55 Pass 0.0444 204 118 57 Pass 0.0451 179 109 60 Pass 0.0458 159 97 61 Pass 0.0465 141 78 55 Pass 0.0472 124 67 54 Pass 0.0479 112 62 55 Pass 0.0486 103 59 57 Pass 0.0493 95 55 57 Pass 0.0499 88 51 57 Pass 0.0506 78 47 60 Pass 0.0513 68 43 63 Pass 0.0520 58 40 68 Pass 0.0527 45 36 80 Pass 18092-Road with Bypass 1/19/2018 6:11:59 AM Page 13 0.0534 41 31 75 Pass 0.0541 35 21 60 Pass 0.0548 34 16 47 Pass 0.0555 32 13 40 Pass 0.0562 27 13 48 Pass 0.0569 24 12 50 Pass 0.0575 24 12 50 Pass 0.0582 23 12 52 Pass 0.0589 22 10 45 Pass 0.0596 22 10 45 Pass 0.0603 17 10 58 Pass 0.0610 16 9 56 Pass 0.0617 14 9 64 Pass 0.0624 11 9 81 Pass 0.0631 11 9 81 Pass 0.0638 10 8 80 Pass 0.0644 9 8 88 Pass 0.0651 8 8 100 Pass 0.0658 7 6 85 Pass 0.0665 6 4 66 Pass 0.0672 6 4 66 Pass 0.0679 6 3 50 Pass 0.0686 6 3 50 Pass 0.0693 6 3 50 Pass 0.0700 6 3 50 Pass 0.0707 6 3 50 Pass 0.0714 6 2 33 Pass 0.0720 6 1 16 Pass 0.0727 6 1 16 Pass 0.0734 6 0 0 Pass 0.0741 5 0 0 Pass 0.0748 5 0 0 Pass 0.0755 5 0 0 Pass 0.0762 4 0 0 Pass 0.0769 4 0 0 Pass 0.0776 4 0 0 Pass 0.0783 4 0 0 Pass 0.0789 4 0 0 Pass 0.0796 3 0 0 Pass 0.0803 3 0 0 Pass 0.0810 3 0 0 Pass 0.0817 3 0 0 Pass 0.0824 2 0 0 Pass 0.0831 2 0 0 Pass 0.0838 2 0 0 Pass 0.0845 2 0 0 Pass 0.0852 1 0 0 Pass 18092-Road with Bypass 12/21/2017 3:22:32 PM Page 17 Appendix Predeveloped Schematic 18092-Road with Bypass 12/21/2017 3:22:32 PM Page 18 Mitigated Schematic NORTH ACCESS ROAD DETENTION VAULT DETAIL UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONIN COMPLIANCE WITH CITY OF RENTON STANDARDS MODULAR WETLAND DETAIL Tab 5.0 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN The conveyance system for this project site has been sized in accordance with Section 1.2.4.1 of the 2017 Renton Surface Water Design Manual. For the conveyance sizing an initial time of concentration of 6.3 minutes, a Manning's 'n' value of 0.014, and a 100-year precipitation of 3.95 inches were used. All pipes conveyed the flow contributing to them without overtopping any catch basins. MEDICAL OFFICE BUILDING CONVEYANCE BASIN MAP WWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATEMODULAR WETLAND #1NEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #5ROOF DRAIN CO #4NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #9NEW CB #10 TYPE 1,W/ SOLID LOCKING LIDNEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDROOF DRAIN CO #6UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONIN COMPLIANCE WITH CITY OF RENTON STANDARDS WWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWSDSDWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWNEW SDMH #4 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #1 TYPE 1,W/ VANED GRATENEW SDMH #1 TYPE 2-60"W/ SOLID LOCKING LIDNEW CB #2 TYPE 1,W/ SOLID LOCKING LIDFOOTING DRAIN CO #1EX. CB #570 TYPE 1,W/STANDARD GRATEMODULAR WETLAND #1NEW CB #5 TYPE 1,W/ VANED GRATEEX. CB TYPE 2-72"w/ SOLID LOCKING LIDEX. CB TYPE 2-54"w/ SOLID LOCKING LIDNEW CB #4 TYPE 1,W/HERRINGBONE GRATEROOF DRAIN CO #1ROOF DRAIN CO #4ROOF DRAIN CO #5NEW SDMH #2 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #7 TYPE 1,W/ SOLID LOCKING LIDNEW SDMH #3 TYPE 2-54"W/ SOLID LOCKING LIDNEW CB #3 TYPE 1,W/ SOLID LOCKING LIDNEW CB #8 TYPE 2-48"W/ VANED GRATEINSTALL RISER TEEDETAIL PER SHEET C23NEW SDMH #7 TYPE 2-48"W/ SOLID LOCKING LIDNEW SDMH #6 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #9NEW CB #10 TYPE 1,W/ SOLID LOCKING LIDNEW CB #11 TYPE 2-48"W/ SOLID LOCKING LIDROOF DRAIN CO #2ROOF DRAIN CO #3EX. CB #569 TYPE 1,W/ NEW SOLID LOCKING LIDROOF DRAIN CO #6UW MEDICINE - VALLEY MEDICAL CENTERMEDICAL OFFICE BUILDING EXPANSIONIN COMPLIANCE WITH CITY OF RENTON STANDARDS MEDICAL OFFICE BUILDING CONVEYANCE CALCULATIONS KING COUNTY DESIGN FOR 100YEAR STORMJOB NAME: VMC MOBNOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#: 18092 DEFAULTS C=0.9n=0.014FILE NO.: 18092-MOB Conveyance Calcs-2017-12-21d=12Tc=6.3A= Contributing Area (Ac)Qd= Design Flow (cfs)COEFFICIENTS FOR THE RATIONAL METHOD "Ir"-EQUATIONC= Runoff Coefficient Qf= Full Capacity Flow (cfs)STORMAr BrTc= Time of Concentration (min)Vd= Velocity at Design Flow (fps)2YR1.580.58I= Intensity at Tc (in/hr)Vf= Velocity at Full Flow (fps)10YR2.440.64PRECIP=3.95d= Diameter of Pipe (in) s= Slope of pipe (%) 25YR 2.66 0.65 Ar=2.61L= Length of Pipe (ft)n= Manning Roughness Coefficient50YR2.750.65Br=0.63D= Water Depth at Qd (in)Tt= Travel Time at Vd (min)100YR2.610.63FROM TO A s L d Tc n C SUM A A*C SUM A*C I Qd QfQd/QfD/d D Vf Vd Tt====== ====== ====== ====== ================== ====== ====== ====== ===================== ====== ====== ====== ====== ====== ====== ====== ======CB1 CB20.31 3.91 62 126.3 0.014 0.9 0.31 0.28 0.28 3.23 0.90 6.540.1380.250 3.00 8.33 5.80 0.18CB2 CB60.31 5.60 170 126.5 0.014 0.9 0.62 0.28 0.56 3.18 1.77 7.830.2270.321 3.85 9.97 8.04 0.35CB6 CB70.23 5.43 44 126.5 0.014 0.9 0.54 0.21 0.49 3.18 1.54 7.710.2000.300 3.60 9.82 7.61 0.10CB7 VAULT0.00 5.04 62 126.6 0.014 0.9 0.54 0.00 0.49 3.15 1.53 7.420.2060.305 3.66 9.46 7.40 0.14EX. CB569 VAULT0.17 2.55 16 126.3 0.014 0.9 0.17 0.15 0.15 3.23 0.49 5.280.0940.205 2.46 6.73 4.14 0.06CB4 VAULT0.31 1.39 3 126.3 0.014 0.9 0.31 0.28 0.28 3.23 0.90 3.900.2310.325 3.90 4.97 4.03 0.01CB5 VAULT0.04 2.53 16 126.3 0.014 0.9 0.04 0.04 0.04 3.23 0.12 5.260.0220.104 1.25 6.70 2.75 0.10RDCO8 CB100.03 7.48 44 86.3 0.014 0.9 0.03 0.03 0.03 3.23 0.09 3.070.0280.117 0.94 8.80 3.91 0.19CB10 CB110.00 4.54 46 86.5 0.014 0.9 0.03 0.00 0.03 3.17 0.09 2.390.0360.132 1.05 6.85 3.05 0.25CB11 VAULT0.00 1.00 30 86.7 0.014 0.9 0.03 0.00 0.03 3.10 0.08 1.120.0750.185 1.48 3.22 1.83 0.27VAULT MWS0.001.372012-- 0.014 -- -- -- -- -- 0.10 3.870.026RDCO #6 RDCO #50.12 1.00 37 86.3 0.014 0.6 0.123 0.07 0.07 3.23 0.24 1.120.2130.310 2.48 3.22 2.54 0.24RDCO #5 RDCO #40.30 1.00 101 86.5 0.014 0.9 0.423 0.27 0.34 3.16 1.09 1.120.9680.788 6.30 3.22 3.63 0.46RDCO #1 RDCO #20.09 1.00 52 86.3 0.014 0.9 0.09 0.08 0.08 3.23 0.26 1.120.2330.327 2.61 3.22 2.62 0.33RDCO #2 RDCO #30.14 0.99 26 86.6 0.014 0.9 0.23 0.13 0.21 3.13 0.65 1.120.5810.546 4.37 3.20 3.31 0.13RDCO #3 RDCO #40.09 0.99 23 86.8 0.014 0.9 0.32 0.08 0.29 3.09 0.89 1.120.7980.675 5.40 3.20 3.55 0.11RDCO #4 VAULT0.221.0037126.6 0.014 0.9 0.22 0.20 0.20 3.13 2.60 3.310.7850.667 8.00 4.21 4.66 0.13Site Detention VaultBARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATORusing the Rational Method & Manning FormulaRoof Detention Vault** Flow from Vault to MWS is specified as 0.10 cfs, which isthe 100-year release rate from the site detention vault.The design flow of the pipes (Qd), which is the runoff from the 100-yearevent, is less than the full capacity flow for the pipes in each reach (Qf). NORTH ACCESS ROAD CONVEYANCE BASIN MAP SDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSDSD SDSDSDSD CB#1 TYPE 1,W/ HERRINGBONE GRATECB#6 TYPE 1, W/ VANED GRATECB#5 TYPE 1, W/ SOLID LOCKING LIDCB#2 TYPE 1,W/ HERRINGBONE GRATECB#3 TYPE 1,W/ HERRINGBONE GRATECB#7 TYPE 1,W/ VANED GRATECB#8 TYPE 1,W/ VANED GRATECB#4 TYPE 1,W/ VANED GRATEMODULAR WETLAND #2UW MEDICINE - VALLEY MEDICAL CENTERNORTH ROAD RELOCATIONKnow what'sbelow.before you dig.CallR NORTH ACCESS ROAD CONVEYANCE CALCULATIONS i will review these when i review the talbot road plans. i will provide any comments by email. KING COUNTY DESIGN FOR 100YEAR STORMJOB NAME: VMC MOBNOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING JOB#: 18092 DEFAULTS C=0.9n=0.014FILE NO.: 18092-North Access Road Conveyance Calcs-2017-09-27 d=12Tc=6.3`A= Contributing Area (Ac)Qd= Design Flow (cfs)COEFFICIENTS FOR THE RATIONAL METHOD "Ir"-EQUATIONC= Runoff Coefficient Qf= Full Capacity Flow (cfs)STORMAr BrTc= Time of Concentration (min)Vd= Velocity at Design Flow (fps)2YR1.580.58I= Intensity at Tc (in/hr)Vf= Velocity at Full Flow (fps)10YR2.440.64PRECIP=3.95d= Diameter of Pipe (in) s= Slope of pipe (%) 25YR 2.66 0.65 Ar=2.61L= Length of Pipe (ft)n= Manning Roughness Coefficient50YR2.750.65Br=0.63D= Water Depth at Qd (in)Tt= Travel Time at Vd (min)100YR2.610.63FROM TO A s L d Tc n C SUM A A*C SUM A*C I Qd QfQd/QfD/d D Vf Vd Tt=================================================================================================================================CB1 CB20.33 0.50 73 126.3 0.014 0.9 0.33 0.30 0.30 3.23 0.96 2.340.4110.447 5.37 2.98 2.84 0.43CB2 CB40.13 2.92 50 126.3 0.014 0.9 0.13 0.12 0.41 3.23 1.34 5.650.2370.329 3.95 7.20 5.88 0.14CB3 CB40.03 6.37 46 126.3 0.014 0.9 0.03 0.03 0.03 3.23 0.09 8.350.0100.067 0.80 10.64 3.31 0.23CB4 CB50.06 4.20 48 126.4 0.014 0.9 0.06 0.05 0.50 3.19 1.58 6.780.2330.326 3.91 8.64 7.02 0.11CB6 CB50.05 0.50 9 126.3 0.014 0.9 0.05 0.05 0.05 3.23 0.15 2.340.0620.170 2.04 2.98 1.64 0.09CB5 CB80.00 5.92 25 1213.1 0.014 0.9 0.00 0.00 0.54 2.04 1.10 8.050.1370.249 2.99 10.25 7.11 0.06CB7 CB80.08 0.99 22 1213.2 0.014 1.9 0.08 0.15 0.15 2.03 0.31 3.290.0940.205 2.46 4.19 2.58 0.14CB8 VAULT0.04 0.50 37 1213.2 0.014 2.9 0.04 0.12 0.81 2.02 1.64 2.340.7000.616 7.40 2.98 3.23 0.19VAULT MWS-1.00412- 0.014 - - - - - 0.02 3.310.0050.053 0.63 4.21 1.13 0.06BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATORusing the Rational Method & Manning FormulaQd from detentionvault is the full 2 yearrelease rate from thefacility. See WWHMModel.The design flow of the pipes (Qd), which isthe runoff from the 100-year event, is lessthan the full capacity flow for the pipes ineach reach. Tab 6.0 8410 154th Avenue NE Redmond, Washington 98052 425.861.6000 August 25, 2017 Valley Medical Center 400 South 43rd Street Renton, Washington 98005 Attention: Becky Hardi Subject: Addendum to Geotechnical Report No. 2 Valley Medical Center – Medical Office Building 400 South 43rd Street Renton, Washington GeoEngineers File No. 2202-024-00 INTRODUCTION The purpose of this letter is to provide updated recommendations regarding temporary slope cuts to complete the construction of the proposed new Medical Office Building (MOB) for the Valley Medical Center campus in Renton, Washington. This letter is being submitted as Addendum No. 2 to our geotechnical report dated September 16, 2016, and is subject to the limitations described therein. Our project understanding is based on discussions with the project architect (NBBJ), civil engineer (Barghausen Consulting Engineers), and representatives of Valley Medical Center. We understand steeper slope cuts are required along portions of the site to complete the excavation for the below grade portions of the building and utilidor. CONCLUSIONS AND RECOMMENDATIONS General GeoEngineers is currently the geotechnical special inspector for the new parking garage that is being constructed in the northeast portion of the site and is directly north of the proposed new MOB. During shoring construction, we observed the temporary excavation at the site and based on our observations the soil conditions are very similar to those observed in the borings for the MOB and consisted of fill overlying dense to very dense glacially consolidated soils. Based on our observations for the parking garage, the glacially consolidated soils are considered competent and capable of being excavated steeper than a 1 Horizontal (H):1 Vertical (V) slope without increased instability and sloughing. Valley Medical Center. | August 25, 2017 Page 2 File No. 2202-024-00 Temporary Slopes Temporary slopes may be used around the site where space allows. Based on our observations of the soils on the adjacent site to the north and the boring logs completed onsite, we recommend that temporary slopes constructed in the glacially consolidated soils be inclined at ¾H:1V. Additional measures, such as plastic sheet, may be required to protect the slope for precipitation. This will be evaluated by a representative from GeoEngineers during excavation. Temporary slopes within the fill will still need to be inclined at 1½H:1V. Flatter slopes may be necessary if seepage is present on the face of the cut slopes or if localized sloughing occurs. For open cuts at the site, we recommend that: ■ no traffic, construction equipment, stockpiles or building supplies be allowed at the top of the cut slopes within a distance of at least 5 feet from the top of the cut; ■ exposed soil along the slope be protected from surface erosion by using waterproof tarps or plastic sheeting; ■ construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable; ■ erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable; ■ surface water be diverted away from the slope; ■ the general condition of the slopes be observed periodically by the geotechnical engineer to confirm adequate stability; and ■ because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. Temporary slopes must conform to applicable local, state and federal safety regulations. LIMITATIONS We have prepared this letter for Valley Medical Center and members of the design team for use in design of the Valley Medical Center MOB project in Renton, Washington. The data should be provided to prospective contractors for their bidding and estimating purposes, but our report and interpretations should not be construed as a warranty of the subsurface conditions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Please refer to the appendix in our September 16, 2016 geotechnical report titled “Report Limitations and Guidelines for Use” for additional information pertaining to use of this letter. Tab 7.0 7.0 OTHER PERMITS Other permits for this site include:  NPDES General Permit from the Department of Ecology for sites with disturbance over 1 acre  Separate buildings permits are required for each detention vault.  Separate permit for shoring (if required). Tab 8.0 i 18092-R-CSWPPP-2017-09-18 Stormwater Pollution Prevention Plan For Valley Medical Center Medical Office Building Addition Prepared For Valley Medical Center Owner Developer Operator/Contractor Valley Medical Center Valley Medical Center T.B.D. Project Site Location Valley Medical Center Complex Renton, Washington Certified Erosion and Sediment Control Lead T.B.D. SWPPP Prepared By Barghausen Consulting Engineers, Inc. 18215 72nd Avenue South Kent, WA 98032 (425) 251-6222 Ali Sadr, Senior Project Engineer SWPPP Preparation Date June 12, 2017 Approximate Project Construction Dates March 2018 March 2019 Stormwater Pollution Prevention Plan Contents 1.0 Introduction ..................................................................................................................... 1 2.0 Site Description ............................................................................................................... 3 2.1 Existing Conditions .............................................................................................. 3 2.2 Proposed Construction Activities .......................................................................... 3 3.0 Construction Stormwater BMPs ....................................................................................... 5 3.1 The 14 BMP Elements ......................................................................................... 5 3.1.1 Element #1 – Mark Clearing Limits .......................................................... 5 3.1.2 Element #2 – Establish Construction Access .......................................... 5 3.1.3 Element #3 – Control Flow Rates ............................................................ 6 3.1.4 Element #4 – Install Sediment Controls ................................................... 6 3.1.5 Element #5 – Stabilize Soils .................................................................... 7 3.1.6 Element #6 – Protect Slopes ................................................................... 8 3.1.7 Element #7 – Protect Drain Inlets ............................................................ 8 3.1.8 Element #8 – Stabilize Channels and Outlets .......................................... 9 3.1.9 Element #9 – Control Pollutants .............................................................. 9 3.1.10 Element #10 – Control Dewatering ........................................................ 10 3.1.11 Element #11 – Maintain BMPs .............................................................. 11 3.1.12 Element #12 – Manage the Project ....................................................... 11 3.1.13 Element #13 – Construction Stormwater Chemical Treatment .............. 13 3.1.14 Element #14 – Construction Stormwater Filtration ................................. 19 3.2 Site Specific BMPs ............................................................................................. 20 4.0 Construction Phasing and BMP Implementation ............................................................ 21 5.0 Pollution Prevention Team ............................................................................................. 22 5.1 Roles and Responsibilities ................................................................................. 22 5.2 Team Members .................................................................................................. 23 6.0 Site Inspections and Monitoring ..................................................................................... 24 6.1 Site Inspection ................................................................................................... 24 6.1.1 Site Inspection Frequency ..................................................................... 24 6.1.2 Site Inspection Documentation .............................................................. 24 6.2 Stormwater Quality Monitoring ........................................................................... 25 6.2.1 Turbidity Sampling ................................................................................ 25 6.2.2 pH Sampling ......................................................................................... 26 7.0 Reporting and Recordkeeping ....................................................................................... 27 7.1 Recordkeeping ................................................................................................... 27 7.1.1 Site Log Book ........................................................................................ 27 7.1.2 Records Retention ................................................................................ 27 7.1.3 Access to Plans and Records ................................................................ 27 7.1.4 Updating the SWPPP ............................................................................ 27 7.2 Reporting ........................................................................................................... 28 7.2.1 Discharge Monitoring Reports ............................................................... 28 7.2.2 Notification of Noncompliance ............................................................... 28 Stormwater Pollution Prevention Plan Appendix A Site Plans Appendix B Construction BMPs Appendix C Alternative BMPs Appendix D General Permit Appendix E Site Inspection Forms (and Site Log) Appendix F Engineering Calculations Stormwater Pollution Prevention Plan 1.0 Introduction This Stormwater Pollution Prevention Plan (SWPPP) has been prepared as part of the NPDES stormwater permit requirements for the Valley Medical Center Medical Office Building Addition project in Renton, Washington. The proposed site is located on the Valley Medical Center Complex in Renton, Washington. Construction activities will include the addition of one building, asphalt parking lots, landscaping, utility work, including power, telephone, gas, cable television, water, sewer, and storm appurtenances with catch basin collection, pipe conveyance, stormwater quality, and flow control facilities, etc. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and recordkeeping that will be implemented during the proposed construction project. The objectives of the SWPPP are to: 1. Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality, or sediment management standards. 3. Prevent, during the construction phase, adverse water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee’s outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP Template downloaded from the Ecology website. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater General Permit, Stormwater Management Manual for Western Washington. The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in the each of the main sections are:  Section 1 – INTRODUCTION. This section provides a summary description of the project, and the organization of the SWPPP document.  Section 2 – SITE DESCRIPTION. This section provides a detailed description of the existing site conditions, proposed construction activities, and calculated stormwater flow rates for existing conditions and post-construction conditions.  Section 3 – CONSTRUCTION BMPs. This section provides a detailed description of the BMPs to be implemented based on the 12 required elements of the SWPPP. Stormwater Pollution Prevention Plan  Section 4 – CONSTRUCTION PHASING AND BMP IMPLEMENTATION. This section provides a description of the timing of the BMP implementation in relation to the project schedule.  Section 5 – POLLUTION PREVENTION TEAM. This section identifies the appropriate contact names (emergency and non-emergency), monitoring personnel, and the onsite temporary erosion and sedimentation control inspector  Section 6 – INSPECTION AND MONITORING. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored, sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site.  Section 7 – RECORDKEEPING. This section describes the requirements for documentation of the BMP implementation, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A – Site Plans Appendix B – Construction BMPs Appendix C – Alternative BMPs Appendix D – General Permit Appendix E – Site Inspection Forms (and Site Log) Appendix F – Engineering Calculations Stormwater Pollution Prevention Plan 2.0 Site Description 2.1 Existing Conditions Since the City has indicated that Conservation Flow Control is the required flow control menu to be followed for this site, the pre-developed condition regardless of the existing land cover must be modeled as till forest. However, there are portions of the existing pre developed conditions that consist of impervious surface as well as landscape areas. These will all be ripped out with new impervious surface to replace most of the existing development on the site. In addition, approximately 0.1 acre of new thickly vegetated landscape areas will be also added. 2.2 Proposed Construction Activities The total area of redevelopment on this project site, including new landscape area, totals 1.96 acres. The landscaping total is 0.24 acres, with total impervious including building and parking of 1.72 acres. The project site is located within the Northeast quarter of Section 31, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. More particularly, the site lies slightly to the west of Talbot Road South, north of South 43rd Street, and easterly of SR-167. The project site drains to the west down a drive aisle within an existing pipe conveyance system which is well documented through recent projects having occurred on this drive aisle, and courses through a biofiltration swale at the northwest end of the Valley Medical Center and discharges from that swale into Panther Creek located on the north side of Valley Medical Center. Panther Creek drains northerly from that point through the Panther Creek wetlands area of the City of Renton with an ultimate discharge to Springbrook Creek. For purposes of sizing flow control and water quality, the City of Renton has indicated that the duration standard, predeveloped forested, is the required means of providing flow control for this project, with Enhanced Water Quality being the water quality menu to be followed. The proposal for this development is to provide an underground detention vault sized for the area contributing from the roof with a pre-developed condition of till forest, the remaining area draining to a site detention vault (mostly impervious) with some landscaping totaling 1.15 acres. Downstream of the detention vault will be located a modular wetland vault which is a proprietary device with General Use Level Designation for Basic, Enhanced, and Phosphorus Water Quality treatment capabilities through the Department of Ecology. The City of Renton is well aware of the capability of these modular wetland systems as they have recently been reviewed and approved on the Renton Marriott Inn Residence Inn project also located in Renton. At this time this project is seeking SEPA Review determination. With the Final Technical Information Report prepared for this project, the conveyance systems on site will be sized as well as providing a Bond Quantity Worksheet, a Declaration of Covenant, and an Operation and Maintenance Manual. Stormwater Pollution Prevention Plan Construction activities will include site preparation, TESC installation, building construction, stormwater and utility appurtenance installation, and asphalt paving. The schedule and phasing of BMPs during construction is provided in Section 4.0. Stormwater runoff rates and volumes were calculated using the KCRTS hydrology model and the detention vault was sized by routing the entire range of historic storm events. The following summarizes details regarding site areas:  Total site area: 1.96 acres  Percent impervious area before construction: 90%  Percent impervious area after construction: 85%  Disturbed area during construction: 2.0 acres  Disturbed area that is characterized as impervious (i.e., access roads, staging, parking): 0.35 acre All stormwater flow calculations are provided in Appendix F. Stormwater Pollution Prevention Plan 3.0 Construction Stormwater BMPs 3.1 The 14 BMP Elements 3.1.1 Element #1 – Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Areas that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. The BMPs relevant to marking the clearing limits that will be applied for this project include:  High Visibility Plastic or Metal Fence (BMP C103) The clearing limits shall be as shown on the plans and all vegetation outside of the clearing limits preserved. Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.2 Element #2 – Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads. Street sweeping and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include:  The roads shall be swept daily should sediment collect on them. Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. Stormwater Pollution Prevention Plan 3.1.3 Element #3 – Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled by construction of a sump area pumped to Baker Tanks as one of the first items of construction. Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2005). In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g., discharge to combined sewer systems). 3.1.4 Element #4 – Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to the downstream drainage course. The specific BMPs to be used for controlling sediment on this project include:  Silt Fence (BMP C233)  Baker Tanks  Sediment Traps (See section D.2.1.5.1 of RSWDM, 2017). A silt fence shall be installed along the downstream perimeter of the proposed site. Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washoff of sediments from adjacent streets in runoff. Stormwater Pollution Prevention Plan Whenever possible, sediment-laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or sediment ponds) can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the remainder of the site has been stabilized. The following BMPs will be implemented as end-of-pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end-of-pipe sedimentation controls.  Baker Tanks with Sand Filtration  Construction Stormwater Filtration (BMP C251)  Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). 3.1.5 Element #5 – Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include:  Temporary and Permanent Seeding (BMP C120)  Mulching (BMP C121)  Dust Control (BMP C 140) Seeding shall occur on all areas to remain unworked pursuant to below. Dust shall be controlled if construction occurs during the summer. Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30) Stormwater Pollution Prevention Plan and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. 3.1.6 Element #6 – Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner that minimizes erosion. The following specific BMPs will be used to protect slopes for this project:  Temporary and Permanent Seeding (BMP C 120) Temporary and permanent seeding shall be used at all exposed areas pursuant to the prior mentioned schedule (seasonal restrictions). Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.7 Element #7 – Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The following inlet protection measures will be applied on this project:  Excavated Drop Inlet Protection  Block and Gravel Drop Inlet Protection  Gravel and Wire Drop Inlet Protection  Catch Basin Filters  Culvert Inlet Sediment Trap Stormwater Pollution Prevention Plan If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. 3.1.8 Element #8 – Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include:  Site runoff shall be discharged to Baker Tanks Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on-site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1A, 10-year, 24-hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. 3.1.9 Element #9 – Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing:  All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills.  On-site fueling tanks and petroleum product storage containers shall include secondary containment. Stormwater Pollution Prevention Plan  Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment.  In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle.  Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Demolition:  Dust released from demolished sidewalks, buildings, or structures will be controlled using Dust Control measures (BMP C140).  Storm drain inlets vulnerable to stormwater discharge carrying dust, soil, or debris will be protected using Storm Drain Inlet Protection (BMP C220 as described above for Element 7).  Process water and slurry resulting from sawcutting and surfacing operations will be prevented from entering the waters of the State by implementing Sawcutting and Surfacing Pollution Prevention measures (BMP C152). Concrete and grout:  Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). 3.1.10 Element #10 – Control Dewatering All dewatering water from open cut excavation, tunneling, foundation work, trench, or underground vaults shall be discharged into a controlled conveyance system prior to discharge to the downstream drainage course. Channels will be stabilized, per Element #8. Clean, non- turbid dewatering water will not be routed through stormwater sediment ponds, and will be discharged to systems tributary to the receiving waters of the State in a manner that does not cause erosion, flooding, or a violation of State water quality standards in the receiving water. Highly turbid dewatering water from soils known or suspected to be contaminated, or from use of construction equipment, will require additional monitoring and treatment as required for the specific pollutants based on the receiving waters into which the discharge is occurring. Such monitoring is the responsibility of the contractor. However, the dewatering of soils known to be free of contamination will trigger BMPs to trap sediment and reduce turbidity. At a minimum, geotextile fabric socks/bags/cells will be used to filter this material. Other BMPs to be used for sediment trapping and turbidity reduction include the following:  Concrete Handling (BMP C151) Stormwater Pollution Prevention Plan Concrete shall be handled pursuant to BMP C151 wherever and whenever concrete is mixed and poured at the project site. Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. 3.1.11 Element #11 – Maintain BMPs All 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 each particular BMP's specifications. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after 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. 3.1.12 Element #12 – Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles:  Design the project to fit the existing topography, soils, and drainage patterns.  Emphasize erosion control rather than sediment control.  Minimize the extent and duration of the area exposed.  Keep runoff velocities low.  Retain sediment on site.  Thoroughly monitor site and maintain all ESC measures.  Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Stormwater Pollution Prevention Plan Phasing of Construction  The construction project is being phased to the extent practicable in order to prevent soil erosion, and, to the maximum extent possible, the transport of sediment from the site during construction.  Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations  From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the site through a combination of the following:  Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and  Limitations on activities and the extent of disturbed areas; and  Proposed erosion and sediment control measures.  Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance.  The following activities are exempt from the seasonal clearing and grading limitations:  Routine maintenance and necessary repair of erosion and sediment control BMPs;  Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and  Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions  Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring  All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections Stormwater Pollution Prevention Plan shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to:  Assess the site conditions and construction activities that could impact the quality of stormwater, and  Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges.  A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times.  Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP  This SWPPP shall be retained on-site or within reasonable access to the site.  The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or could have, a significant effect on the discharge of pollutants to waters of the state.  The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. 3.1.13 Element #13 – Construction Stormwater Chemical Treatment Turbidity is difficult to control once fine particles are suspended in stormwater runoff from a construction site. Sedimentation ponds are effective at removing larger particulate matter by gravity settling, but are ineffective at removing smaller particulates such as clay and fine silt. Sediment ponds are typically designed to remove sediment no smaller than medium silt (0.02 mm). Chemical treatment may be used to reduce the turbidity of stormwater runoff. Chemical treatment can reliably provide exceptional reductions of turbidity and associated pollutants. Very high turbidities can be reduced to levels comparable to what is found in streams during dry weather. Traditional BMPs used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Chemical treatment may be required to protect streams from Stormwater Pollution Prevention Plan  The proposed maximum dosage shall be at least a factor of five lower than the no observed effects concentration (NOEC).  The approval of a proposed treatment chemical shall be conditional, subject to full-scale bioassay monitoring of treated stormwater at the construction site where the proposed treatment chemical is to be used.  Treatment chemicals that have already passed the above testing protocol do not need to be reevaluated. Contact the Department of Ecology Regional Office for a list of treatment chemicals that have been evaluated and are currently approved for use. Treatment System Design Considerations The design and operation of a chemical treatment system should take into consideration the factors that determine optimum, cost-effective performance. It may not be possible to fully incorporate all of the classic concepts into the design because of practical limitations at construction sites. Nonetheless, it is important to recognize the following:  The right chemical must be used at the right dosage. A dosage that is either too low or too high will not produce the lowest turbidity. There is an optimum dosage rate. This is a situation where the adage "adding more is always better" is not the case.  The coagulant must be mixed rapidly into the water to insure proper dispersion.  A flocculation step is important to increase the rate of settling, to produce the lowest turbidity, and to keep the dosage rate as low as possible.  Too little energy input into the water during the flocculation phase results in flocs that are too small and/or insufficiently dense. Too much energy can rapidly destroy floc as it is formed.  Since the volume of the basin is a determinant in the amount of energy per unit volume, the size of the energy input system can be too small relative to the volume of the basin.  Care must be taken in the design of the withdrawal system to minimize outflow velocities and to prevent floc discharge. The discharge should be directed through a physical filter such as a vegetated swale that would catch any unintended floc discharge. Stormwater Pollution Prevention Plan the impact of turbid stormwater discharges, especially when construction is to proceed through the wet season. Formal written approval from Ecology and the Local Permitting Authority is required for the use of chemical treatment regardless of site size. The intention to use Chemical Treatment shall be indicated on the Notice of Intent for coverage under the General Construction Permit. Chemical treatment systems should be designed as part of the Construction SWPPP, not after the fact. Chemical treatment may be used to correct problem sites in limited circumstances with formal written approval from Ecology and the Local Permitting Authority. The SEPA review authority must be notified at the application phase of the project review (or the time that the SEPA determination on the project is performed) that chemical treatment is proposed. If it is added after this stage, an addendum will be necessary and may result in project approval delay. See Appendix II-B for background information on chemical treatment. Criteria for Chemical Treatment Product Use Chemically treated stormwater discharged from construction sites must be nontoxic to aquatic organisms. The following protocol shall be used to evaluate chemicals proposed for stormwater treatment at construction sites. Authorization to use a chemical in the field based on this protocol does not relieve the applicant from responsibility for meeting all discharge and receiving water criteria applicable to a site.  Treatment chemicals must be approved by EPA for potable water use.  Petroleum-based polymers are prohibited.  Prior to authorization for field use, jar tests shall be conducted to demonstrate that turbidity reduction necessary to meet the receiving water criteria can be achieved. Test conditions, including but not limited to raw water quality and jar test procedures, should be indicative of field conditions. Although these small-scale tests cannot be expected to reproduce performance under field conditions, they are indicative of treatment capability.  Prior to authorization for field use, the chemically treated stormwater shall be tested for aquatic toxicity. Applicable procedures defined in Chapter 173-205 WAC, Whole Effluent Toxicity Testing and Limits, shall be used. Testing shall use stormwater from the construction site at which the treatment chemical is proposed for use or a water solution using soil from the proposed site. Stormwater Pollution Prevention Plan Treatment System Design Chemical treatment systems shall be designed as batch treatment systems using either ponds or portable trailer-mounted tanks. Flow-through continuous treatment systems are not allowed at this time. A chemical treatment system consists of the stormwater collection system (either temporary diversion or the permanent site drainage system), a storage pond, pumps, a chemical feed system, treatment cells, and interconnecting piping. The treatment system shall use a minimum of two lined treatment cells. Multiple treatment cells allow for clarification of treated water while other cells are being filled or emptied. Treatment cells may be ponds or tanks. Ponds with constructed earthen embankments greater than six feet high require special engineering analyses. Portable tanks may also be suitable for some sites. The following equipment should be located in an operations shed:  the chemical injector;  secondary containment for acid, caustic, buffering compound, and treatment chemical;  emergency shower and eyewash, and  monitoring equipment which consists of a pH meter and a turbidimeter. Sizing Criteria The combination of the storage pond or other holding area and treatment capacity should be large enough to treat stormwater during multiple day storm events. It is recommended that at a minimum the storage pond or other holding area should be sized to hold 1.5 times the runoff volume of the 10-year, 24-hour storm event. Bypass should be provided around the chemical treatment system to accommodate extreme storm events. Runoff volume shall be calculated using the methods presented in Volume 3, Chapter 2. If no hydrologic analysis is required for the site, the Rational Method may be used. Primary settling should be encouraged in the storage pond. A forebay with access for maintenance may be beneficial. There are two opposing considerations in sizing the treatment cells. A larger cell is able to treat a larger volume of water each time a batch is processed. However, the larger the cell the longer the time required to empty the cell. A larger cell may also be less effective at flocculation and therefore require a longer settling time. The simplest approach to sizing the treatment cell is to multiply the allowable discharge flow rate times the desired drawdown time. A 4-hour drawdown time allows one batch per cell per 8-hour work period, given 1 hour of flocculation followed by two hours of settling. Stormwater Pollution Prevention Plan The permissible discharge rate governed by potential downstream effect can be used to calculate the recommended size of the treatment cells. The following discharge flow rate limits shall apply:  If the discharge is directly or indirectly to a stream, the discharge flow rate shall not exceed 50 percent of the peak flow rate of the 2-year, 24-hour event for all storm events up to the 10-year, 24-hour event.  If discharge is occurring during a storm event equal to or greater than the 10-year, 24-hour event, the allowable discharge rate is the peak flow rate of the 10-year, 24-hour event.  Discharge to a stream should not increase the stream flow rate by more than 10 percent.  If the discharge is directly to a lake, a major receiving water listed in Appendix C of Volume I, or to an infiltration system, there is no discharge flow limit.  If the discharge is to a municipal storm drainage system, the allowable discharge rate may be limited by the capacity of the public system. It may be necessary to clean the municipal storm drainage system prior to the start of the discharge to prevent scouring solids from the drainage system.  Runoff rates shall be calculated using the methods presented in Volume 3, Chapter 2 for the pre-developed condition. If no hydrologic analysis is required for the site, the Rational Method may be used. Monitoring The following monitoring shall be conducted. Test results shall be recorded on a daily log kept on site: Operational Monitoring  pH, conductivity (as a surrogate for alkalinity), turbidity and temperature of the untreated stormwater  Total volume treated and discharged  Discharge time and flow rate  Type and amount of chemical used for pH adjustment  Amount of polymer used for treatment  Settling time Stormwater Pollution Prevention Plan Compliance Monitoring  pH and turbidity of the treated stormwater  pH and turbidity of the receiving water Biomonitoring: Treated stormwater shall be tested for acute (lethal) toxicity. Bioassays shall be conducted by a laboratory accredited by Ecology, unless otherwise approved by Ecology. The performance standard for acute toxicity is no statistically significant difference in survival between the control and 100 percent chemically treated stormwater. Acute toxicity tests shall be conducted with the following species and protocols:  Fathead minnow, Pimephales promelas (96 hour static-renewal test, method: EPA/600/4-90/027F). Rainbow trout, Oncorhynchus mykiss (96 hour static-renewal test, method: EPA/600/4-90/027F) may be used as a substitute for fathead minnow.  Daphnid, Ceriodaphnia dubia, Daphnia pulex, or Daphnia magna (48 hour static test, method: EPA/600/4-90/027F). All toxicity tests shall meet quality assurance criteria and test conditions in the most recent versions of the EPA test method and Ecology Publication # WO-R-95-80, Laboratory Guidance and Whole Effluent Toxicity Test Review Criteria. Bioassays shall be performed on the first five batches and on every tenth batch thereafter, or as otherwise approved by Ecology. Failure to meet the performance standard shall be immediately reported to Ecology. Discharge Compliance: Prior to discharge, each batch of treated stormwater must be sampled and tested for compliance with pH and turbidity limits. These limits may be established by the water quality standards or a site-specific discharge permit. Sampling and testing for other pollutants may also be necessary at some sites. Turbidity must be within 5 NTUs of the background turbidity. Background is measured in the receiving water, upstream from the treatment process discharge point. pH must be within the range of 6.5 to 8.5 standard units and not cause a change in the pH of the receiving water of more than 0.2 standard units. It is often possible to discharge treated stormwater that has a lower turbidity than the receiving water and that matches the pH. Treated stormwater samples and measurements shall be taken from the discharge pipe or another location representative of the nature of the treated stormwater discharge. Samples used for determining compliance with the water quality standards in the receiving water shall not be taken from the treatment pond prior to decanting. Compliance with the water quality standards is determined in the receiving water. Stormwater Pollution Prevention Plan Operator Training Each contractor who intends to use chemical treatment shall be trained by an experienced contractor on an active site for at least 40 hours. Standard BMPs Surface stabilization BMPs should be implemented on site to prevent significant erosion. All sites shall use a truck wheel wash to prevent tracking of sediment off site. Sediment Removal and Disposal  Sediment shall be removed from the storage or treatment cells as necessary. Typically, sediment removal is required at least once during a wet season and at the decommissioning of the cells. Sediment remaining in the cells between batches may enhance the settling process and reduce the required chemical dosage.  Sediment may be incorporated into the site away from drainages. 3.1.14 Element #14 – Construction Stormwater Filtration Filtration removes sediment from runoff originating from disturbed areas of the site. Traditional BMPs used to control soil erosion and sediment loss from sites under development may not be adequate to ensure compliance with the water quality standard for turbidity in the receiving water. Filtration may be used in conjunction with gravity settling to remove sediment as small as fine silt (0.5 μm). The reduction in turbidity will be dependent on the particle size distribution of the sediment in the stormwater. In some circumstances, sedimentation and filtration may achieve compliance with the water quality standard for turbidity. Unlike chemical treatment, the use of construction stormwater filtration does not require approval from Ecology. Filtration may also be used in conjunction with polymer treatment in a portable system to assure capture of the flocculated solids. Design and Installation Specifications – Background Information Filtration with sand media has been used for over a century to treat water and wastewater. The use of sand filtration for treatment of stormwater has developed recently, generally to treat runoff from streets, parking lots, and residential areas. The application of filtration to construction stormwater treatment is currently under development. Two types of filtration systems may be applied to construction stormwater treatment: rapid and slow. Rapid sand filters are the typical system used for water and wastewater treatment. They can achieve relatively high hydraulic flow rates, on the order of 2 to 20 gpm/sf, because they Stormwater Pollution Prevention Plan have automatic backwash systems to remove accumulated solids. In contrast, slow sand filters have very low hydraulic rates, on the order of 0.02 gpm/sf, because they do not have backwash systems. To date, slow sand filtration has generally been used to treat stormwater. Slow sand filtration is mechanically simple in comparison to rapid sand filtration but requires a much larger filter area. Filtration Equipment Sand media filters are available with automatic backwashing features that can filter to 50 µm particle size. Screen or bag filters can filter down to 5 µm. Fiber wound filters can remove particles down to 0.5 µm. Filters should be sequenced from the largest to the smallest pore opening. Sediment removal efficiency will be related to particle size distribution in the stormwater. Treatment Process Description Stormwater is collected at interception point(s) on the site and is diverted to a sediment pond or tank for removal of large sediment and storage of the stormwater before it is treated by the filtration system. The stormwater is pumped from the trap, pond, or tank through the filtration system in a rapid sand filtration system. Slow sand filtration systems are designed as flow through systems using gravity. If large volumes of concrete are being poured, pH adjustment may be necessary. Maintenance Standards Rapid sand filters typically have automatic backwash systems that are triggered by a pre-set pressure drop across the filter. If the backwash water volume is not large or substantially more turbid than the stormwater stored in the holding pond or tank, backwash return to the pond or tank may be appropriate. However, land application or another means of treatment and disposal may be necessary.  Screen, bag, and fiber filters must be cleaned and/or replaced when they become clogged.  Sediment shall be removed from the storage and/or treatment ponds as necessary. Typically, sediment removal is required once or twice during a wet season and at the decommissioning of the ponds. 3.2 Site Specific BMPs Site specific BMPs are shown on the TESC Plan Sheets and Details in Appendix A. These site specific plan sheets will be updated annually. Stormwater Pollution Prevention Plan 4.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. The list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that relate to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30 and the wet season is considered to be from October 1 to April 30.  Estimate of Construction start date: March 2018  Estimate of Construction finish date: March 2019  Mobilize equipment on site:  Mobilize and store all ESC and soil stabilization products (store materials on hand BMP C150):  Install ESC measures:  Install stabilized construction entrance:  Begin clearing and grubbing:  Temporary erosion control measures (hydroseeding):  Site inspections reduced to monthly:  Begin concrete pour and implement BMP C151:  Excavate and install new utilities and services (Phase 1):  Complete utility construction:  Begin implementing soil stabilization and sediment control BMPs throughout the site in preparation for wet season:  WET SEASON STARTS: October 1, 2017 Stormwater Pollution Prevention Plan 5.0 Pollution Prevention Team 5.1 Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following:  Certified Erosion and Sediment Control Lead (CESCL) – primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures.  Resident Engineer – For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative  Emergency Ecology Contact – individual to be contacted at Ecology in case of emergency. Go to the following website to get the name and number for the Ecology contact information: http://www.ecy.wa.gov/org.html.  Emergency Owner Contact – individual that is the site owner or representative of the site owner to be contacted in the case of an emergency.  Non-Emergency Ecology Contact – individual that is the site owner or representative of the site owner than can be contacted if required.  Monitoring Personnel – personnel responsible for conducting water quality monitoring; for most sites this person is also the Certified Erosion and Sediment Control Lead. Stormwater Pollution Prevention Plan 5.2 Team Members Names and contact information for those identified as members of the pollution prevention team are provided in the following table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) T.B.D. Resident Engineer Ali Sadr (425) 251-6222 Emergency Ecology Contact T.B.D. Emergency Owner Contact T.B.D. Non-Emergency Ecology Contact Ali Sadr (425) 251-6222 Monitoring Personnel T.B.D. Stormwater Pollution Prevention Plan 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include:  A record of the implementation of the SWPPP and other permit requirements;  Site inspections; and,  Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace any of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Stormwater Pollution Prevention Plan 6.2 Stormwater Quality Monitoring 6.2.1 Turbidity Sampling Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm transparency) is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary. 3. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWPPP for contact information). 2. Continue daily sampling until the turbidity is less than 25 NTU (or transparency is greater than 32 cm). 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. Stormwater Pollution Prevention Plan 6.2.2 pH Sampling Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils" such as Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For concrete work, pH monitoring will start the first day concrete is poured and continue until 3 weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized. Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: 1. Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as CO2 sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than CO2 sparging is planned. Stormwater Pollution Prevention Plan 7.0 Reporting and Recordkeeping 7.1 Recordkeeping 7.1.1 Site Log Book A site log book will be maintained for all on-site construction activities and will include:  A record of the implementation of the SWPPP and other permit requirements;  Site inspections; and,  Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site logbook. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S5.C. 7.1.3 Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with Permit Condition S5.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. Stormwater Pollution Prevention Plan 7.2 Reporting 7.2.1 Discharge Monitoring Reports Discharge Monitoring Report (DMR) forms will be submitted to Ecology because water quality sampling is being conducted at the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Stormwater Pollution Prevention Plan Appendix A – Site Plans W W W W WWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWWUW MEDICINE - VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING EXPANSION Stormwater Pollution Prevention Plan Appendix B – Construction BMPs High Visibility Plastic or Metal Fence (BMP C103) Stabilized Construction Entrance (BMP C105) Silt Fence (BMP C233) Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Dust Control (BMP C140) Check Dams (BMP C207) Grass-Lined Channels (BMP C201) Construction Stormwater Chemical Treatment (BMP C250) Construction Stormwater Filtration (BMP C251) Stormwater Pollution Prevention Plan Appendix C – Alternative BMPs The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 - Mark Clearing Limits Element #2 - Establish Construction Access Element #3 - Control Flow Rates Element #4 - Install Sediment Controls Advanced BMPs: Element #5 - Stabilize Soils Element #6 - Protect Slopes Element #8 - Stabilize Channels and Outlets Element #10 - Control Dewatering Additional Advanced BMPs to Control Dewatering: Stormwater Pollution Prevention Plan Appendix D – General Permit Stormwater Pollution Prevention Plan Appendix E – Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional; however, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii. the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and v. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: “I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief”. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the Stormwater Pollution Prevention Plan problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition S5.F of the permit. Stormwater Pollution Prevention Plan Site Inspection Form General Information Project Name: Valley Medical Center Medical Office Building Inspector Name: T.B.D. Title: CESCL # : Date: Time: Inspection Type: □ After a rain event □ Weekly □ Turbidity/transparency benchmark exceedance □ Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location Inspected Functioning Problem/Corrective Action Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Element 2: Establish Construction Access BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Stormwater Pollution Prevention Plan 36 Element 3: Control Flow Rates BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Element 4: Install Sediment Controls BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Stormwater Pollution Prevention Plan 37 Element 5: Stabilize Soils BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Element 6: Protect Slopes BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Stormwater Pollution Prevention Plan 38 Element 7: Protect Drain Inlets BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Element 8: Stabilize Channels and Outlets BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Stormwater Pollution Prevention Plan 39 Element 9: Control Pollutants BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Element 10: Control Dewatering BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP BMP: Inspected Functioning Y N Y N NIP Stormwater Discharges From the Site Observed? Y N Location Turbidity Discoloration Sheen Location Turbidity Discoloration Sheen Stormwater Pollution Prevention Plan 40 Water Quality Monitoring Was any water quality monitoring conducted? □ Yes □ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? □ Yes □ No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP repairs, maintenance, or installations made as a result of the inspection. Were Photos Taken? □ Yes □ No If photos taken, describe photos below: Stormwater Pollution Prevention Plan 41 Appendix F – Engineering Calculations Stormwater Storage Pond Calculations The sediment traps used as storage ponds prior to pumping to the baker tanks were sized based upon the criteria presented in section D.2.1.5.1 (RSWDM, 2017). These calculations are conservative since they assume the pond is sized to remove sediment, whereas the proposed ponds are simply used for storage and need not provide the additional capacity for the purposes of increased retention time and subsequent sediment settling. The peak runoff from the 10-year storm was calculated using WWHM by specifying the land cover across the 1.96 acre site as completely impervious, to be conservative. The runoff from the 10-year storm was used, rather than the 2-year runoff volume, because the construction is expected to extend through several wet seasons. From the calculations below, we see that the total surface area of the two separate sediment traps on-site should total to ~2,200 square feet. Thus, each sediment trap should have a surface area of ~1,100 square feet. WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: 18092-MOB-2017-09-18-TESC Runoff Site Name: MOB Site Address: NWC--Talbot / 180th City : Renton Report Date: 12/19/2017 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2017/04/14 Version : 4.2.13 _________________________________________________________________ UNMITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre PARKING FLAT 1.96 Impervious Total 1.96 Basin Total 1.96 ________________________________________________________________ ______________________________________________________________ Flow Frequency Return Periods for UnMitigated. POC #1 Return Period Flow(cfs) 2 year 0.747279 5 year 0.9439 10 year 1.07749 25 year 1.250777 50 year 1.383405 100 year 1.519255 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.057 0.968 1950 0.071 1.046 1951 0.127 0.605 1952 0.040 0.538 1953 0.032 0.581 1954 0.050 0.608 1955 0.079 0.689 1956 0.063 0.678 1957 0.051 0.769 1958 0.057 0.621 1959 0.049 0.633 1960 0.086 0.621 1961 0.048 0.657 1962 0.030 0.572 1963 0.041 0.636 1964 0.054 0.624 1965 0.039 0.792 1966 0.037 0.530 1967 0.078 0.913 1968 0.049 1.038 1969 0.048 0.722 1970 0.039 0.696 1971 0.042 0.830 1972 0.094 0.857 1973 0.043 0.519 1974 0.047 0.757 1975 0.063 0.873 1976 0.046 0.587 1977 0.005 0.635 1978 0.040 0.777 1979 0.024 1.064 1980 0.090 0.955 1981 0.036 0.781 1982 0.069 1.101 1983 0.062 0.896 1984 0.038 0.565 1985 0.023 0.779 1986 0.100 0.675 1987 0.088 1.042 1988 0.035 0.632 1989 0.023 0.791 1990 0.185 1.332 1991 0.111 1.064 1992 0.043 0.560 1993 0.045 0.485 1994 0.015 0.528 1995 0.064 0.692 1996 0.135 0.737 1997 0.113 0.716 1998 0.026 0.725 1999 0.106 1.484 2000 0.045 0.739 2001 0.008 0.812 2002 0.049 0.947 2003 0.062 0.736 2004 0.081 1.388 2005 0.058 0.634 2006 0.068 0.560 2007 0.137 1.298 2008 0.177 1.045 2009 0.087 0.966 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1847 1.4839 2 0.1769 1.3884 3 0.1371 1.3317 4 0.1350 1.2977 5 0.1269 1.1012 6 0.1129 1.0641 7 0.1112 1.0638 8 0.1058 1.0459 9 0.0999 1.0452 10 0.0945 1.0419 11 0.0896 1.0380 12 0.0883 0.9679 13 0.0868 0.9659 14 0.0858 0.9546 15 0.0806 0.9468 16 0.0792 0.9129 17 0.0784 0.8963 18 0.0706 0.8726 19 0.0688 0.8572 20 0.0682 0.8303 21 0.0641 0.8116 22 0.0631 0.7923 23 0.0630 0.7905 24 0.0623 0.7809 25 0.0617 0.7791 26 0.0579 0.7773 27 0.0573 0.7691 28 0.0566 0.7574 29 0.0544 0.7386 30 0.0509 0.7369 31 0.0497 0.7356 32 0.0491 0.7253 33 0.0489 0.7215 34 0.0488 0.7156 35 0.0484 0.6961 36 0.0478 0.6925 37 0.0466 0.6890 38 0.0456 0.6780 39 0.0447 0.6753 40 0.0446 0.6570 41 0.0429 0.6360 42 0.0429 0.6355 43 0.0422 0.6345 44 0.0414 0.6330 45 0.0400 0.6321 46 0.0400 0.6237 47 0.0394 0.6212 48 0.0390 0.6206 49 0.0381 0.6077 50 0.0375 0.6046 51 0.0358 0.5868 52 0.0349 0.5808 53 0.0323 0.5725 54 0.0301 0.5654 55 0.0255 0.5605 56 0.0242 0.5599 57 0.0227 0.5378 58 0.0226 0.5297 59 0.0150 0.5275 60 0.0080 0.5191 61 0.0054 0.4849 ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2017; All Rights Reserved. Project: BCE #: REQUIRED SURFACE AREA Flow cfs SA = (2,080)(Q10)=2246 SF Q2*0.74 ∴ USE SURFACE AREA =2200 SF Q10 1.08 0.05 AC Q100 1.52 PRINCIPAL SPILLWAY SIZING D = [(Q10 ) / (3.782)(H)0.5]0.5 =6.413 FT KEY *H MIN (DEFAULT 1)=1 FT INPUT ∴ USE RISER DIAMETER =6 2/4 IN OUTPUT CHECK EMERGENCY OVERFLOW SPILLWAY SPECS L = [Q100 / (3.21)(H)1.5] - 2.4H =0.14 FT *H MIN (DEFAULT .5)=0.5 FT ∴ USE SPILLWAY LENGTH =6 FT DEWATERING ORIFICE A0 = (S.A.)(2H)0.5/(0.6)(3,600)(T)(g)0.5 =0.011 SF DIAM. = 13.54 (A0)0.5 =1.39 IN *H MIN (DEFAULT 3.5')=1 FT ∴ USE ORIFICE DIAMETER =1 1/2 IN *IF CONSTRUCTION TAKES PLACE OUTSIDE THE WET SEASON IN SUMMER MONTHS, Q2 IS ALLOWED TO SIZE POND S.A. MOB 18092 TESC Calculations Developed Site Runoff P:\18000s\18092\excel\18092 - TESC CALCS BAKER TANK SIZING CALCULATIONS CESF System Calculations For “UW Medicine-Valley Medical Center” Site size: The site is 1.96 acres in size. All CESF calculations will be based on this site size and assume there will be no run on or significant ground water. Areas beyond this open area where storm wa- ter will be collected must be added to the totals in this report to be accurate. These calculations assume the whole site will be open at one time. Soil types on site: The USDA WSS tool was able to give data on the area to be disturbed. Soil on this site consists of “Alderwood Gravelly Sandy Loam,” with 88.7% of the site having slopes between 15-30%. Alderwood Gravelly Sandy Loam in the area has a low infiltration capacity of .06% as it falls into hydrologic group D. The King County soil survey map and USDA WSS confirm this. The rational method will be used in these calculations which will assign a runoff coefficient of .75% to this site. Rainfall information: The site gets an average total of 36.15” of precipitation per year. That average over the job site is an annual total of 1,717,829 gallons. The following is a breakdown of average total precipitation per month for Bothell, the nearest measured location. Following is daily extreme and average information. System sizing: The proposed system is a batch Chitosan enhanced sand filtration system (CESF). The system is capable of treating water in a range from 100 GPM to 300 GPM. This system will be sized to treat water at no less than 250 GPM at which rate it is possible to treat up to 84,000 gallons in an 8-hour shift, accounting for startup and settling times. Systems storage must be sized so there is storage for a 24hr 10-year storm minus what the system can treat in 8 hours. A 10 year 24-hour storm in Bellevue is about 4.5” according to NOAA atlas. After the application of the runoff co- efficient we can find the minimum storage for the filtration system is 160,378 gallons minus the 82,500 gallons for the batch system we are left needing 77,878 gallons of storage. Four tanks will be used to this storage volume with an additional two tanks for the batch treatment. All cal- culations in this report will assume that storage volume. With the proposed system it would take about one 8 hour shift to drain the system completely. Chemical Consumption: Chemical consumptions assume influent turbidity of less than 600 NTU so a limit of 1 ppm is used. The chemical assumed is 1% chitosan acetate solution. Calculations: Based on the average daily rain totals the storage volume discussed prior and chemical consump- tion discussed earlier. Variables: Some of the largest variables not factored into this report are: -Site run on or ground water which would result in much higher totals -Project staging which would result in less for the totals -Excessively dirty influent water which will slow the treatment rate and increase chemi- cal consumption. -Abnormal rain totals or large scale rain events (ie storms beyond averages) -Possible request of customer to keep storage tanks drawn down instead of waiting to fill Month Rain Total in gallons Runoff Potential in gallons Probable Hours for Treatment Probable chemical con- sumption in gallons under 600 NTU January 267,060 200,295 20 20 February 194,829 146,121 20 15 March 184,851 136,638 20 14 April 109,295 81,971 10 8 May 108,819 81,614 10 8 June 103,592 77,694 10 7 July 38,490 28,868 0 3 August 49,420 37,065 0 4 September 88,386 66,289 10 7 October 179,148 134,361 20 13 November 246,151 184,613 20 18 December 276,563 207,422 24 21 Total 1,846,132 1,307,951 164 138 -Suspended solids that take longer to settle, pH adjustment need, or conductivity issues -Sediment build up in the system that is allowed to become excessive Tab 9.0 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT A Bond Quantities Worksheet, and a Declaration of Covenant have been provided with this final Technical Information Report. A Flow Control and Water Quality Facility Summary Sheet was not provided since it was not requested, nor was it available in the 2017 RSWDM. SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR VALLEY MEDICAL CENTER MEDICAL OFFICE BUILDING Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NoWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalPhoneEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationValley Medical Center Medical Office BuildingRenton, WA. 98055Parcel NumberValley Medical Center##-######425-228-3440x59326/6/2017 --> Revised 01/19/2017Prepared by:FOR CONSTRUCTIONProject Phase 1asadr@bargausen.comAli Sadr24661Barghausen18215 72nd AVE South425-251-6222400 South 43rd Street400 South 43rd Street,Additional Project OwnerCarr Road / Talbot########AddressAbbreviated Legal Description:Abbreviated LegalCity, State, ZipPage 2 of 14Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/201801/19/18 CED Permit #:########UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CYCheck dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ Each10800.00Catch Basin ProtectionESC-335.50$ Each20710.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CY2001,800.00Excavation-bulkESC-62.00$ CY2300046,000.00Fence, siltESC-7SWDM 5.4.3.11.50$ LF9261,389.00Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each HydroseedingESC-11SWDM 5.4.2.40.80$ SY25002,000.00Interceptor Swale / DikeESC-121.00$ LF Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LF2303,220.00Piping, temporary, CPP, 12"ESC-1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each11,800.00Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ EachSediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ Each12,200.00Sediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LF30570.00Sed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR20022,000.00Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR24033,600.00UnitReference #PriceUnitQuantity Cost180,000.00$ LS1180,000.00 EROSION/SEDIMENT SUBTOTAL:296,089.00SALES TAX @ 10%29,608.90EROSION/SEDIMENT TOTAL:325,697.90(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)Baker Tanks and filtration systemWRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CY15009,000.00Backfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ Acre2.222,000.00Excavation - bulkGI-72.00$ CYExcavation - TrenchGI-85.00$ CY4002,000.00Fencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CY95025,650.00Fill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SYMonuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ Acre2.23,960.00Topsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HR20024,000.00Trail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:86,610.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 4 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SYAC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY7250253,750.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF4505,625.00Curb and Gutter, demolition and disposalRI-918.00$ LF200036,000.00Curb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LF10007,000.00Sawcut, asphalt, 3" depthRI-121.85$ LF200370.00Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY180068,400.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SY3009,600.00Sidewalk, 5" thickRI-1841.00$ SYSidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ Each10850.00Striping, per stallRI-217.00$ Each43301.00Striping, thermoplastic, ( for crosswalk )RI-223.00$ SFStriping, 4" reflectorized lineRI-230.50$ LFAdditional 2.5" Crushed SurfacingRI-243.60$ SYHMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SYHMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:381,896.00(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY310086,800.004" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:86,800.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1Street Light System ( # of Poles)TR-2Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:468,506.00SALES TAX @ 10%46,850.60STREET AND SITE IMPROVEMENTS TOTAL:515,356.60(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each812,000.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each49,200.00 for additional depth over 4' D-7480.00$ FT5124,480.00CB Type II, 54" diameterD-82,500.00$ Each410,000.00 for additional depth over 4'D-9495.00$ FT2512,375.00CB Type II, 60" diameterD-102,800.00$ Each12,800.00 for additional depth over 4'D-11600.00$ FT1600.00CB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ Each5750.00Cleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ Each102,000.00Culvert, PVC, 4" D-2310.00$ LF8368,360.00Culvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LFCulvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:82,565.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)Page 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LF67110,736.00Culvert, CPE Triple Wall, 12" D-5324.00$ LF49511,880.00Culvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LF31024,180.00Culvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:46,796.00(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)DRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LFPipe, Polypropylene, 12"D-8595.00$ LFPipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LF19720,882.00Culvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LF203,040.00Culvert, DI, 24"D-100175.00$ LF8114,175.00Culvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:38,097.00(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)Specialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SY6501,950.00Mid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ Each55,750.00Restrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:7,700.00(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3$166,667Each 3500,000.00Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-1535,000.00$ Each 270,000.00Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:570,000.00(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (Bond Reduction) (B)(C)WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)Trench DrainWI-150.00$ LF21510,750.00Green RoofWI-210.00$ SF250025,000.00Area DrainWI-3500.00$ Each1500.00WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:36,250.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:781,408.00SALES TAX @ 10%78,140.80DRAINAGE AND STORMWATER FACILITIES TOTAL:859,548.80(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ Each24,000.00Ductile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LF13650.007350.00Ductile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LF201,120.00Ductile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LF291,740.00Ductile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LF503,500.00Ductile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ Each1500.00Gate Valve, 6 inch DiameterW-8700.00$ Each21,400.00Gate Valve, 8 Inch DiameterW-9800.00$ Each1800.00Gate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ Each22,400.00Fire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ Each18,000.00Compound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:22,370.002,090.00SALES TAX @ 10%2,237.00209.00WATER TOTAL:24,607.002,299.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ Each11,000.00Grease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LF353,325.00Sewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LF13714,385.00Sewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ Each212,000.00Manhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSArea DrainSS-26$500Each1500.00Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:31,210.00SALES TAX @ 10%3,121.00SANITARY SEWER TOTAL:34,331.00(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)-$ Future Public Improvements Subtotal(c)24,607.00$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)859,548.80$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond176,831.16$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 425-251-6222asadr@bargausen.comValley Medical Center Medical Office Building##-######400 South 43rd StreetParcel NumberFOR CONSTRUCTION########18215 72nd AVE South1,185,246.70$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS6/6/2017 --> Revised 01/19/2017Ali Sadr24661BarghausenR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)325,697.90$ -$ 859,548.80$ 325,697.90$ -$ 859,548.80$ -$ Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 1/19/2018 SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR VALLEY MEDICAL CENTER ROAD IMPROVEMENTS Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)-$ Future Public Improvements Subtotal(c)5,720.00$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)673,043.80$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond135,752.76$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 425-251-6222asadr@bargausen.comValley Medical Center Medical Office Building##-######400 South 43rd StreetParcel NumberFOR CONSTRUCTION########18215 72nd AVE South998,038.80$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS6/6/2017 --> Revised 9/20/2017Ali Sadr24661BarghausenR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)324,995.00$ -$ 673,043.80$ 324,995.00$ -$ 673,043.80$ -$ Page 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 9/20/2017 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date Prepared: Name:PE Registration No:Firm Name:Firm Address:Phone No.Email Address:Project Name: Project Owner:CED Plan # (LUA):Phone:CED Permit # (U):Address: Site Address:Street Intersection:Addt'l Project Owner:Parcel #(s):Phone:Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NoWater Service Provided by:If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: AddressAbbreviated Legal Description:Abbreviated LegalCity, State, Zip400 South 43rd Street400 South 43rd Street,Additional Project OwnerCarr Road / Talbot########425-228-3440x593210/9/2017Prepared by:FOR CONSTRUCTIONProject Phase 1asadr@bargausen.comAli Sadr24661Barghausen18215 72nd AVE South425-251-6222SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONCITY OF RENTONCITY OF RENTON1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out SubmittalPhoneEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Clearing and GradingUtility ProvidersN/AProject Location and DescriptionProject Owner InformationVMC MOB Road ImprovementsRenton, WA. 98055Parcel NumberValley Medical Center##-######Page 1 of 1Ref 8-H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 12/27/2017 CED Permit #:########UnitReference #PriceUnitQuantity CostBackfill & compaction-embankmentESC-16.50$ CYCheck dams, 4" minus rockESC-2SWDM 5.4.6.380.00$ EachCatch Basin ProtectionESC-335.50$ Each20710.00Crushed surfacing 1 1/4" minusESC-4WSDOT 9-03.9(3)95.00$ CY DitchingESC-59.00$ CYExcavation-bulkESC-62.00$ CYFence, siltESC-7SWDM 5.4.3.11.50$ LF Fence, Temporary (NGPE)ESC-81.50$ LF Geotextile FabricESC-92.50$ SY Hay Bale Silt TrapESC-100.50$ Each HydroseedingESC-11SWDM 5.4.2.40.80$ SY200160.00Interceptor Swale / DikeESC-121.00$ LF Jute MeshESC-13SWDM 5.4.2.23.50$ SY Level SpreaderESC-141.75$ LF Mulch, by hand, straw, 3" deepESC-15SWDM 5.4.2.12.50$ SY Mulch, by machine, straw, 2" deepESC-16SWDM 5.4.2.12.00$ SY Piping, temporary, CPP, 6"ESC-1712.00$ LF Piping, temporary, CPP, 8"ESC-1814.00$ LFPiping, temporary, CPP, 12"ESC-1918.00$ LF Plastic covering, 6mm thick, sandbaggedESC-20SWDM 5.4.2.34.00$ SY Rip Rap, machine placed; slopesESC-21WSDOT 9-13.1(2)45.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22SWDM 5.4.4.11,800.00$ Each11,800.00Rock Construction Entrance, 100'x15'x1'ESC-23SWDM 5.4.4.13,200.00$ EachSediment pond riser assemblyESC-24SWDM 5.4.5.22,200.00$ EachSediment trap, 5' high berm ESC-25SWDM 5.4.5.119.00$ LFSed. trap, 5' high, riprapped spillway berm section ESC-26SWDM 5.4.5.170.00$ LF Seeding, by handESC-27SWDM 5.4.2.41.00$ SY Sodding, 1" deep, level groundESC-28SWDM 5.4.2.58.00$ SY Sodding, 1" deep, sloped groundESC-29SWDM 5.4.2.510.00$ SY TESC SupervisorESC-30110.00$ HR20022,000.00Water truck, dust controlESC-31SWDM 5.4.7140.00$ HR24033,600.00UnitReference #PriceUnitQuantity Cost EROSION/SEDIMENT SUBTOTAL:58,270.00SALES TAX @ 10%5,827.00EROSION/SEDIMENT TOTAL:64,097.00(A)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)WRITE-IN-ITEMS Page 3 of 14Ref 8-H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostGENERAL ITEMS Backfill & Compaction- embankmentGI-16.00$ CY15009,000.00Backfill & Compaction- trenchGI-29.00$ CYClear/Remove Brush, by hand (SY)GI-31.00$ SYBollards - fixedGI-4240.74$ EachBollards - removableGI-5452.34$ EachClearing/Grubbing/Tree RemovalGI-610,000.00$ AcreExcavation - bulkGI-72.00$ CYExcavation - TrenchGI-85.00$ CYFencing, cedar, 6' highGI-920.00$ LFFencing, chain link, 4'GI-1038.31$ LFFencing, chain link, vinyl coated, 6' highGI-1120.00$ LFFencing, chain link, gate, vinyl coated, 20' GI-121,400.00$ EachFill & compact - common barrowGI-1325.00$ CYFill & compact - gravel baseGI-1427.00$ CYFill & compact - screened topsoilGI-1539.00$ CYGabion, 12" deep, stone filled mesh GI-1665.00$ SYGabion, 18" deep, stone filled mesh GI-1790.00$ SYGabion, 36" deep, stone filled meshGI-18150.00$ SYGrading, fine, by handGI-192.50$ SYGrading, fine, with graderGI-202.00$ SYMonuments, 3' LongGI-21250.00$ EachSensitive Areas SignGI-227.00$ EachSodding, 1" deep, sloped groundGI-238.00$ SYSurveying, line & gradeGI-24850.00$ DaySurveying, lot location/linesGI-251,800.00$ Acre0.5900.00Topsoil Type A (imported)GI-2628.50$ CYTraffic control crew ( 2 flaggers )GI-27120.00$ HR20024,000.00Trail, 4" chipped woodGI-288.00$ SYTrail, 4" crushed cinderGI-299.00$ SYTrail, 4" top courseGI-3012.00$ SYConduit, 2"GI-315.00$ LFWall, retaining, concreteGI-3255.00$ SFWall, rockeryGI-3315.00$ SFSUBTOTAL THIS PAGE:33,900.00(B)(C)(D)(E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)Page 4 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000syRI-130.00$ SY20600.0010300.00AC Grinding, 4' wide machine 1000-2000syRI-216.00$ SYAC Grinding, 4' wide machine > 2000syRI-310.00$ SYAC Removal/DisposalRI-435.00$ SY1414,935.00135547,425.00Barricade, Type III ( Permanent )RI-556.00$ LFGuard RailRI-630.00$ LFCurb & Gutter, rolledRI-717.00$ LFCurb & Gutter, verticalRI-812.50$ LF7519,387.504775,962.50Curb and Gutter, demolition and disposalRI-918.00$ LF66011,880.00108719,566.00Curb, extruded asphaltRI-105.50$ LFCurb, extruded concreteRI-117.00$ LFSawcut, asphalt, 3" depthRI-121.85$ LF6601,221.00207382.95Sawcut, concrete, per 1" depthRI-133.00$ LFSealant, asphaltRI-142.00$ LFShoulder, gravel, 4" thickRI-1515.00$ SYSidewalk, 4" thickRI-1638.00$ SY62423,712.001736,574.00Sidewalk, 4" thick, demolition and disposalRI-1732.00$ SY2598,288.00541,728.00Sidewalk, 5" thickRI-1841.00$ SYSidewalk, 5" thick, demolition and disposalRI-1940.00$ SYSign, Handicap RI-2085.00$ EachStriping, per stallRI-217.00$ Each535.00Striping, thermoplastic, ( for crosswalk )RI-223.00$ SF7292,187.00323969.00Striping, 4" reflectorized lineRI-230.50$ LF31501,575.00250125.00Additional 2.5" Crushed SurfacingRI-243.60$ SY608.82,191.687562,721.60HMA 1/2" Overlay 1.5" RI-2514.00$ SYHMA 1/2" Overlay 2"RI-2618.00$ SYHMA Road, 2", 4" rock, First 2500 SYRI-2728.00$ SYHMA Road, 2", 4" rock, Qty. over 2500SYRI-2821.00$ SYHMA Road, 4", 6" rock, First 2500 SYRI-2945.00$ SY76134,245.0045020,250.00HMA Road, 4", 6" rock, Qty. over 2500 SYRI-3037.00$ SYHMA Road, 4", 4.5" ATBRI-3138.00$ SYGravel Road, 4" rock, First 2500 SYRI-3215.00$ SYGravel Road, 4" rock, Qty. over 2500 SYRI-3310.00$ SYThickened EdgeRI-348.60$ LFSUBTOTAL THIS PAGE:100,222.18106,039.05(B)(C)(D)(E)Page 5 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B)(C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrowPL-121.00$ SY2" AC, 1.5" top course & 2.5" base coursePL-228.00$ SY50014,000.004" select borrowPL-35.00$ SY1.5" top course rock & 2.5" base coursePL-414.00$ SYSUBTOTAL PARKING LOT SURFACING:14,000.00(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street TreesLA-1Median LandscapingLA-2Right-of-Way LandscapingLA-3Wetland LandscapingLA-4SUBTOTAL LANDSCAPING & VEGETATION:(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.SignsTR-1Street Light System ( # of Poles)TR-2Traffic SignalTR-3Traffic Signal ModificationTR-4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE-IN-ITEMSSUBTOTAL WRITE-IN ITEMS:STREET AND SITE IMPROVEMENTS SUBTOTAL:100,222.18139,939.05SALES TAX @ 10%10,022.2213,993.91STREET AND SITE IMPROVEMENTS TOTAL:110,244.40153,932.96(B)(C)(D)(E)Page 6 of 14Ref 8-H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostDRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/DD-126.00$ SY* (CBs include frame and lid)BeehiveD-290.00$ EachThrough-curb Inlet FrameworkD-3400.00$ EachCB Type ID-41,500.00$ Each11,500.00710,500.00CB Type ILD-51,750.00$ EachCB Type II, 48" diameterD-62,300.00$ Each for additional depth over 4' D-7480.00$ FTCB Type II, 54" diameterD-82,500.00$ Each for additional depth over 4'D-9495.00$ FTCB Type II, 60" diameterD-102,800.00$ Each for additional depth over 4'D-11600.00$ FTCB Type II, 72" diameterD-126,000.00$ Each for additional depth over 4'D-13850.00$ FTCB Type II, 96" diameterD-1414,000.00$ Each for additional depth over 4'D-15925.00$ FTTrash Rack, 12"D-16350.00$ EachTrash Rack, 15"D-17410.00$ EachTrash Rack, 18"D-18480.00$ EachTrash Rack, 21"D-19550.00$ EachCleanout, PVC, 4"D-20150.00$ EachCleanout, PVC, 6"D-21170.00$ EachCleanout, PVC, 8"D-22200.00$ EachCulvert, PVC, 4" D-2310.00$ LFCulvert, PVC, 6" D-2413.00$ LFCulvert, PVC, 8" D-2515.00$ LFCulvert, PVC, 12" D-2623.00$ LFCulvert, PVC, 15" D-2735.00$ LFCulvert, PVC, 18" D-2841.00$ LFCulvert, PVC, 24"D-2956.00$ LFCulvert, PVC, 30" D-3078.00$ LFCulvert, PVC, 36" D-31130.00$ LFCulvert, CMP, 8"D-3219.00$ LFCulvert, CMP, 12"D-3329.00$ LFSUBTOTAL THIS PAGE:1,500.0010,500.00(B)(C)(D)(E)Quantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESPage 7 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, CMP, 15"D-3435.00$ LFCulvert, CMP, 18"D-3541.00$ LFCulvert, CMP, 24"D-3656.00$ LFCulvert, CMP, 30"D-3778.00$ LFCulvert, CMP, 36"D-38130.00$ LFCulvert, CMP, 48"D-39190.00$ LFCulvert, CMP, 60"D-40270.00$ LFCulvert, CMP, 72"D-41350.00$ LFCulvert, Concrete, 8"D-4242.00$ LFCulvert, Concrete, 12"D-4348.00$ LFCulvert, Concrete, 15"D-4478.00$ LFCulvert, Concrete, 18"D-4548.00$ LFCulvert, Concrete, 24"D-4678.00$ LFCulvert, Concrete, 30"D-47125.00$ LFCulvert, Concrete, 36"D-48150.00$ LFCulvert, Concrete, 42"D-49175.00$ LFCulvert, Concrete, 48"D-50205.00$ LFCulvert, CPE Triple Wall, 6" D-5114.00$ LFCulvert, CPE Triple Wall, 8" D-5216.00$ LFCulvert, CPE Triple Wall, 12" D-5324.00$ LFCulvert, CPE Triple Wall, 15" D-5435.00$ LFCulvert, CPE Triple Wall, 18" D-5541.00$ LFCulvert, CPE Triple Wall, 24" D-5656.00$ LFCulvert, CPE Triple Wall, 30" D-5778.00$ LFCulvert, CPE Triple Wall, 36" D-58130.00$ LFCulvert, LCPE, 6"D-5960.00$ LFCulvert, LCPE, 8"D-6072.00$ LFCulvert, LCPE, 12"D-6184.00$ LFCulvert, LCPE, 15"D-6296.00$ LFCulvert, LCPE, 18"D-63108.00$ LFCulvert, LCPE, 24"D-64120.00$ LFCulvert, LCPE, 30"D-65132.00$ LFCulvert, LCPE, 36"D-66144.00$ LFCulvert, LCPE, 48"D-67156.00$ LFCulvert, LCPE, 54"D-68168.00$ LFSUBTOTAL THIS PAGE:(B)(C)(D)(E)Page 8 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESDRAINAGE (Continued)Culvert, LCPE, 60"D-69180.00$ LFCulvert, LCPE, 72"D-70192.00$ LFCulvert, HDPE, 6"D-7142.00$ LFCulvert, HDPE, 8"D-7242.00$ LFCulvert, HDPE, 12"D-7374.00$ LFCulvert, HDPE, 15"D-74106.00$ LFCulvert, HDPE, 18"D-75138.00$ LFCulvert, HDPE, 24"D-76221.00$ LFCulvert, HDPE, 30"D-77276.00$ LFCulvert, HDPE, 36"D-78331.00$ LFCulvert, HDPE, 48"D-79386.00$ LFCulvert, HDPE, 54"D-80441.00$ LFCulvert, HDPE, 60"D-81496.00$ LFCulvert, HDPE, 72"D-82551.00$ LFPipe, Polypropylene, 6"D-8384.00$ LFPipe, Polypropylene, 8"D-8489.00$ LF10890.00Pipe, Polypropylene, 12"D-8595.00$ LF121,140.0022821,660.00Pipe, Polypropylene, 15"D-86100.00$ LFPipe, Polypropylene, 18"D-87106.00$ LFPipe, Polypropylene, 24"D-88111.00$ LFPipe, Polypropylene, 30"D-89119.00$ LFPipe, Polypropylene, 36"D-90154.00$ LFPipe, Polypropylene, 48"D-91226.00$ LFPipe, Polypropylene, 54"D-92332.00$ LFPipe, Polypropylene, 60"D-93439.00$ LFPipe, Polypropylene, 72"D-94545.00$ LFCulvert, DI, 6"D-9561.00$ LFCulvert, DI, 8"D-9684.00$ LFCulvert, DI, 12"D-97106.00$ LFCulvert, DI, 15"D-98129.00$ LFCulvert, DI, 18"D-99152.00$ LFCulvert, DI, 24"D-100175.00$ LFCulvert, DI, 30"D-101198.00$ LFCulvert, DI, 36"D-102220.00$ LFCulvert, DI, 48"D-103243.00$ LFCulvert, DI, 54"D-104266.00$ LFCulvert, DI, 60"D-105289.00$ LFCulvert, DI, 72"D-106311.00$ LFSUBTOTAL THIS PAGE:1,140.0022,550.00(B)(C)(D)(E)Page 9 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESSpecialty Drainage ItemsDitching SD-19.50$ CYFlow Dispersal Trench (1,436 base+)SD-328.00$ LF French Drain (3' depth)SD-426.00$ LFGeotextile, laid in trench, polypropyleneSD-53.00$ SYMid-tank Access Riser, 48" dia, 6' deepSD-62,000.00$ EachPond Overflow SpillwaySD-716.00$ SYRestrictor/Oil Separator, 12"SD-81,150.00$ EachRestrictor/Oil Separator, 15"SD-91,350.00$ EachRestrictor/Oil Separator, 18"SD-101,700.00$ EachRiprap, placedSD-1142.00$ CYTank End Reducer (36" diameter)SD-121,200.00$ EachInfiltration pond testingSD-13125.00$ HRPermeable PavementSD-14Permeable Concrete SidewalkSD-15Culvert, Box __ ft x __ ftSD-16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention PondSF-1Each Detention TankSF-2Each Detention VaultSF-3$250,000Each 1250,000.00Infiltration PondSF-4Each Infiltration TankSF-5Each Infiltration VaultSF-6Each Infiltration TrenchesSF-7Each Basic Biofiltration SwaleSF-8Each Wet Biofiltration SwaleSF-9Each WetpondSF-10Each WetvaultSF-11Each Sand FilterSF-12Each Sand Filter VaultSF-13Each Linear Sand FilterSF-14Each Proprietary FacilitySF-1540,000.00$ Each 140,000.00Bioretention FacilitySF-16Each SUBTOTAL STORMWATER FACILITIES:290,000.00(B)(C)(D)(E)Page 10 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostQuantity Remaining (Bond Reduction) (B)(C)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESWRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)WI-1WI-2WI-3WI-4WI-5WI-6WI-7WI-8WI-9WI-10WI-11WI-12WI-13WI-14WI-15SUBTOTAL WRITE-IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:1,500.00300,500.00SALES TAX @ 10%150.0030,050.00DRAINAGE AND STORMWATER FACILITIES TOTAL:1,650.00330,550.00(B) (C) (D) (E)Page 11 of 14Ref 8-H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostConnection to Existing WatermainW-12,000.00$ EachDuctile Iron Watermain, CL 52, 4 Inch DiameterW-250.00$ LFDuctile Iron Watermain, CL 52, 6 Inch DiameterW-356.00$ LFDuctile Iron Watermain, CL 52, 8 Inch DiameterW-460.00$ LFDuctile Iron Watermain, CL 52, 10 Inch DiameterW-570.00$ LFDuctile Iron Watermain, CL 52, 12 Inch DiameterW-680.00$ LFGate Valve, 4 inch DiameterW-7500.00$ EachGate Valve, 6 inch DiameterW-8700.00$ EachGate Valve, 8 Inch DiameterW-9800.00$ EachGate Valve, 10 Inch DiameterW-101,000.00$ EachGate Valve, 12 Inch DiameterW-111,200.00$ EachFire Hydrant AssemblyW-124,000.00$ EachPermanent Blow-Off AssemblyW-131,800.00$ EachAir-Vac Assembly, 2-Inch DiameterW-142,000.00$ EachAir-Vac Assembly, 1-Inch DiameterW-151,500.00$ EachCompound Meter Assembly 3-inch DiameterW-168,000.00$ EachCompound Meter Assembly 4-inch DiameterW-179,000.00$ EachCompound Meter Assembly 6-inch DiameterW-1810,000.00$ EachPressure Reducing Valve Station 8-inch to 10-inchW-1920,000.00$ EachWATER SUBTOTAL:SALES TAX @ 10%WATER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B)(C)Page 12 of 14Ref 8-H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 CED Permit #:########ExistingFuture PublicPrivateRight-of-WayImprovementsImprovements(D) (E)DescriptionNo. Unit PriceUnitQuant.CostQuant.CostQuant.CostQuant.CostClean OutsSS-11,000.00$ EachGrease Interceptor, 500 gallonSS-28,000.00$ EachGrease Interceptor, 1000 gallonSS-310,000.00$ EachGrease Interceptor, 1500 gallonSS-415,000.00$ EachSide Sewer Pipe, PVC. 4 Inch DiameterSS-580.00$ LFSide Sewer Pipe, PVC. 6 Inch DiameterSS-695.00$ LFSewer Pipe, PVC, 8 inch DiameterSS-7105.00$ LFSewer Pipe, PVC, 12 Inch DiameterSS-8120.00$ LFSewer Pipe, DI, 8 inch DiameterSS-9115.00$ LFSewer Pipe, DI, 12 Inch DiameterSS-10130.00$ LFManhole, 48 Inch DiameterSS-116,000.00$ EachManhole, 54 Inch DiameterSS-136,500.00$ EachManhole, 60 Inch DiameterSS-157,500.00$ EachManhole, 72 Inch DiameterSS-178,500.00$ EachManhole, 96 Inch DiameterSS-1914,000.00$ EachPipe, C-900, 12 Inch DiameterSS-21180.00$ LFOutside DropSS-241,500.00$ LSInside DropSS-251,000.00$ LSSewer Pipe, PVC, ____ Inch DiameterSS-26Lift Station (Entire System)SS-27LSSANITARY SEWER SUBTOTAL:SALES TAX @ 10%SANITARY SEWER TOTAL:(B) (C) (D) (E)SITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (Bond Reduction) (B)(C)Page 13 of 14Ref 8-H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 Planning Division |1055 South Grady Way – 6th Floor | Renton, WA 98057 (425) 430-7200Date:Name:Project Name: PE Registration No:CED Plan # (LUA):Firm Name:CED Permit # (U):Firm Address:Site Address:Phone No.Parcel #(s):Email Address:Project Phase: Site Restoration/Erosion Sediment Control Subtotal (a)Existing Right-of-Way Improvements Subtotal (b)(b)110,244.40$ Future Public Improvements Subtotal(c)-$ Stormwater & Drainage Facilities (Public & Private) Subtotal(d)(d)332,200.00$ (e)(f)Site RestorationCivil Construction PermitMaintenance Bond88,488.88$ Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. EST1((b) + (c) + (d)) x 20%-$ MAINTENANCE BOND */**(after final acceptance of construction)64,097.00$ 110,244.40$ 497,566.60$ 64,097.00$ -$ 332,200.00$ -$ 561,663.60$ P (a) x 100%SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS10/9/2017Ali Sadr24661BarghausenR((b x 150%) + (d x 100%))S(e) x 150% + (f) x 100%Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2T(P +R - S)Prepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)425-251-6222asadr@bargausen.comValley Medical Center Medical Office Building##-######400 South 43rd StreetParcel NumberFOR CONSTRUCTION########18215 72nd AVE SouthPage 14 of 14Ref 8-H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 10/31/2017 Return Address: City Clerk’s Office City of Renton 1055 S Grady Way Renton, WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: Grantee: City of Renton Legal Description: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton ___________________________ permit for application file No. LUA/SWP_______________________ relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with the City of Renton, a political subdivision of the state of Washington, that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 10 below with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: 1. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners of the described property") shall at their own cost, operate, maintain, and keep in good repair, the Property's stormwater facilities and/or best management practices ("BMPs") constructed as required in the approved construction plans and specifications __________ on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) _____________________________. The property's stormwater facilities and/or best management practices ("BMPs") are shown and/or listed on Exhibit A. The property’s stormwater facilities and/or BMPs shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B. Stormwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage and/or treat stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. City of Renton shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance activities specified in this Declaration of Covenant and in accordance with RMC 4-6-030. 3. If City of Renton determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, City of Renton shall give notice of the specific maintenance and/or repair work required pursuant to RMC 4-6-030. The City shall also set a reasonable time in which such Page 1 of 3 Form Approved by City Attorney 10/2013 Valley Medical Center Northeast quarter of Section 31, Township 23 North, Range 5 East, Willamette Meridian, City of Renton, King County, Washington. Portions of 8857670010 and 8857670100 Civil Construction work is to be completed by the Owners. If the above required maintenance or repair is not completed within the time set by the City, the City may perform the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the City’s intention to perform such work. This work will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the City, there exists an imminent or present danger, the seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time the City of Renton reasonably determines that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in RMC 4-4-060 G or relevant municipal successor's codes as applicable and herein incorporated by reference, the City may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the City as described in Paragraph 3 or any measures taken by the City to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the City within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to recover reasonable litigation costs and attorney’s fees. 6. The Owners are hereby required to obtain written approval from City of Renton prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real property described above, and shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City that is recorded by King County in its real property records. IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property Page 2 of 3 Form Approved by City Attorney 10/2013 STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this _____ day of ____________________, 20_____. Printed name Notary Public in and for the State of Washington, residing at My appointment expires Page 3 of 3 Form Approved by City Attorney 10/2013 W W W W W W W W W WWW W WWWWWW W W W W W W W W WW W WWWWWWWWWWWW W W W W W W W W W W W BAR G HAU S ENCONSUL TING ENGI NE E R S , INC. MAINTENANCE INSTRUCTIONS FOR VEGETATED ROOFS Your property contains an on-site BMP (best management practice) called a “vegetated roof,” which was installed to minimize the stormwater runoff impacts of the impervious surfaces on your property. Vegetated roofs (also called green roofs) consist of a pervious growing medium, plants, and a moisture barrier. The benefits of this device are a reduction in runoff peaks and volumes due to the storage capabilities of the soil and increased rate of evapotranspiration. This on-site BMP shall be maintained per Appendix A of the City of Renton’s Surface Water Design Manual. MAINTENANCE RESTRICTIONS • The composition and area of vegetated roof as depicted by the site plan and design details must be maintained and may not be changed without written approval from the City of Renton or through a future development permit from the City of Renton. • Vegetated roofs must not be subject to any use that would significantly compact the soil. INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES Vegetated roofs (also called green roofs) consist of a pervious growing medium, plants, and a moisture barrier: • Vegetated roofs must be inspected annually for physical defects and to make sure the vegetation is in good condition. • If erosion channels or bare spots are evident, they should be stabilized with additional soil similar to the original material. • A supplemental watering program may be needed the first year to ensure the long-term survival of the roof's vegetation. • Vegetation should be maintained as follows: (1) Vegetated roofs must not be subject to any use that would significantly compact the soil; (2) Replace all dead vegetation as soon as possible; (3) Remove fallen leaves and debris; (4) Remove all noxious vegetation when discovered; (5) Manually weed without herbicides or pesticides RECORDING REQUIREMENT These vegetated roof on-site BMP maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 of the City of Renton Surface Water Design Manual. The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; the City of Renton may require additional instructions based on site-specific conditions. See the City of Renton’s Surface Water Design Manual website for additional information and updates. TYPICAL VEGETATED ROOF CROSS-SECTION Page 24 American Hydrotech, Inc. - Contractor Training Manual - © 2012 MAINTENANCE INTRODUCTION The Importance of Maintenance A successful vegetative roof is one that receives proper maintenance, starting with the installation of the plant material. There is no such thing as a no-maintenance vegetative roof. Keeping a watchful eye on the roof will maximize plant health, maintain the aesthetics of the roof, and ensure any issues such as clogged drains, wind erosion, and irrigation malfunctions are handled before they become problems. A well thought out and executed maintenance plan will make certain the vegetative roof is performing as intended and meets the owner’s expectations. What You Need to Know The plan for maintenance of a vegetative roof must be considered in the design stage and in place before its installation so the roof isn’t neglected immediately after completion. There may be an extended period of time between the installation of the plant material and when the owner takes possession/responsibility. During this time it may not be clear where the maintenance responsibility lies, especially when the installing contractor is not responsible for the roof’s initial and/or long term maintenance. The owner must understand what is required in order to protect their investment. Each project is unique, and the best way to handle this transition period will vary. As the party responsible for the maintenance of a vegetative roof, it is important to understand what is required in order to keep valid any warranties associated with that roof. This includes not only performing the maintenance in a professional manner but also documenting and reporting the maintenance performed and the condition of the roof: x Sign and return the Acknowledgment of Receipt page stating you understand the tasks to be performed and the schedule on which they will be performed. x Conduct maintenance visits to the roof and perform the tasks outlined in the schedule as required. x Complete a Visitation Checklist at every required time interval listed on the Checklist and return it with photographs of sufficient number to document the general condition of the roof and any areas of concern. American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 25 ACKNOWLEDGMENT OF RECEIPT Visitation Checklist All pertinent information recorded by the Landscape Maintenance Contractor shall be submitted to both the Property Owner and Hydrotech at the required intervals listed on the Visitation Checklist and within ten (10) days of the date of the maintenance visit. Each submission shall include the following: x A signed and dated Visitation Checklist verifying the tasks performed and thoroughly and completely describing any items of concern. x Photographs of sufficient number to document the general condition of the roof and any areas of concern. American Hydrotech Inc. Extensive Vegetation Warranty Specific dates of maintenance/warranty visits and site inspections are flexible, but the contractor must perform the required tasks within the specified time frame. Timing of visits may be delayed, rescheduled, or added depending on factors such as climatic conditions, growing seasons, client concerns, or acts of nature. Coverage rates should be as follows: x Sedum Plugs and Cuttings – Thrive and Coverage: 50% minimum coverage after the first year, 80% minimum coverage after the second year. x Sedum Carpet and Sedum Tile – Thrive and Coverage: 90% minimum coverage after the first and second years. x All other vegetation - Thrive only: Plants selected by Hydrotech will do well in the environment in which they were installed. At the end of the two year maintenance period Hydrotech’s warranty obligations to the owner will have been fulfilled. Determining Plant Coverage Warranty coverage percentage is to be determined for each 1000 square foot grid area of roof surface. Non-covered areas smaller than one-half of a square foot will not be counted against the overall warranted coverage percentage. Overall coverage is based on a visual inspection under these terms and is subject to Hydrotech approval prior to shipping any supplemental plant material. The maintenance contractor and/or owner is responsible for all labor costs during the 2-year maintenance period. I, the undersigned, acknowledge that I have thoroughly read and understand the American Hydrotech, Inc.’s Extensive Garden Roof Maintenance Plan and agree to meet the requirements stated within. I further acknowledge receipt of the accompanying Visitation Checklist that is to be periodically submitted to both the Property Owner and American Hydrotech, Inc. Maintenance Contractor: ____________________________________________ Print Name: ____________________________________________ Title:______________________ Maintenance Contractor Representative Signature: ____________________________________________ Date:______________________ Please return to: American Hydrotech, Inc. Phone: (312) 337-4998 Email: GardenRoof@hydrotechusa.com 303 E. Ohio Street, Suite 2700 Fax: (312) 661-0731 Chicago, IL 60611 Page 26 American Hydrotech, Inc. - Contractor Training Manual - © 2012 PRIMARY MAINTENANCE TASKS Watering x 1”-1½” of water per required visit in order to thoroughly saturate growing media. In periods of drought (4-6 weeks) additional watering is required x Rotate any temporary irrigation systems as necessary x Watering requirements can vary based on climate and the type of vegetation. Contact Hydrotech with any questions regarding a specific project Permanent Irrigation (drip or overhead spray irrigation, if present) x Check that the system is functioning properly x Check timers x Make any necessary adjustments to spray patterns to ensure proper coverages x Winterize when necessary x If drip irrigation is present, overhead watering is still necessary through establishment (1st Quarter) Drainage/Overall Roof Inspection: x Make sure drains are functioning properly x Clear drains of any debris, including plant material, soil and other foreign objects x Report any waterproofing issues or unsecured flashings American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 27 Ox ali s Nu tse dg e Oxalis PRIMARY MAINTENANCE TASKS Hand Weeding: x Be aware of which plants are intended to be growing on the roof and which ones aren’t. Remove any plants not intended to be growing on the roof. x Please contact Hydrotech if you do not have a list of the plants originally installed. x Prompt removal of weeds will prevent them from becoming a much larger future problem. Certain weeds require specialized handling and treatment to minimize or eliminate future re-growth. x Remove ALL plants from Vegetation Free Zones at perimeters, drains and other penetrations. For more serious weed problems, please contact Hydrotech for alternative methods of weed control. Poplar seedlings Purslane Lambsquarter Nut Sedge Spurge Page 28 American Hydrotech, Inc. - Contractor Training Manual - © 2012 SECONDARY MAINTENANCE TASKS General Plant Inspection x Check plant material for overall health x Look for signs of pests or disease x Replant any viable plants, including Sedum Carpet and Sedum Tile as well as GardMat, that have been uprooted by wind, erosion, or animals LiteTop® Growing Media Replacement x Replace LiteTop Growing Media lost or displaced by wind or water erosion x Report any major erosion issues to Hydrotech immediately Debris and Trash Removal x Remove and properly dispose of any foreign objects, debris or garbage x Make sure any recyclable materials are placed in the proper receptacles x Remove any loose metal plates from GardMat Disk Anchors. At the end of the two-year maintenance period, all metal plates should be removed control Plant Replacement x See Hydrotech’s extensive vegetation warranty for plant performance standards x Replace plants as necessary. Any warranty claims must be validated by a Hydrotech representative before replacement plants can be ordered OPTIONAL TASKS LiteTop Growing Media Testing and Monitoring x Test for pH, nutrient levels, salt content, etc. Contact Hydrotech for approved soil testing facilities. x After analysis, Hydrotech can assist in determining any needed solutions. Fertilizer Application x Do not apply fertilizer without the consent of Hydrotech and the Property Owner. x Hydrotech can make recommendations for appropriate products. Pesticide Application x Do not apply pesticide without the consent of Hydrotech and the Property Owner. x Hydrotech can make recommendations for appropriate products and procedures. Herbicide Application x Do not apply herbicide without the consent of Hydrotech and the Property Owner. x Be careful not to impact the desirable plant material. x Hydrotech can make recommendations for appropriate products and procedures. American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 29 MAINTENANCE SCHEDULE Please note the schedule of tasks listed may vary based on the region in which the project is located and the time of year the project was installed. If the growing season ends before the First Quarter tasks have been performed in their entirety, the contractor must start at that point after last frost in the spring. Some tasks may not need to be performed at every scheduled visit. Please contact Hydrotech with any specific questions. Page 30 American Hydrotech, Inc. - Contractor Training Manual - © 2012 VISITATION CHECKLIST PROJECT NAME: Location: Date of Visit: Installation Contractor: Date of Installation: Maintenance Contractor: Maint. Contract in place:Yes No Water Sources at roof: Volume (GPM) Pressure (PSI) Length of Contract: An in-place and active maintenance contract is required for the warranty to be in effect. Original Plant Material (check all that apply): Plugs Cuttings Sedum Carpet Sedum Tile Garden Tray Other:_____________ Scheduled Visit (check one):(Note:A visitation checklist is NOT required with every visit but should be submitted at the frequency outlined below. Consult the maintenance schedule on the previous page for a recommended visit schedule. Dependent on the date of installation and regional and climatic conditions, the frequency of maintenance may vary. Contact Hydrotech for details. 1st Quarter by Week: 1 2 3 4 5 6 7 8 9 10 11 12 First Year by Month: 1 2 3 4 5 6 7 8 9 10 11 12 see 1st Quarter above Second Year by Quarter: 1 2 3 4 Photos submitted digitally? Yes No (See next page for instructions on submitting photos) Primary Tasks Comments:Check all that apply Watering Irrigation Inspection Drainage Inspection Hand Weeding Secondary Tasks Comments:Check all that applyGeneral Plant Inspection LiteTop Replacement Debris / Trash Removal Plant Replacement Optional Tasks Comments: (list any tasks performed) Additional comments Estimated Plant Coverage at time of this visit: _______% Copy submitted to Property Owner? Yes No I hereby certify that the above tasks have been performed in accordance with the American Hydrotech, Inc. Garden Roof Maintenance Plan. Print Name: Title: Maintenance Contractor Representative Signature: Date: Please return to: American Hydrotech, Inc. Phone: (312) 337-4998 Email: GardenRoof@hydrotechusa.com 303 E. Ohio Street, Suite 2700 Fax: (312) 661-0731 Chicago, IL 60611 American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 31 INSTRUCTION FOR SUBMITTING PHOTOS x Installation and Maintenance Visitation Photos: o Provide a sufficient number (10-20) of high-resolution digital photographs during maintenance visits to Hydrotech. When in doubt, take a picture to help fully document the installation and the condition of the roof during the maintenance visits. o Take photos of all parts of the Garden Roof installation including perimeters, vegetation free zones, inspection chambers, ladder areas, and other areas of interest. o This documentation is valuable to the maintenance contractor. It is proof that they are following the Hydrotech warranty requirements. x File Preparation: o High resolution files should be greater that 250Kb in size. Low- resolution files (e.g. photos taken from cell phones) are often blurry and do not capture enough fine detail. Photos of cuttings that are rooting as well as plugs, sedum tile and carpet should be made using close-up or macro camera settings. o Please include project name and date in the file name. For example: Project Name – 12-21-2011- photo 1 Project Name – 12-21-2011- photo 2 Project Name – 12-21-2011- photo 3 x Uploading o Combining single photos into ZIP files will save time during the uploading and downloading process. There are a number of ZIP file utilities available on the Internet. o To easily transmit your photos, log onto a file sharing website such as www.yousendit.com. This particular website has a free trial service to upload large batches of photos and other documents. This eliminates clogging up your e-mail server and Hydrotech’s server. o Use this e-mail address:gardenroof@hydrotechusa.com and reference the project name and Hydrotech contact in the e-mail. o This website will send an e-mail recipient that the photos are available for downloading. This website has the ability to notify multiple people that the photos are available. The e-mails contain a link that directs Hydrotech staff to a location where the photos can be downloaded. o If you need assistance, please contact Hydrotech at 312.337.4998. Clear, close-up photos are important in determining the growth activity of the Garden Roof, especially for cuttings. Take as many photos as needed to adequately document the Garden Roof installation and current conditions during maintenance visits. Most projects will require multiple photos to sufficiently Tab 10.0 MAINTENANCE INSTRUCTIONS FOR VEGETATED ROOFS Your property contains an on-site BMP (best management practice) called a “vegetated roof,” which was installed to minimize the stormwater runoff impacts of the impervious surfaces on your property. Vegetated roofs (also called green roofs) consist of a pervious growing medium, plants, and a moisture barrier. The benefits of this device are a reduction in runoff peaks and volumes due to the storage capabilities of the soil and increased rate of evapotranspiration. This on-site BMP shall be maintained per Appendix A of the City of Renton’s Surface Water Design Manual. MAINTENANCE RESTRICTIONS • The composition and area of vegetated roof as depicted by the site plan and design details must be maintained and may not be changed without written approval from the City of Renton or through a future development permit from the City of Renton. • Vegetated roofs must not be subject to any use that would significantly compact the soil. INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES Vegetated roofs (also called green roofs) consist of a pervious growing medium, plants, and a moisture barrier: • Vegetated roofs must be inspected annually for physical defects and to make sure the vegetation is in good condition. • If erosion channels or bare spots are evident, they should be stabilized with additional soil similar to the original material. • A supplemental watering program may be needed the first year to ensure the long-term survival of the roof's vegetation. • Vegetation should be maintained as follows: (1) Vegetated roofs must not be subject to any use that would significantly compact the soil; (2) Replace all dead vegetation as soon as possible; (3) Remove fallen leaves and debris; (4) Remove all noxious vegetation when discovered; (5) Manually weed without herbicides or pesticides RECORDING REQUIREMENT These vegetated roof on-site BMP maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 of the City of Renton Surface Water Design Manual. The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; the City of Renton may require additional instructions based on site-specific conditions. See the City of Renton’s Surface Water Design Manual website for additional information and updates. TYPICAL VEGETATED ROOF CROSS-SECTION Page 24 American Hydrotech, Inc. - Contractor Training Manual - © 2012 MAINTENANCE INTRODUCTION The Importance of Maintenance A successful vegetative roof is one that receives proper maintenance, starting with the installation of the plant material. There is no such thing as a no-maintenance vegetative roof. Keeping a watchful eye on the roof will maximize plant health, maintain the aesthetics of the roof, and ensure any issues such as clogged drains, wind erosion, and irrigation malfunctions are handled before they become problems. A well thought out and executed maintenance plan will make certain the vegetative roof is performing as intended and meets the owner’s expectations. What You Need to Know The plan for maintenance of a vegetative roof must be considered in the design stage and in place before its installation so the roof isn’t neglected immediately after completion. There may be an extended period of time between the installation of the plant material and when the owner takes possession/responsibility. During this time it may not be clear where the maintenance responsibility lies, especially when the installing contractor is not responsible for the roof’s initial and/or long term maintenance. The owner must understand what is required in order to protect their investment. Each project is unique, and the best way to handle this transition period will vary. As the party responsible for the maintenance of a vegetative roof, it is important to understand what is required in order to keep valid any warranties associated with that roof. This includes not only performing the maintenance in a professional manner but also documenting and reporting the maintenance performed and the condition of the roof: x Sign and return the Acknowledgment of Receipt page stating you understand the tasks to be performed and the schedule on which they will be performed. x Conduct maintenance visits to the roof and perform the tasks outlined in the schedule as required. x Complete a Visitation Checklist at every required time interval listed on the Checklist and return it with photographs of sufficient number to document the general condition of the roof and any areas of concern. American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 25 ACKNOWLEDGMENT OF RECEIPT Visitation Checklist All pertinent information recorded by the Landscape Maintenance Contractor shall be submitted to both the Property Owner and Hydrotech at the required intervals listed on the Visitation Checklist and within ten (10) days of the date of the maintenance visit. Each submission shall include the following: x A signed and dated Visitation Checklist verifying the tasks performed and thoroughly and completely describing any items of concern. x Photographs of sufficient number to document the general condition of the roof and any areas of concern. American Hydrotech Inc. Extensive Vegetation Warranty Specific dates of maintenance/warranty visits and site inspections are flexible, but the contractor must perform the required tasks within the specified time frame. Timing of visits may be delayed, rescheduled, or added depending on factors such as climatic conditions, growing seasons, client concerns, or acts of nature. Coverage rates should be as follows: x Sedum Plugs and Cuttings – Thrive and Coverage: 50% minimum coverage after the first year, 80% minimum coverage after the second year. x Sedum Carpet and Sedum Tile – Thrive and Coverage: 90% minimum coverage after the first and second years. x All other vegetation - Thrive only: Plants selected by Hydrotech will do well in the environment in which they were installed. At the end of the two year maintenance period Hydrotech’s warranty obligations to the owner will have been fulfilled. Determining Plant Coverage Warranty coverage percentage is to be determined for each 1000 square foot grid area of roof surface. Non-covered areas smaller than one-half of a square foot will not be counted against the overall warranted coverage percentage. Overall coverage is based on a visual inspection under these terms and is subject to Hydrotech approval prior to shipping any supplemental plant material. The maintenance contractor and/or owner is responsible for all labor costs during the 2-year maintenance period. I, the undersigned, acknowledge that I have thoroughly read and understand the American Hydrotech, Inc.’s Extensive Garden Roof Maintenance Plan and agree to meet the requirements stated within. I further acknowledge receipt of the accompanying Visitation Checklist that is to be periodically submitted to both the Property Owner and American Hydrotech, Inc. Maintenance Contractor: ____________________________________________ Print Name: ____________________________________________ Title:______________________ Maintenance Contractor Representative Signature: ____________________________________________ Date:______________________ Please return to: American Hydrotech, Inc. Phone: (312) 337-4998 Email: GardenRoof@hydrotechusa.com 303 E. Ohio Street, Suite 2700 Fax: (312) 661-0731 Chicago, IL 60611 Page 26 American Hydrotech, Inc. - Contractor Training Manual - © 2012 PRIMARY MAINTENANCE TASKS Watering x 1”-1½” of water per required visit in order to thoroughly saturate growing media. In periods of drought (4-6 weeks) additional watering is required x Rotate any temporary irrigation systems as necessary x Watering requirements can vary based on climate and the type of vegetation. Contact Hydrotech with any questions regarding a specific project Permanent Irrigation (drip or overhead spray irrigation, if present) x Check that the system is functioning properly x Check timers x Make any necessary adjustments to spray patterns to ensure proper coverages x Winterize when necessary x If drip irrigation is present, overhead watering is still necessary through establishment (1st Quarter) Drainage/Overall Roof Inspection: x Make sure drains are functioning properly x Clear drains of any debris, including plant material, soil and other foreign objects x Report any waterproofing issues or unsecured flashings American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 27 Ox ali s Nu tse dg e Oxalis PRIMARY MAINTENANCE TASKS Hand Weeding: x Be aware of which plants are intended to be growing on the roof and which ones aren’t. Remove any plants not intended to be growing on the roof. x Please contact Hydrotech if you do not have a list of the plants originally installed. x Prompt removal of weeds will prevent them from becoming a much larger future problem. Certain weeds require specialized handling and treatment to minimize or eliminate future re-growth. x Remove ALL plants from Vegetation Free Zones at perimeters, drains and other penetrations. For more serious weed problems, please contact Hydrotech for alternative methods of weed control. Poplar seedlings Purslane Lambsquarter Nut Sedge Spurge Page 28 American Hydrotech, Inc. - Contractor Training Manual - © 2012 SECONDARY MAINTENANCE TASKS General Plant Inspection x Check plant material for overall health x Look for signs of pests or disease x Replant any viable plants, including Sedum Carpet and Sedum Tile as well as GardMat, that have been uprooted by wind, erosion, or animals LiteTop® Growing Media Replacement x Replace LiteTop Growing Media lost or displaced by wind or water erosion x Report any major erosion issues to Hydrotech immediately Debris and Trash Removal x Remove and properly dispose of any foreign objects, debris or garbage x Make sure any recyclable materials are placed in the proper receptacles x Remove any loose metal plates from GardMat Disk Anchors. At the end of the two-year maintenance period, all metal plates should be removed control Plant Replacement x See Hydrotech’s extensive vegetation warranty for plant performance standards x Replace plants as necessary. Any warranty claims must be validated by a Hydrotech representative before replacement plants can be ordered OPTIONAL TASKS LiteTop Growing Media Testing and Monitoring x Test for pH, nutrient levels, salt content, etc. Contact Hydrotech for approved soil testing facilities. x After analysis, Hydrotech can assist in determining any needed solutions. Fertilizer Application x Do not apply fertilizer without the consent of Hydrotech and the Property Owner. x Hydrotech can make recommendations for appropriate products. Pesticide Application x Do not apply pesticide without the consent of Hydrotech and the Property Owner. x Hydrotech can make recommendations for appropriate products and procedures. Herbicide Application x Do not apply herbicide without the consent of Hydrotech and the Property Owner. x Be careful not to impact the desirable plant material. x Hydrotech can make recommendations for appropriate products and procedures. American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 29 MAINTENANCE SCHEDULE Please note the schedule of tasks listed may vary based on the region in which the project is located and the time of year the project was installed. If the growing season ends before the First Quarter tasks have been performed in their entirety, the contractor must start at that point after last frost in the spring. Some tasks may not need to be performed at every scheduled visit. Please contact Hydrotech with any specific questions. Page 30 American Hydrotech, Inc. - Contractor Training Manual - © 2012 VISITATION CHECKLIST PROJECT NAME: Location: Date of Visit: Installation Contractor: Date of Installation: Maintenance Contractor: Maint. Contract in place:Yes No Water Sources at roof: Volume (GPM) Pressure (PSI) Length of Contract: An in-place and active maintenance contract is required for the warranty to be in effect. Original Plant Material (check all that apply): Plugs Cuttings Sedum Carpet Sedum Tile Garden Tray Other:_____________ Scheduled Visit (check one):(Note:A visitation checklist is NOT required with every visit but should be submitted at the frequency outlined below. Consult the maintenance schedule on the previous page for a recommended visit schedule. Dependent on the date of installation and regional and climatic conditions, the frequency of maintenance may vary. Contact Hydrotech for details. 1st Quarter by Week: 1 2 3 4 5 6 7 8 9 10 11 12 First Year by Month: 1 2 3 4 5 6 7 8 9 10 11 12 see 1st Quarter above Second Year by Quarter: 1 2 3 4 Photos submitted digitally? Yes No (See next page for instructions on submitting photos) Primary Tasks Comments:Check all that apply Watering Irrigation Inspection Drainage Inspection Hand Weeding Secondary Tasks Comments:Check all that applyGeneral Plant Inspection LiteTop Replacement Debris / Trash Removal Plant Replacement Optional Tasks Comments: (list any tasks performed) Additional comments Estimated Plant Coverage at time of this visit: _______% Copy submitted to Property Owner? Yes No I hereby certify that the above tasks have been performed in accordance with the American Hydrotech, Inc. Garden Roof Maintenance Plan. Print Name: Title: Maintenance Contractor Representative Signature: Date: Please return to: American Hydrotech, Inc. Phone: (312) 337-4998 Email: GardenRoof@hydrotechusa.com 303 E. Ohio Street, Suite 2700 Fax: (312) 661-0731 Chicago, IL 60611 American Hydrotech, Inc. - Contractor Training Manual - © 2012 Page 31 INSTRUCTION FOR SUBMITTING PHOTOS x Installation and Maintenance Visitation Photos: o Provide a sufficient number (10-20) of high-resolution digital photographs during maintenance visits to Hydrotech. When in doubt, take a picture to help fully document the installation and the condition of the roof during the maintenance visits. o Take photos of all parts of the Garden Roof installation including perimeters, vegetation free zones, inspection chambers, ladder areas, and other areas of interest. o This documentation is valuable to the maintenance contractor. It is proof that they are following the Hydrotech warranty requirements. x File Preparation: o High resolution files should be greater that 250Kb in size. Low- resolution files (e.g. photos taken from cell phones) are often blurry and do not capture enough fine detail. Photos of cuttings that are rooting as well as plugs, sedum tile and carpet should be made using close-up or macro camera settings. o Please include project name and date in the file name. For example: Project Name – 12-21-2011- photo 1 Project Name – 12-21-2011- photo 2 Project Name – 12-21-2011- photo 3 x Uploading o Combining single photos into ZIP files will save time during the uploading and downloading process. There are a number of ZIP file utilities available on the Internet. o To easily transmit your photos, log onto a file sharing website such as www.yousendit.com. This particular website has a free trial service to upload large batches of photos and other documents. This eliminates clogging up your e-mail server and Hydrotech’s server. o Use this e-mail address:gardenroof@hydrotechusa.com and reference the project name and Hydrotech contact in the e-mail. o This website will send an e-mail recipient that the photos are available for downloading. This website has the ability to notify multiple people that the photos are available. The e-mails contain a link that directs Hydrotech staff to a location where the photos can be downloaded. o If you need assistance, please contact Hydrotech at 312.337.4998. Clear, close-up photos are important in determining the growth activity of the Garden Roof, especially for cuttings. Take as many photos as needed to adequately document the Garden Roof installation and current conditions during maintenance visits. Most projects will require multiple photos to sufficiently