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HomeMy WebLinkAboutF_RS_Civil_TIR_210415_v3 T ECHNICAL I NFORMATION R EPORT C ALLIDUS D EVELOPMENT 3119 NE 20TH S TREET R ENTON, W ASHINGTON 98056 The Concept Group 4701 SW Admiral Way, Ste 353 ● Seattle, WA 98116 ● (206) 922-3365 APPROVED 05/04/2021 msippo DEVELOPMENT ENGINEERING DIVISION Stormwater Technical Information Report Callidus Development 3119 NE 20th Street Renton, WA 98056 REVISIONS June 4, 2019 Original Submission May 7, 2020 1st Revision Developer/Owner Company: Callidus Development, Inc Contact: Troy Schmeil Address: 16834 SE 43rd Street; Bellevue WA 98006 Phone: 425-818-8829 Professional Preparing TIR Name: Anna Nguyen, P.E. Company: The Concept Group Address: 4701 SW Admiral Way, Ste 353; Seattle, WA 98116 Phone: (206) 446-1291 Email: anna@conceptbusinessgroup.com I certify that this technical information report and all attachments were prepared either by me or my technical staff working directly under my supervision. DocuSign Envelope ID: 34DEABE7-0D4D-4954-90C4-4AAA188B6592 Table of Contents SECTION 1: PROJECT OVERVIEW ............................................................................................................................................. 1 SITE INFORMATION .......................................................................................................................................................................... 1 GEOLOGIC SETTING ......................................................................................................................................................................... 2 SOILS INVESTIGATION ....................................................................................................................................................................... 2 SOILS CLASSIFICATION ...................................................................................................................................................................... 5 EXISTING CONDITIONS...................................................................................................................................................................... 5 PROPOSED CONDITIONS ................................................................................................................................................................... 6 SECTION 2: CONDITIONS AND REQUIREMENTS ...................................................................................................................... 9 DESIGN STANDARDS ........................................................................................................................................................................ 9 CORE REQUIREMENT #1: DISCHARGE LOCATION AT NATURAL LOCATION ................................................................................................... 9 CORE REQUIREMENT #2: OFFSITE ANALYSIS ......................................................................................................................................... 9 CORE REQUIREMENT #3: FLOW CONTROL ........................................................................................................................................... 9 CORE REQUIREMENT #4: CONVEYANCE SYSTEM ................................................................................................................................... 9 CORE REQUIREMENT #5: EROSION AND SEDIMENT CONTROL ................................................................................................................ 10 CORE REQUIREMENT #6: MAINTENANCE AND OPERATIONS .................................................................................................................. 10 CORE REQUIREMENT #7: FINANCIAL GUARANTEES AND LIABILITY ........................................................................................................... 10 CORE REQUIREMENT #8: WATER QUALITY ........................................................................................................................................ 10 CORE REQUIREMENT #9: FLOW CONTROL BMP ................................................................................................................................. 10 SPECIAL REQUIREMENT #1: OTHER ADOPTED REQUIREMENTS ............................................................................................................... 10 SPECIAL REQUIREMENT #2: FLOOD HAZARD AREA DELINEATION............................................................................................................ 10 SPECIAL REQUIREMENT #3: FLOOD PROTECTION FACILITIES .................................................................................................................. 10 SPECIAL REQUIREMENT #4: SOURCE CONTROL ................................................................................................................................... 10 SPECIAL REQUIREMENT #5: OIL CONTROL ......................................................................................................................................... 10 SPECIAL REQUIREMENT #6 – AQUIFER PROTECTION AREA .................................................................................................................... 11 SECTION 3: OFFSITE ANALYSIS ............................................................................................................................................... 12 UPSTREAM ANALYSIS ..................................................................................................................................................................... 12 LEVEL 1 DOWNSTREAM ANALYSIS .................................................................................................................................................... 12 SECTION 4 – FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN .. 15 WATER QUALITY ........................................................................................................................................................................... 16 ON-SITE BMP SELECTION ............................................................................................................................................................... 16 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN .................................................................................................. 18 SECTION 6 – SPECIAL REPORTS .............................................................................................................................................. 19 SECTION 7 – OTHER PERMITS ................................................................................................................................................ 20 SECTION 8 – CSWPP ANALYSIS AND DESIGN .......................................................................................................................... 21 ESC PLAN ANALYSIS AND DESIGN (PART A) ....................................................................................................................................... 21 CSWPP PLANS DESIGN (PART B) .................................................................................................................................................... 22 PROJECT DOES NOT REQUIRE A CSWPPP SINCE IT PROPOSES TO DISTURB LESS THAN 1 ACRE OF LAND. .............................. 22 SECTION 9 – BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT ............................................. 23 SECTION 10 – OPERATIONS AND MAINTENANCE .................................................................................................................. 24 Appendices Appendix A: Soils Information Appendix B: Drainage Calculations Appendix C: Civil Plan Set Appendix D: Bond Quantity Worksheet Maintenance Guidelines 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 ____________________________________ __________________ Callidus Development, Inc. 425-818-8829 16834 SE 43rd Street Bellevue WA 98006 Anna Nguyen, P.E. The Concept Group (206) 446-1291 3119 NE 20th Street 3/20/2019 12/30/2018 5/7/2020 2/3/2020 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 ______________________  _____________________________________ RESIDENTIAL MAY CREEK FLOW CONTROL FORESTED DURATION AQUIFER PROTECTION - ZONE 2 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: _________________________ InC 0% - 5%MODERATE 1 TDA FOR ENTIRE SITE 1 1/20/2019 0.10/0.15 CFS EXEMPTION INFILTRATION DRYWELL TBD 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: PGIS < 5,000 SF N/A RESIDENTIAL 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 _______________________________ DRYWELLS 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 5/7/2020 Callidus Development –Technical Information Report May 2020 The Concept Group Page 1 SECTION 1: PROJECT OVERVIEW The property is located at 3119 NE 20th Street in the City of Renton, Washington. There is currently a SFR with detached garage on the subject property. The project proposes to develop the site with four (4) townhomes, with the existing structures to be demolished. Site Information Location: 3119 NE 20th Street City, County, State: Renton, King County, Washington Governing Agency: City of Renton Design Criteria: 2017 City of Renton Surface Water Design Manual Figure 1 – Vicinity Map / Site Location (Not-to-Scale) Drainage Basin The property lies within the May Creek drainage basin. The general topography of the site slopes from southeast to northwest. The site is fairly flat, with elevations of 398 ft throughout the site. Callidus Development –Technical Information Report May 2020 The Concept Group Page 2 Figure 3 – Drainage Basin Map (Not-to-Scale) Geologic Setting The Soils Conservation Service (SCS) mapped the soils information in the project as InC, Indianola loamy sand. This type of soil is excessively well draining. Figure 4 – Soils Map (Not-to-Scale) Soils Investigation Soils on this property were investigated under by The Concept Group on January 20, 2019. Three (3) test pits were excavated in the vicinity of the proposed stormwater BMP location. 2017 City of Renton Surface Water Design Manual, soil logs are required to be Project Location Project Location Discharge Location Callidus Development –Technical Information Report May 2020 The Concept Group Page 3 excavated to a minimum depth of 5 feet. Soil log explorations were excavated to a depth of 6.0 feet at this site. Refer to Figure 5 for the test pit locations. Groundwater The soil sample was collected during the wet-season. No groundwater seepage was observed. It should be noted that groundwater levels vary seasonally with rainfall and other factors. Hydraulic Restrictive Layer The test pits were excavated to a total depth of 6.0 ft. There was no restrictive layer or hardpan clay at this depth. EPA Falling Head Infiltration Test Infiltration tests were conducted at the site following the EPA Falling Head test methodology. Data from all of the test pits were analyzed and the most limiting measured percolation rate as follows: • Site A = 4.5 inches/hour • Site B = 4.5 inches/hour Figure 5 - Soils Test Pit Location (Not-to-Scale) Site A Test pit locations Site B Test pit locations Callidus Development –Technical Information Report May 2020 The Concept Group Page 4 Figure 6A – Site A Representative Soils Log (Not-to-Scale) Figure 6B – Site B Representative Soils Log (Not-to-Scale) Callidus Development –Technical Information Report May 2020 The Concept Group Page 5 Soils Classification The soils encountered at 3 to 4 feet below grade in the proposed infiltration area and the results of the infiltration test are consistent with medium sand classification, according to the USDA textural analysis recommendations per Table 3.7 of the DOE Stormwater Manual, Volume III, page 3-76. Figure 4 – Table 3.7 Existing Conditions The site is currently developed with a single-family residential structure and detached garage. Vegetation consists of lawn and landscaping. Existing impervious surface coverage is detailed in Table 1 below. Existing buildings will be demolished and driveways will be replaced. Refer to Figure 7 for the Existing Conditions Map. Table 1A: On-site Existing Impervious Surfaces (SF) House & Garage (1,179+741) 1,920 Gravel Driveway 1,486 Total 3,406 Table 1B: ROW Impervious Surfaces (SF) Sidewalk & Pavement 742 Total 742 Callidus Development –Technical Information Report May 2020 The Concept Group Page 6 Proposed Conditions The project proposes to develop the site with four (4) townhomes, with the existing structures to be demolished. Proposed project buildout of the lot area (impervious surface) is detailed in Table 2A and 2B below. Refer to Figure 8 for the Developed Conditions Map. Table 2A: On-Site New Impervious Surfaces (SF) Roof 5,566 Total New Impervious Surface 5,566 Table 2B: ROW New/Replaced Impervious Surfaces (SF) Frontage Improvement Widening 2,630 Sidewalk 1,046 Total New Impervious Surface 3,676 Table 2C: New Pervious Surfaces (SF) Driveway (Permeable Pavers) 1,440 Walkway (Permeable Pavers) 32 Total New Pervious Surface 1,472 140 1,324 1,184 Callidus Development –Technical Information Report May 2020 The Concept Group Page 9 SECTION 2: CONDITIONS AND REQUIREMENTS Design Standards The 2017 City of Renton Surface Water Design Manual, as adopted from the 2016 King County Surface Water Design Manual sets forth the drainage requirements for this project. The project is subject to full drainage review. The nine (9) Core Requirements and six (6) Special Requirements of the SWM drainage requirements are detailed in this section. Table 3 provides a summary to the requirements. Core Requirement #1: Discharge Location at Natural Location Existing drainage patterns and a topographic data available on City of Renton’s GIS iMap website indicate that the runoff from the developed areas sheet flows northeast towards Kirkland Place NE and discharges to May Creek. In the developed condition, stormwater will be routed to an on-site infiltration BMP’s with overflows continuing to sheet flow towards Kirkland Place NE, maintaining the natural location of discharge. Core Requirement #2: Offsite Analysis A Level 1 Offsite Analysis is provided in Section 3. Core Requirement #3: Flow Control Per the 2017 City of Renton Surface Water Design Manual 1.2.3, this project is located within the Flow Control Duration Standard (Forested Condition). Flow control, if required must match the forested condition durations of predeveloped rates over the range of flows extending from ½ of the 2-year up to the 50-year flow. Developed peak discharge rates must also match to predeveloped peak discharge rates for the 2- and 10- year return periods. However, this project is exempt from flow control requirements based on the 0.15 cfs exemption. Core Requirement #4: Conveyance System There are no conveyance systems proposed for this project. Table 3 - Jurisdictional Requirements Peak Run-off Control: N/A – based on 0.15 cfs exemption Water Quality: N/A – based on surface area exemption Conveyance: 25-year storm event Downstream Analysis: Level 1, ¼ mile Callidus Development –Technical Information Report May 2020 The Concept Group Page 10 Core Requirement #5: Erosion and Sediment Control All erosion and sediment control measures shall be governed by the requirements of the City of Renton and the King County Surface Water Manual. An Erosion and Sedimentation Control plan has been prepared to assist the contractor in complying with these requirements and designed to prevent sediment-laden run-off from leaving the site during construction. Refer to Appendix C for Erosion Control plans and details. Core Requirement #6: Maintenance and Operations Maintenance and operations of all drainage facilities located within the private residential property is the responsibility of the applicant or property owner. Maintenance guidelines are discussed in Section 10 of this report. Core Requirement #7: Financial Guarantees and Liability Proposed On-Site BMP’s are privately owned and maintained. Public utility and roadway improvements, as well as stormwater improvements are required to provide financial guarantees in accordance with the Bond Quantity Worksheet, attached in Appendix D. Core Requirement #8: Water Quality This project is exempt from Water Quality treatment as defined by Core Requirement #8 because it proposes less than 5,000 SF of pollution generating impervious surface. Core Requirement #9: Flow Control BMP On-site infiltration BMP’s are proposed to mitigate the roof stormwater. Where feasible, driveways, patios and walkways are mitigated with permeable pavement surfaces. Special Requirement #1: Other Adopted Requirements Based on available data at the time this report was prepared, there are no one Special Adopted Requirements for this project. Special Requirement #2: Flood Hazard Area Delineation Based on FEMA Flood Map # FM53033C0668F the project area is located in Zone X, a 500-year flood plain. Special Requirement #3: Flood Protection Facilities This project is exempt from Special Requirement #3 because it does not rely on an existing flood protection facility or propose to modify/construct new protection facilities. Special Requirement #4: Source Control This project does not exceed the water quality requirement threshold; therefore, it is exempt from Special Requirement #4. Special Requirement #5: Oil Control This project not defined as a high-use site per Chapter 1 of the 2017 City of Renton Surface Water Design Manual; therefore, it is exempt from Special Requirement #5. Callidus Development –Technical Information Report May 2020 The Concept Group Page 11 Special Requirement #6 – Aquifer Protection Area The site is not located in an Aquifer Protection Area. Callidus Development –Technical Information Report May 2020 The Concept Group Page 12 SECTION 3: OFFSITE ANALYSIS Upstream Analysis A site visit, aided by aerial topography from City of Renton’s online GIS map was used in evaluating the upstream area. The site sits on a high point, at elevation 398 ft with surrounding site topography at elevation 395 ft. Runoff from the site flows from southwest to northeast. Runoff from the adjacent parcels flows away from the subject property; therefore, does not contribute to the subject property drainage. Figure 9: Drainage Study Area Map (Not-to-Scale) Level 1 Downstream Analysis A Level 1 downstream analysis was performed on January 20, 2019. Stormwater currently sheet flows northeast towards Kirkland Place NE and discharges to the banks of May Creek located less than 250 ft northeast from the site. Project Location Flow direction Discharge Point Callidus Development –Technical Information Report May 2020 The Concept Group Page 13 Task 1 – Study Area Definition and Maps Figure 10: Downstream Study Area Map (Not-to-Scale) Task 2 – Resource Review A resource review was conducted to document existing and potential flooding and erosion problems. Based on this field inspection there appears to be no current significant erosion or capacity problems within a ¼ mile downstream of the property. • Other Offsite Reports: Per the stormwater map on King County’s iMap, there are no significant existing drainage or flooding problems within a ¼ mile downstream. • Wetlands Inventory: The project site is not located in or near a mapped wetland. • Hazard Area and Landslide Area Maps: The project site is not located in a hazard or landside area per the City of Renton sensitive areas inventory maps. However, the site is within 200 ft of mapped landslide areas. • Groundwater Protection Area Maps: The project site is not located in an Aquifer Protection Area. No groundwater protection measures are required. Task 3 – Field Inspection The site is currently developed with a SFR and detached garage. Vegetation consists of lawn and landscaping. The site is fairly flat, with elevations throughout the site at 398 ft. Project Location Flow direction Discharge Point Callidus Development –Technical Information Report May 2020 The Concept Group Page 14 Task 4 – Drainage System Description and Problems Descriptions Based on this field inspection there appears to be no current significant erosion or capacity problems. Task 5 – Mitigation of Existing or Potential Problems No existing or potential flooding, capacity, or erosion problems were observed during the site visit requiring mitigation. Based on this field inspection and research of King County records; there are no apparent erosion or capacity problems within ¼ mile downstream of this project. Callidus Development –Technical Information Report May 2020 The Concept Group Page 15 SECTION 4 – FLOW CONTROL, LOW IMPACT DEVELOPMENT (LID) AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Per the 2017 City of Renton Surface Water Design Manual 1.2.3.1, this project is located within the Flow Control Duration Standard (Forested Condition). However, this project is exempt from flow control requirements based on the 0.15 cfs exemption as detailed in the WWHM analysis below. Figure 12: City of Renton Flow Control Applications Areas Map (Not-to-Scale) Western Washington Hydrology Model The Western Washington Hydrology Model (WWHM) was used to analyze the pre and post developed runoff rates. The total disturbed areas, both on-site and within the ROW is 0.443 acres. Table 4 outlines the assumed existing conditions as 100% historical forested conditions. Refer to Figure 7, in Section 1 for the actual existing areas. Table 4 – Existing Conditions (ac) Forested Roof Driveway Sidewalk Patio/Parking 0.443 0.00 0.00 0.00 0.00 Table 5 outlines the assumed developed conditions. BMP sizing credits were applied for the roof area that that is mitigated with full infiltration BMP’s (*). Refer to Figure 8, in Section 1 for the diagram of the developed areas. Table 5 – Developed Conditions Target Surfaces (ac) Grass Roof Driveway Sidewalk Road Patio 0.200 0.00* 0.026 0.024 0.060 0.004 Project Location Callidus Development –Technical Information Report May 2020 The Concept Group Page 16 Table 6 summarizes the 100-year peak runoff rates, based on the 15-mintue timestep. With the roof stormwater mitigated with full infiltration BMP’s, the 100-year peak flow rate of the developed site is 0.119 cfs more than the existing forested condition. Flow control is exempt for this project. Refer to Appendix B for the WWHM report. Table 6 –Peak Runoff Rates – 15 minute Timestep (cfs) Event Pre- Developed Developed Difference 100-year 0.034 0.153 0.119 100-Year Flood/Overflow Condition Overflow from infiltration BMP’s will sheet flow towards Kirkland Place NE. Based on the availability of existing drainage information and the proposed infiltration BMP’s, the developed site will not create or aggravate existing downstream conditions. Water Quality This project is exempt from Water Quality requirements as defined by Core Requirement #8 based on the surface area exemption because only 3,762 square feet is pollution- generating impervious surface (PGIS). PGIS is defined as “an impervious surface considered to be a significant source of pollutants in surface and storm water runoff. Such surfaces include those subject to vehicular use or storage of erodible or leachable materials, wastes, or chemicals, and which receive direct rainfall or the run-on or blow-in of rainfall.” Non-metal rooftops are not considered PGIS; therefore, are not included in the PGIS area calculations. Water quality is not required for this project because the project does not create more than 5,000 sq ft of pollution generating impervious surfaces. On-site BMP Selection Dispersion/Infiltration Feasibility Evaluation As discussed in Section 1 of this report, site soils are suitable for infiltration BMP’s. Site soils are classified as medium sand and are suitable for infiltration BMP’s. This project is required to provide on-site stormwater BMPs to the most extent feasible. • Dispersion – Full BMP’s is not feasible because the existing condition of the site does not contain native vegetation that would provide the minimum required vegetative flow path. • Infiltration – Infiltration is feasible for this project and is proposed to mitigate the roof stormwater. No other BMP’s are required to be evaluated for the roof stormwater. • Permeable Pavement – Permeable pavement is proposed for the walkway and driveway. Roof stormwater will be mitigated using infiltration BMP’s. A slope analysis has been provided by Innovative Geo-Services, LLC, as documented in their letter dated February 19, 2020. Per the Innovative Geo-Services, LLC, the proposed stormwater drywell BMP’s Callidus Development –Technical Information Report May 2020 The Concept Group Page 17 “will have a negligible impact on the steep slope east of the development.” Refer to Appendix A for this letter. Per the 2017 City of Renton Surface Water Manual, infiltration drywells for projects with medium sand soils must be at least 90 CF in volume per 1,000 square feet of new impervious roof. Table 7 outlines the infiltration BMP sizing based on estimated building foot-print. Table 7: Infiltration BMP Facility Design Impervious Surface Required Provided Unit A/B = 2,783 SF Drywell = 250 CF 256 CF Unit C/D = 2,783 SF Drywell = 250 CF 256 CF Lawn and Landscaped Areas The soil moisture holding capacity of new pervious surfaces must be protected. The duff layer or native topsoil must be retained to the maximum extent practicable. Soil amendment is required to mitigate for lost moisture holding capacity where compaction or removal of some or all of the duff layer or underlying topsoil has occurred. Soil amendment will be accomplished by tilling three inches of compost eight inches into disturbed soil in the areas of planting beds or by tilling two inches of compost eight inches into disturbed soil in the areas of lawn turf. Two to four inches of arborist wood chip, coarse bark mulch, or compost mulch shall be added to planting beds after final planting. Callidus Development –Technical Information Report May 2020 The Concept Group Page 18 SECTION 5 – CONVEYANCE SYSTEM ANALYSIS AND DESIGN N/A – No conveyance system is proposed. Callidus Development –Technical Information Report May 2020 The Concept Group Page 19 SECTION 6 – SPECIAL REPORTS N/A –No known at the time of the preparation of this TIR. Callidus Development –Technical Information Report May 2020 The Concept Group Page 20 SECTION 7 – OTHER PERMITS Building Permit Callidus Development –Technical Information Report May 2020 The Concept Group Page 21 SECTION 8 – CSWPP ANALYSIS AND DESIGN ESC Plan Analysis and Design (Part A) All erosion and sediment control measures shall be governed by the requirements of the City of Renton and the King County Surface Water Manual. An Erosion and Sedimentation Control plan has been prepared to assist the contractor in complying with these requirements and designed to prevent sediment-laden run-off from leaving the site during construction. Refer to Appendix C for Erosion Control plans and details. The erosion potential of the site is influenced by four major factors: soil characteristics, vegetative cover, topography, and climate. Erosion/ sedimentation control is achieved by a combination of structural measures, cover measures, and construction practices that are tailored to fit the specific site. Construction Sequence and Procedure Prior to the start of any grading activity upon the site, all erosion control measures, including installation of a stabilized construction entrance, shall be installed in accordance with the construction documents. The best construction practice will be employed to properly clear and grade the site and to schedule construction activities. The planned construction sequence for the construction of the site is as follows: 1. Flag or fence clearing limits. 2. Install catch basin protection if required. 3. Grade and install construction entrance(s). 4. Install perimeter protection (silt fence, brush barrier, etc.). 5. Construct sediment ponds and traps. 6. Grade and stabilize construction roads. 7. Construct surface water controls (interceptor dikes, pipe slope drains, etc.) simultaneously with clearing and grading for project development. 8. Maintain erosion control measures in accordance with City of Renton and King County standards and manufacturer’s recommendations. 9. Relocate erosion control measures or install new measures so that as site conditions change the erosion and sediment control is always in accordance with the King County Erosion and Sediment Control Standards. 10. Cover all areas that will be unworked for more than seven days during the dry season or two days during the wet season with straw, wood fiber mulch, compost, plastic sheeting or equivalent. 11. Stabilize all areas that reach final grade within seven days. 12. Seed or sod any areas to remain unworked for more than 30 days. 13. Upon completion of the project, all disturbed areas must be stabilized and BMPs removed if appropriate. Trapping Sediment Structural control measures will be used to reduce erosion and retain sediment on the construction site. The control measures will be selected to fit specific site and seasonal conditions. The following items will be used to control erosion and sedimentation processes: Callidus Development –Technical Information Report May 2020 The Concept Group Page 22 • Temporary gravel construction entrance • Filter fabric fences (Silt fences) • Ground cover measures such as straw cover and/or hydroseeding • Inlet protection Vehicle tracking of mud off-site shall be avoided. Installation of a gravel construction entrance will be installed at a location to enter the site. The entrances are a minimum requirement and may be supplemented if tracking of mud onto public streets becomes excessive. CSWPP Plans Design (Part B) Project does not require a CSWPPP since it proposes to disturb less than 1 acre of land. Callidus Development –Technical Information Report May 2020 The Concept Group Page 23 SECTION 9 – BOND QUANTITIES, FACILITIES SUMMARIES, AND DECLARATION OF COVENANT BOND QUANTITY WORKSHEET Bond worksheets are included in Appendix D. Callidus Development –Technical Information Report May 2020 The Concept Group Page 24 SECTION 10 – OPERATIONS AND MAINTENANCE Maintenance and operations of all drainage facilities located within the private residential properties is the responsibility of the applicant or property owner. Proper maintenance is important for adequate functioning of the stormwater facilities. If it is unclear whether a problem exists, contact a Professional Engineer. Excerpts from the 2017 City of Renton SWDM for maintenance guidelines are included in Appendix D. 3119 NE 20th Street –Technical Information Report The Concept Group Appendices Appendix A Soils Information Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/19/2019 Page 1 of 3526212052621305262140526215052621605262170526212052621305262140526215052621605262170561840561850561860561870561880561890561900561910561920561930 561840 561850 561860 561870 561880 561890 561900 561910 561920 561930 47° 30' 36'' N 122° 10' 43'' W47° 30' 36'' N122° 10' 38'' W47° 30' 34'' N 122° 10' 43'' W47° 30' 34'' N 122° 10' 38'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 20 40 80 120 Feet 0 5 10 20 30 Meters Map Scale: 1:460 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: King County Area, Washington Survey Area Data: Version 14, Sep 10, 2018 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 31, 2013—Jul 15, 2014 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/19/2019 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI InC Indianola loamy sand, 5 to 15 percent slopes 1.0 100.0% Totals for Area of Interest 1.0 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/19/2019 Page 3 of 3 Innovative GEO-Services, LLC 17903 82nd ST E, Bonney Lake, WA 98391 253-279-4205 c rex@enggeologist.com Sapphire Homes NW February 19, 2020 16805 SE 43rd CT Bellevue, WA 98006 Attn: Troy Schmeil Callidus Development, Inc. / Sapphire Homes Address 3119 NE 20th Street Renton, WA Parcel No. 72278000115 IGS Review 2/18/2020 As requested by Callidus Development, Inc. /Sapphire Homes we have reviewed the site development, soil textures and infiltration rates reported at 3119 NE 20th Street in Renton, WA. Civil Engineering plans were prepared by PBG (Maps C1 through C8) and Surveyor AXIS Surrey & Map and survey maps from AXIS Survey & Map (Maps 9 through 11). It is our understanding the project consists of removing the existing home and garage from the site and constructing 4 new townhomes. Storm Water Control Plans were prepared by Concept Group for the proposed development including all impervious surfaces, new sidewalks, driveways utilizing drywells and pervious pavement. The proposed development is situated west of a steep western slop descending east down to May Creek. This slope is thickly vegetated with conifer and hardwood trees. The slope morphology shows no indications of surface movement or other stability issues. Lidar mapping obtained from King County GIS show no indications of surface slide morphology. King County Lidar Mapping Based on our review and research it is our opinion development of the 4 townhomes proposed will have a negligible impact on the steep slope located east of the project lot. STEEP SLOPE TOWNHOMES Callidus Townhomes 3119 NE 20th Street February 19, 2020 Page 2 SOILS Soils mapped by the Natural Resource Conservation Service (NRCS) are reported as Indianola Loamy Sand (Inc.). Soil pits excavated on the site confirmed the surface 3 ft. to 3.5 ft. of soil is consistent with the Indianola. Below the sandy surface soil layer of soil is a more compact glacial soil logged as compact sand with gravel which overlies gray, clay as described on the soil logs. The soil profile appears to be typical of the Alderwood Series which is mapped throughout the area surrounding the project. The Alderwood soils are glacial deposits commonly referred to as Till which is nearly impervious. Soil infiltration rates were measured by utilizing EPA Standard Falling Head Perk Tests. Perk test results reported in the Storm Water Control Plan are shown to be 4.5 in/hr. This perk rate is consistent with the soil textures and reporting by the NRCS. The NRCS soil description for the Alderwood soil; Alderwood 1C – Alderwood gravelly sandy loam, 6 – 15 percent slopes The Alderwood gravelly sandy loam is moderately well drained. It formed in glacial till on broad uplands. It is extensive in the Lake Tapps area. Predominant native vegetation is made up of hardwoods and conifers. The typical elevation of this soil series ranges from 200 to 800 feet. In a typical soil profile, a mat of undecomposed needles and wood fragments rests upon a 1 ½ inch thick very dark grayish brown gravelly sandy loam surface layer. The subsoil and the upper part of the substratum, to a depth of 38 inches, are dark yellowish brown, brown, and dark grayish brown gravelly sandy loam. The lower portion of the substratum, to a depth of more than 60 inches, is weakly cemented compact glacial till. A seasonal water table is perched above the very slowly permeable, weakly cemented and compact part of the substratum during periods of heavy rainfall. However, the perched water table is of short duration because the water flows laterally above this layer to seeps at the bottom of slopes. Very few roots penetrate this dense substratum. The available water capacity is low. Surface runoff is medium, and the erosion hazard is moderate. This rolling Alderwood soil is moderately well drained. It formed in glacial till on broad uplands. It is extensive in the Lake Tapps area. Vegetation is hardwoods and conifers. Elevation ranges from 200 to 800 feet. The mean annual precipitation is about 35 inches, mean annual air temperature is about 50 degrees F, and the frost- free season averages about 180 days. Individual soil areas average about 125 acres in size. Most slopes average about 8 percent. Granite boulders and stones are strewn across some slopes. Included with this soil in mapping are small areas of better drained Indianola loamy sand on the side slopes and poorer drained Norma sandy loam or Dupont muck in troughs. In addition, some areas of Alderwood gravelly sandy loam and Kapowsin gravelly loam, zero to six percent slopes, are included. In a typical soil profile, a mat of undecomposed needles and wood fragments rests upon a 1 ½ inch thick very dark grayish brown gravelly sandy loam surface layer. The subsoil and the upper part of the substratum, to a depth of 38 inches, are dark yellowish brown, brown, and dark grayish brown gravelly sandy loam. The lower parrot of the substratum, to a depth of more than 60 inches, is weakly cemented compact glacial till. Reaction is medium acid. Callidus Townhomes 3119 NE 20th Street February 19, 2020 Page 3 The water table is perched above the very slowly permeable, weakly cemented and compact part of the substratum during periods of heavy rainfall. However, the perched water table is of short duration because the water flows laterally above this layer to seeps at the bottom of slopes. Very few roots penetrate this dense substratum. The available water capacity is low. Surface runoff is medium, and the erosion hazard is moderate. Because of its proximity to urban centers, this Alderwood soil is subject to urbanization pressure. The soil has an inherent ability to support a large load. Soil slope and the weakly cemented, compact substratum are its limiting features. In areas of moderate to high population density, onsite sewage disposal systems often fail or do not function properly during periods of rainfall in winter. Excavation for basements and utility lines is difficult to cover excavated soil material. NRCS Soil Mapping Callidus Townhomes Callidus Townhomes 3119 NE 20th Street February 19, 2020 Page 4 GEOLOGY Site Geology Geologic Map of Surficial Deposits in the Seattle 30’by 60’ Quadrangle Conclusions Storm Water Control Plan Our review of the storm water control system concentrated on the soil textures, type of infiltration system proposed and the suitability of the soil to accept the estimated runoff volumes presented in the report. The existing home and detached garage are reported to be approximately 3,406sf with an additional 742sf of walkway and driveway surfaces which directly discharge to the surface surrounding the structures. The proposed townhomes are approximately 5,56 sf with an additional 1,308sf of walkway and driveways. The new townhomes and parking areas will utilize engineered storm water control plans to capture and control the surface runoff. The storm water control plan outlines the use of two drywells and the use of pervious pavement to capture, treat and control surface water runoff. The drywells proposed are designed with 256 cf of volume available. The report indicates each drywell must be a minimum of 250 cf each. Additionally, the stormwater control plans will utilize pervious pavement to capture, treat and disperse storm water from the driving surfaces. Callidus Townhomes Callidus Townhomes 3119 NE 20th Street February 19, 2020 Page 5 Based on our review of the civil plans, survey data and storm water control plan and their interaction with the site soil and geology it is our opinion the proposed storm water control plans will have a negligible impact on the steep slope east of the development. CLOSURE The conclusions and recommendations presented in this review are based on our review of the available mapping, survey and designs prepared for the development of 4 townhomes. Because the future performance and integrity of site development depends largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical professional should be considered an integral part of the planning, development and construction process. IGS is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Please feel free to call me at 253-279-4205 if you have any questions. Respectfully Submitted, INNOVATIVE GEO-SERVICES, LLC Rex Humphrey, L.E.G. Engineering Geologist 3119 NE 20th Street –Technical Information Report The Concept Group Appendices Appendix B Drainage Calculations (WWHM Output) WWHM2012 PROJECT REPORT 3119 NE 20th Street 2/15/2020 12:22:03 PM Page 2 General Model Information Project Name:3119 NE 20th Street Site Name: Site Address:3119 NE 20th St City:Renton Report Date:2/15/2020 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 3119 NE 20th Street 2/15/2020 12:22:03 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Flat 0.443 Pervious Total 0.443 Impervious Land Use acre Impervious Total 0 Basin Total 0.443 Element Flows To: Surface Interflow Groundwater 3119 NE 20th Street 2/15/2020 12:22:03 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.2 Pervious Total 0.2 Impervious Land Use acre ROADS FLAT 0.06 DRIVEWAYS FLAT 0.026 SIDEWALKS FLAT 0.028 Impervious Total 0.114 Basin Total 0.314 Element Flows To: Surface Interflow Groundwater 3119 NE 20th Street 2/15/2020 12:22:03 PM Page 5 Routing Elements Predeveloped Routing 3119 NE 20th Street 2/15/2020 12:22:03 PM Page 6 Mitigated Routing 3119 NE 20th Street 2/15/2020 12:22:03 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.443 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.2 Total Impervious Area:0.114 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.013025 5 year 0.020456 10 year 0.024667 25 year 0.029128 50 year 0.031889 100 year 0.034237 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.057296 5 year 0.079218 10 year 0.095182 25 year 0.117053 50 year 0.134614 100 year 0.153289 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.013 0.085 1950 0.016 0.084 1951 0.029 0.053 1952 0.009 0.035 1953 0.007 0.036 1954 0.011 0.046 1955 0.018 0.049 1956 0.014 0.049 1957 0.011 0.064 1958 0.013 0.043 3119 NE 20th Street 2/15/2020 12:23:06 PM Page 8 1959 0.011 0.037 1960 0.019 0.056 1961 0.011 0.052 1962 0.007 0.038 1963 0.009 0.051 1964 0.012 0.045 1965 0.009 0.068 1966 0.008 0.038 1967 0.018 0.084 1968 0.011 0.078 1969 0.011 0.061 1970 0.009 0.053 1971 0.010 0.063 1972 0.021 0.082 1973 0.010 0.033 1974 0.011 0.062 1975 0.014 0.066 1976 0.010 0.048 1977 0.001 0.045 1978 0.009 0.054 1979 0.005 0.066 1980 0.020 0.096 1981 0.008 0.057 1982 0.016 0.096 1983 0.014 0.059 1984 0.009 0.042 1985 0.005 0.058 1986 0.023 0.053 1987 0.020 0.067 1988 0.008 0.037 1989 0.005 0.046 1990 0.042 0.153 1991 0.025 0.109 1992 0.010 0.042 1993 0.010 0.033 1994 0.003 0.031 1995 0.014 0.049 1996 0.031 0.070 1997 0.026 0.061 1998 0.006 0.049 1999 0.024 0.126 2000 0.010 0.058 2001 0.002 0.051 2002 0.011 0.085 2003 0.014 0.066 2004 0.018 0.115 2005 0.013 0.053 2006 0.015 0.050 2007 0.031 0.138 2008 0.040 0.107 2009 0.020 0.065 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0418 0.1526 2 0.0400 0.1384 3 0.0310 0.1261 3119 NE 20th Street 2/15/2020 12:23:06 PM Page 9 4 0.0305 0.1150 5 0.0287 0.1088 6 0.0255 0.1067 7 0.0251 0.0963 8 0.0239 0.0956 9 0.0226 0.0853 10 0.0214 0.0852 11 0.0202 0.0844 12 0.0200 0.0836 13 0.0196 0.0819 14 0.0194 0.0777 15 0.0182 0.0701 16 0.0179 0.0678 17 0.0177 0.0670 18 0.0160 0.0662 19 0.0156 0.0656 20 0.0154 0.0655 21 0.0145 0.0654 22 0.0143 0.0638 23 0.0142 0.0633 24 0.0141 0.0619 25 0.0139 0.0613 26 0.0131 0.0610 27 0.0129 0.0593 28 0.0128 0.0578 29 0.0123 0.0576 30 0.0115 0.0569 31 0.0112 0.0555 32 0.0111 0.0544 33 0.0110 0.0533 34 0.0110 0.0529 35 0.0109 0.0527 36 0.0108 0.0527 37 0.0105 0.0522 38 0.0103 0.0510 39 0.0101 0.0506 40 0.0101 0.0498 41 0.0097 0.0494 42 0.0097 0.0493 43 0.0095 0.0493 44 0.0093 0.0487 45 0.0091 0.0477 46 0.0090 0.0461 47 0.0089 0.0460 48 0.0088 0.0453 49 0.0086 0.0446 50 0.0085 0.0432 51 0.0081 0.0423 52 0.0079 0.0419 53 0.0073 0.0379 54 0.0068 0.0375 55 0.0058 0.0370 56 0.0055 0.0368 57 0.0051 0.0363 58 0.0051 0.0347 59 0.0034 0.0331 60 0.0018 0.0325 61 0.0012 0.0307 3119 NE 20th Street 2/15/2020 12:23:06 PM Page 10 3119 NE 20th Street 2/15/2020 12:23:06 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0065 17547 56787 323 Fail 0.0068 16164 53451 330 Fail 0.0070 14964 50392 336 Fail 0.0073 13851 47526 343 Fail 0.0075 12812 44874 350 Fail 0.0078 11804 42307 358 Fail 0.0081 10898 39976 366 Fail 0.0083 10119 37922 374 Fail 0.0086 9381 35955 383 Fail 0.0088 8729 34030 389 Fail 0.0091 8143 32169 395 Fail 0.0093 7591 30500 401 Fail 0.0096 7058 28896 409 Fail 0.0098 6590 27420 416 Fail 0.0101 6147 26030 423 Fail 0.0104 5784 24725 427 Fail 0.0106 5435 23464 431 Fail 0.0109 5095 22266 437 Fail 0.0111 4812 21158 439 Fail 0.0114 4526 20133 444 Fail 0.0116 4261 19156 449 Fail 0.0119 4019 18236 453 Fail 0.0122 3784 17372 459 Fail 0.0124 3553 16581 466 Fail 0.0127 3339 15796 473 Fail 0.0129 3138 15023 478 Fail 0.0132 2954 14399 487 Fail 0.0134 2787 13693 491 Fail 0.0137 2603 13075 502 Fail 0.0139 2449 12508 510 Fail 0.0142 2306 11980 519 Fail 0.0145 2162 11462 530 Fail 0.0147 2027 10925 538 Fail 0.0150 1898 10378 546 Fail 0.0152 1790 9963 556 Fail 0.0155 1689 9524 563 Fail 0.0157 1583 9124 576 Fail 0.0160 1483 8767 591 Fail 0.0163 1381 8412 609 Fail 0.0165 1293 8104 626 Fail 0.0168 1221 7773 636 Fail 0.0170 1155 7452 645 Fail 0.0173 1098 7120 648 Fail 0.0175 1048 6806 649 Fail 0.0178 997 6526 654 Fail 0.0180 930 6269 674 Fail 0.0183 883 5993 678 Fail 0.0186 839 5769 687 Fail 0.0188 789 5538 701 Fail 0.0191 743 5343 719 Fail 0.0193 713 5159 723 Fail 0.0196 669 4939 738 Fail 0.0198 630 4753 754 Fail 0.0201 596 4588 769 Fail 3119 NE 20th Street 2/15/2020 12:23:06 PM Page 12 0.0204 566 4395 776 Fail 0.0206 539 4235 785 Fail 0.0209 497 4066 818 Fail 0.0211 473 3901 824 Fail 0.0214 436 3758 861 Fail 0.0216 401 3615 901 Fail 0.0219 366 3480 950 Fail 0.0221 348 3345 961 Fail 0.0224 323 3221 997 Fail 0.0227 296 3095 1045 Fail 0.0229 273 2992 1095 Fail 0.0232 256 2881 1125 Fail 0.0234 235 2789 1186 Fail 0.0237 217 2691 1240 Fail 0.0239 195 2597 1331 Fail 0.0242 180 2502 1390 Fail 0.0245 158 2421 1532 Fail 0.0247 145 2334 1609 Fail 0.0250 129 2261 1752 Fail 0.0252 119 2188 1838 Fail 0.0255 109 2124 1948 Fail 0.0257 97 2057 2120 Fail 0.0260 91 2003 2201 Fail 0.0262 82 1941 2367 Fail 0.0265 76 1872 2463 Fail 0.0268 69 1820 2637 Fail 0.0270 61 1760 2885 Fail 0.0273 54 1709 3164 Fail 0.0275 48 1671 3481 Fail 0.0278 41 1612 3931 Fail 0.0280 38 1559 4102 Fail 0.0283 33 1506 4563 Fail 0.0286 27 1460 5407 Fail 0.0288 22 1417 6440 Fail 0.0291 21 1378 6561 Fail 0.0293 20 1335 6675 Fail 0.0296 19 1295 6815 Fail 0.0298 17 1264 7435 Fail 0.0301 14 1229 8778 Fail 0.0304 12 1186 9883 Fail 0.0306 9 1160 12888 Fail 0.0309 4 1125 28125 Fail 0.0311 3 1093 36433 Fail 0.0314 3 1052 35066 Fail 0.0316 3 1021 34033 Fail 0.0319 3 1002 33400 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. 3119 NE 20th Street 2/15/2020 12:23:06 PM Page 13 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0 acre-feet On-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. Off-line facility target flow:0 cfs. Adjusted for 15 min:0 cfs. 3119 NE 20th Street 2/15/2020 12:23:06 PM Page 14 LID Report 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 15 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 16 Appendix Predeveloped Schematic 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 17 Mitigated Schematic 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 18 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 3119 NE 20th Street.wdm MESSU 25 Pre3119 NE 20th Street.MES 27 Pre3119 NE 20th Street.L61 28 Pre3119 NE 20th Street.L62 30 POC3119 NE 20th Street1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 10 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 10 C, Forest, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 10 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 10 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 10 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 10 0 4.5 0.08 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 10 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 10 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 10 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 20 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 10 0.443 COPY 501 12 PERLND 10 0.443 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 21 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 22 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 3119 NE 20th Street.wdm MESSU 25 Mit3119 NE 20th Street.MES 27 Mit3119 NE 20th Street.L61 28 Mit3119 NE 20th Street.L62 30 POC3119 NE 20th Street1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 1 IMPLND 5 IMPLND 8 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 16 C, Lawn, Flat 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 16 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 23 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 16 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 16 0 4.5 0.03 400 0.05 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 16 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 16 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 16 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 5 DRIVEWAYS/FLAT 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 5 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 5 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 5 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 24 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 5 400 0.01 0.1 0.1 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 1 0 0 5 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 5 0 0 8 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.2 COPY 501 12 PERLND 16 0.2 COPY 501 13 IMPLND 1 0.06 COPY 501 15 IMPLND 5 0.026 COPY 501 15 IMPLND 8 0.028 COPY 501 15 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 25 # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 END MASS-LINK END RUN 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 26 Predeveloped HSPF Message File 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 27 Mitigated HSPF Message File 3119 NE 20th Street 2/15/2020 12:23:53 PM Page 28 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 3119 NE 20th Street –Technical Information Report The Concept Group Appendices Appendix C Civil Plan Set 3119 NE 20th Street –Technical Information Report The Concept Group Appendices Appendix D Bond Quantity Worksheet Maintenance Guidelines 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:ProjectName:ProjectOwner:SITE IMPROVEMENT BOND QUANTITY WORKSHEETPROJECT INFORMATIONEngineer Stamp Required (all cost estimates must have original wet stamp and signature)Project Location and Description Project Owner InformationCallidusCommunityDuplexCallidusDevelopment3/20/2019Prepared by:FOR CONSTRUCTIONProject Phase 1PBG.ENGR@YAHOO.COMHan Phan42815PBG5130 S. 166th Lane, SeaTac WA  98188206‐446‐1292Project 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: CITY 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 Submittal206‐954‐4945Clearing and Grading Utility ProvidersN/ACallidus Community DuplexBellevue WA  980067227800115Callidus Development 425‐818‐88293119 NE 20th Street16834 SE 43rd StreetTroy SchmeilKirkland Place S  Abbreviated Legal Description:The west half (1/2) of lot 5, block 4 (4) Aker's Farms No. 6, according to plat recorded in volume 42, of plats, page 15, records of King County, WA Page 1 of 1Ref 8‐H Bond Quantity WorksheetSECTION I PROJECT INFORMATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: UnitReference # Price Unit Quantity CostBackfill & compaction‐embankmentESC‐16.50$                                            CYCheck dams, 4" minus rockESC‐2SWDM 5.4.6.380.00$                                          EachCatch Basin ProtectionESC‐335.50$                                          EachCrushed surfacing 1 1/4" minusESC‐4WSDOT 9‐03.9(3)95.00$                                          CYDitchingESC‐59.00$                                            CYExcavation‐bulkESC‐62.00$                                            CY 60120.00Fence, siltESC‐7SWDM 5.4.3.11.50$                                            LF 343514.50Fence, Temporary (NGPE)ESC‐81.50$                                            LF 230345.00Geotextile FabricESC‐92.50$                                            SYHay Bale Silt TrapESC‐100.50$                                            EachHydroseedingESC‐11SWDM 5.4.2.40.80$                                            SYInterceptor Swale / DikeESC‐121.00$                                            LFJute MeshESC‐13SWDM 5.4.2.23.50$                                            SYLevel SpreaderESC‐141.75$                                            LFMulch, by hand, straw, 3" deepESC‐15SWDM 5.4.2.12.50$                                            SY 300750.00Mulch, by machine, straw, 2" deepESC‐16SWDM 5.4.2.12.00$                                            SYPiping, temporary, CPP, 6"ESC‐1712.00$                                          LFPiping, temporary, CPP, 8"ESC‐1814.00$                                          LFPiping, temporary, CPP, 12"ESC‐1918.00$                                          LFSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR EROSION & SEDIMENT CONTROLDescription No.(A)Plastic covering, 6mm thick, sandbaggedESC‐20SWDM 5.4.2.34.00$                                            SY 60240.00Rip Rap, machine placed; slopesESC‐21WSDOT 9‐13.1(2)45.00$                                          CYRock Construction Entrance, 50'x15'x1'ESC‐22SWDM 5.4.4.11,800.00$                                    Each 11,800.00Rock 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$                                          LFSeeding, by handESC‐27SWDM 5.4.2.41.00$                                            SYSodding, 1" deep, level groundESC‐28SWDM 5.4.2.58.00$                                            SYSodding, 1" deep, sloped groundESC‐29SWDM 5.4.2.510.00$                                          SYTESC SupervisorESC‐30110.00$                                       HR 5550.00Water truck, dust controlESC‐31SWDM 5.4.7140.00$                                       HRUnitReference # Price Unit Quantity CostEROSION/SEDIMENT SUBTOTAL: 4,319.50SALES TAX @ 10% 431.95EROSION/SEDIMENT TOTAL: 4,751.45(A)WRITE‐IN‐ITEMS Page 1 of 1Ref 8‐H Bond Quantity WorksheetSECTION II.a EROSION_CONTROLUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostGENERALITEMSBackfill & Compaction‐ embankment GI‐16.00$             CYBackfill & Compaction‐ trench GI‐29.00$             CYClear/Remove Brush, by hand (SY) GI‐31.00$             SYBollards ‐ fixed GI‐4 240.74$         EachBollards ‐ removable GI‐5 452.34$         EachClearing/Grubbing/Tree Removal GI‐6 10,000.00$   Acre 0.363,600.00Excavation ‐ bulk GI‐72.00$             CYExcavation ‐ Trench GI‐85.00$             CYFencing, cedar, 6' high GI‐9 20.00$           LFFencing, chain link, 4' GI‐10 38.31$           LFFencing, chain link, vinyl coated,  6' high GI‐11 20.00$           LFFencing, chain link, gate, vinyl coated,  20' GI‐12 1,400.00$     EachFill & compact ‐ common barrow GI‐13 25.00$           CYFill & compact ‐ gravel base GI‐14 27.00$           CYFill&compact‐screenedtopsoilGI‐1539 00$CYSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)Fill & compact  screened topsoilGI1539.00$           CYGabion, 12" deep, stone filled mesh GI‐16 65.00$           SYGabion, 18" deep, stone filled mesh GI‐17 90.00$           SYGabion, 36" deep, stone filled mesh GI‐18 150.00$         SYGrading, fine, by hand GI‐19 2.50$             SYGrading, fine, with grader GI‐20 2.00$             SYMonuments, 3' Long GI‐21 250.00$         EachSensitive Areas Sign GI‐22 7.00$             EachSodding, 1" deep, sloped ground GI‐23 8.00$             SYSurveying, line & grade GI‐24 850.00$         Day 1850.001850.00Surveying, lot location/lines GI‐25 1,800.00$     AcreTopsoil Type A (imported) GI‐26 28.50$           CYTraffic control crew ( 2 flaggers )GI‐27 120.00$         HRTrail, 4" chipped wood GI‐28 8.00$             SYTrail, 4" crushed cinder GI‐29 9.00$             SYTrail, 4" top course GI‐30 12.00$           SYConduit, 2" GI‐31 5.00$             LFWall, retaining, concrete GI‐32 55.00$           SFWall, rockery GI‐33 15.00$           SFSUBTOTAL THIS PAGE:850.00 4,450.00(B)(C)(D)(E)Page 1 of 3Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI‐1 30.00$           SY 621,860.00AC Grinding, 4' wide machine 1000‐2000sy RI‐2 16.00$           SYAC Grinding, 4' wide machine > 2000sy RI‐3 10.00$           SYAC Removal/Disposal RI‐4 35.00$           SY 501,750.00Barricade, Type III ( Permanent )RI‐5 56.00$           LFGuard Rail RI‐6 30.00$           LFCurb & Gutter, rolled RI‐7 17.00$           LFCurb & Gutter, vertical RI‐8 12.50$           LF 1732,162.50Curb and Gutter, demolition and disposal RI‐9 18.00$           LFCurb, extruded asphalt RI‐10 5.50$             LFCurb, extruded concrete RI‐11 7.00$             LFSawcut, asphalt, 3" depth RI‐12 1.85$             LF 244451.40Sawcut, concrete, per 1" depth RI‐13 3.00$             LFSealant, asphalt RI‐14 2.00$             LF 3264.00Shouldergravel4"thickRI‐1515 00$SYShoulder, gravel, 4 thickRI1515.00$           SYSidewalk, 4" thick RI‐16 38.00$           SY 823,116.00Sidewalk, 4" thick, demolition and disposal RI‐17 32.00$           SY 461,472.00Sidewalk, 5" thick RI‐18 41.00$           SY 401,640.00Sidewalk, 5" thick, demolition and disposal RI‐19 40.00$           SYSign, Handicap RI‐20 85.00$           EachStriping, per stall RI‐21 7.00$             EachStriping, thermoplastic, ( for crosswalk )RI‐22 3.00$             SFStriping, 4" reflectorized line RI‐23 0.50$             LFAdditional 2.5" Crushed Surfacing RI‐24 3.60$             SYHMA 1/2" Overlay 1.5" RI‐25 14.00$           SYHMA 1/2" Overlay 2" RI‐26 18.00$           SY 621,116.00HMA Road, 2", 4" rock, First 2500 SY RI‐27 28.00$           SYHMA Road, 2", 4" rock, Qty. over 2500SY RI‐28 21.00$           SYHMA Road, 4", 6" rock, First 2500 SY RI‐29 45.00$           SY 2199,855.00HMA Road, 4", 6" rock, Qty. over 2500 SY RI‐30 37.00$           SYHMA Road, 4", 4.5" ATB RI‐31 38.00$           SYGravel Road, 4" rock, First 2500 SY RI‐32 15.00$           SYGravel Road, 4" rock, Qty. over 2500 SY RI‐33 10.00$           SYThickened Edge RI‐34 8.60$             LFSUBTOTAL THIS PAGE:23,486.90(B)(C)(D)(E)Page 2 of 3Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR STREET AND SITE IMPROVEMENTSQuantity Remaining (Bond Reduction) (B) (C)PARKING LOT SURFACINGNo.2" AC, 2" top course rock & 4" borrow PL‐1 21.00$           SY2" AC,  1.5"  top course & 2.5" base course PL‐2 28.00$           SY4" select borrow PL‐35.00$             SY1.5" top course rock & 2.5" base course PL‐4 14.00$           SYSUBTOTAL PARKING LOT SURFACING:(B)(C)(D)(E)LANDSCAPING & VEGETATIONNo.Street Trees LA‐1 100.00$         EA 3300.00Median Landscaping LA‐2Right‐of‐Way Landscaping LA‐3 2,000.00$     LS 12,000.00Wetland Landscaping LA‐4SUBTOTAL LANDSCAPING & VEGETATION:2,300.00(B)(C)(D)(E)TRAFFIC & LIGHTINGNo.Signs TR‐1Street Light System ( # of Poles) TR‐2Traffic Signal TR‐3Traffic Signal Modification TR‐4SUBTOTAL TRAFFIC & LIGHTING:(B)(C)(D)(E)WRITE‐IN‐ITEMSMailbox 200.00$         Each 1200.00Permeable driveway and walkway 50.00$           SF 1577,850.00SUBTOTAL WRITE‐IN ITEMS:200.00 7,850.00STREET AND SITE IMPROVEMENTS SUBTOTAL: 26,836.90 12,300.00SALES TAX @ 10% 2,683.69 1,230.00STREET AND SITE IMPROVEMENTS TOTAL: 29,520.59 13,530.00(B)(C)(D)(E)Page 3 of 3Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostDRAINAGE(CPE=CorrugatedPolyethylenePipe,N12orEquivalent)ForCulvertprices,Averageof4'coverwasassumed.AssumeperforatedPVCissamepriceassolidpipe.)Access Road, R/D D‐1 26.00$            SY* (CBs include frame and lid)Beehive D‐2 90.00$            EachThrough‐curb Inlet Framework D‐3 400.00$          EachCB Type ID‐4 1,500.00$      EachCB Type IL D‐5 1,750.00$      EachCB Type II, 48" diameter D‐6 2,300.00$      Each     for additional depth over 4'    D‐7 480.00$          FTCB Type II, 54" diameter D‐8 2,500.00$      Each     for additional depth over 4' D‐9 495.00$          FTCB Type II, 60" diameter D‐10 2,800.00$      Each     for additional depth over 4' D‐11 600.00$          FTCB Type II, 72" diameter D‐12 6,000.00$      Each     for additional depth over 4' D‐13 850.00$          FTCB Type II, 96" diameter D‐14 14,000.00$    Each     for additional depth over 4' D‐15 925.00$          FTTrashRack12"D‐16350 00$EachSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (BondReduction)(B) (C)Trash Rack, 12D‐16350.00$          EachTrash Rack, 15" D‐17 410.00$          EachTrash Rack, 18" D‐18 480.00$          EachTrash Rack, 21" D‐19 550.00$          EachCleanout, PVC, 4" D‐20 150.00$          EachCleanout, PVC, 6" D‐21 170.00$          EachCleanout, PVC, 8" D‐22 200.00$          EachCulvert, PVC, 4" D‐23 10.00$            LFCulvert, PVC, 6" D‐24 13.00$            LFCulvert, PVC,  8" D‐25 15.00$            LFCulvert, PVC, 12" D‐26 23.00$            LFCulvert, PVC, 15" D‐27 35.00$            LFCulvert, PVC, 18" D‐28 41.00$            LFCulvert, PVC, 24" D‐29 56.00$            LFCulvert, PVC, 30" D‐30 78.00$            LFCulvert, PVC, 36" D‐31 130.00$          LFCulvert, CMP, 8" D‐32 19.00$            LFCulvert, CMP, 12" D‐33 29.00$            LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 1 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (BondReduction)(B) (C)DRAINAGE (Continued)Culvert, CMP, 15" D‐34 35.00$            LFCulvert, CMP, 18" D‐35 41.00$            LFCulvert, CMP, 24" D‐36 56.00$            LFCulvert, CMP, 30" D‐37 78.00$            LFCulvert, CMP, 36" D‐38 130.00$          LFCulvert, CMP, 48" D‐39 190.00$          LFCulvert, CMP, 60" D‐40 270.00$          LFCulvert, CMP, 72" D‐41 350.00$          LFCulvert, Concrete, 8" D‐42 42.00$            LFCulvert, Concrete, 12" D‐43 48.00$            LFCulvert, Concrete, 15" D‐44 78.00$            LFCulvert, Concrete, 18" D‐45 48.00$            LFCulvert, Concrete, 24" D‐46 78.00$            LFCulvert, Concrete, 30" D‐47 125.00$          LFCulvert, Concrete, 36" D‐48 150.00$          LFCulvert, Concrete, 42" D‐49 175.00$          LFCulvertConcrete48"D‐50205 00$LFCulvert, Concrete, 48D‐50205.00$          LFCulvert, CPE Triple Wall, 6" D‐51 14.00$            LFCulvert, CPE Triple Wall, 8" D‐52 16.00$            LFCulvert, CPE Triple Wall, 12" D‐53 24.00$            LFCulvert, CPE Triple Wall, 15" D‐54 35.00$            LFCulvert, CPE Triple Wall, 18" D‐55 41.00$            LFCulvert, CPE Triple Wall, 24" D‐56 56.00$            LFCulvert, CPE Triple Wall, 30" D‐57 78.00$            LFCulvert, CPE Triple Wall, 36" D‐58 130.00$          LFCulvert, LCPE, 6" D‐59 60.00$            LFCulvert, LCPE, 8" D‐60 72.00$            LFCulvert, LCPE, 12" D‐61 84.00$            LFCulvert, LCPE, 15" D‐62 96.00$            LFCulvert, LCPE, 18" D‐63 108.00$          LFCulvert, LCPE, 24" D‐64 120.00$          LFCulvert, LCPE, 30" D‐65 132.00$          LFCulvert, LCPE, 36" D‐66 144.00$          LFCulvert, LCPE, 48" D‐67 156.00$          LFCulvert, LCPE, 54" D‐68 168.00$          LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 2 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (BondReduction)(B) (C)DRAINAGE (Continued)Culvert, LCPE, 60" D‐69 180.00$          LFCulvert, LCPE, 72" D‐70 192.00$          LFCulvert, HDPE, 6" D‐71 42.00$            LFCulvert, HDPE, 8" D‐72 42.00$            LFCulvert, HDPE, 12" D‐73 74.00$            LFCulvert, HDPE, 15" D‐74 106.00$          LFCulvert, HDPE, 18" D‐75 138.00$          LFCulvert, HDPE, 24" D‐76 221.00$          LFCulvert, HDPE, 30" D‐77 276.00$          LFCulvert, HDPE, 36" D‐78 331.00$          LFCulvert, HDPE, 48" D‐79 386.00$          LFCulvert, HDPE, 54" D‐80 441.00$          LFCulvert, HDPE, 60" D‐81 496.00$          LFCulvert, HDPE, 72" D‐82 551.00$          LFPipe, Polypropylene, 6" D‐83 84.00$            LFPipe, Polypropylene, 8" D‐84 89.00$            LFPipePolypropylene12"D8595 00$LFPipe, Polypropylene, 12D‐8595.00$            LFPipe, Polypropylene, 15" D‐86 100.00$          LFPipe, Polypropylene, 18" D‐87 106.00$          LFPipe, Polypropylene, 24" D‐88 111.00$          LFPipe, Polypropylene, 30" D‐89 119.00$          LFPipe, Polypropylene, 36" D‐90 154.00$          LFPipe, Polypropylene, 48" D‐91 226.00$          LFPipe, Polypropylene, 54" D‐92 332.00$          LFPipe, Polypropylene, 60" D‐93 439.00$          LFPipe, Polypropylene, 72" D‐94 545.00$          LFCulvert, DI, 6" D‐95 61.00$            LFCulvert, DI, 8" D‐96 84.00$            LFCulvert, DI, 12" D‐97 106.00$          LFCulvert, DI, 15" D‐98 129.00$          LFCulvert, DI, 18" D‐99 152.00$          LFCulvert, DI, 24" D‐100 175.00$          LFCulvert, DI, 30" D‐101 198.00$          LFCulvert, DI, 36" D‐102 220.00$          LFCulvert, DI, 48" D‐103 243.00$          LFCulvert, DI, 54" D‐104 266.00$          LFCulvert, DI, 60" D‐105 289.00$          LFCulvert, DI, 72" D‐106 311.00$          LFSUBTOTAL THIS PAGE:(B) (C) (D) (E)Page 3 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (BondReduction)(B) (C)Specialty Drainage ItemsDitching SD‐19.50$              CYFlow Dispersal Trench    (1,436 base+) SD‐3 28.00$            LF French Drain  (3' depth) SD‐4 26.00$            LFGeotextile, laid in trench, polypropylene SD‐53.00$              SYMid‐tank Access Riser, 48" dia,  6' deep SD‐6 2,000.00$      EachPond Overflow Spillway SD‐7 16.00$            SYRestrictor/Oil Separator, 12" SD‐8 1,150.00$      EachRestrictor/Oil Separator, 15" SD‐9 1,350.00$      EachRestrictor/Oil Separator, 18" SD‐10 1,700.00$      EachRiprap, placed SD‐11 42.00$            CYTank End Reducer (36" diameter) SD‐12 1,200.00$      EachInfiltration pond testing SD‐13 125.00$          HRPermeable Pavement SD‐14 42.00$            SYPermeable Concrete Sidewalk SD‐15Culvert, Box      __ ft  x  __ ft SD‐16SUBTOTAL SPECIALTY DRAINAGE ITEMS:(B) (C) (D) (E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF‐1Each Detention Tank SF‐2Each Detention Vault SF‐3Each Infiltration Pond SF‐4Each Infiltration Tank SF‐5Each Infiltration Vault SF‐6Each Infiltration Trenches SF‐7Each Basic Biofiltration Swale SF‐8Each Wet Biofiltration Swale SF‐9Each Wetpond SF‐10 Each Wetvault SF‐11 Each Sand Filter SF‐12 Each Sand Filter Vault SF‐13 Each Linear Sand Filter SF‐14 Each Proprietary Facility SF‐15 Each Bioretention Facility SF‐16 Each SUBTOTAL STORMWATER FACILITIES:(B) (C) (D) (E)Page 4 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR DRAINAGE AND STORMWATER FACILITIESQuantity Remaining (BondReduction)(B) (C)WRITE‐IN‐ITEMS (INCLUDE ON‐SITE BMPs)Infiltration Drywell (include pipe & CB) WI‐1 3,500.00$      Each 27,000.00WI‐2WI‐3WI‐4WI‐5WI‐6WI‐7WI‐8WI‐9WI‐10WI‐11WI‐12WI‐13WI‐14WI‐15SUBTOTAL WRITE‐IN ITEMS:7,000.00DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: 7,000.00SALES TAX @ 10%700.00DRAINAGE AND STORMWATER FACILITIES TOTAL: 7,700.00(B) (C) (D) (E)Page 5 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostConnection to Existing Watermain W‐1 2,000.00$     Each 24,000.00Ductile Iron Watermain, CL 52, 4 Inch Diameter W‐2 50.00$           LFDuctile Iron Watermain, CL 52, 6 Inch Diameter W‐3 56.00$           LF 241,344.00Ductile Iron Watermain, CL 52, 8 Inch Diameter W‐4 60.00$           LFDuctile Iron Watermain, CL 52, 10 Inch Diameter W‐5 70.00$           LFDuctile Iron Watermain, CL 52, 12 Inch Diameter W‐6 80.00$           LFGate Valve, 4 inch Diameter W‐7 500.00$         EachGate Valve, 6 inch Diameter W‐8 700.00$         Each 21,400.00Gate Valve, 8 Inch Diameter W‐9 800.00$         EachGate Valve, 10 Inch Diameter W‐10 1,000.00$     EachGate Valve, 12 Inch Diameter W‐11 1,200.00$     EachFire Hydrant Assembly W‐12 4,000.00$     Each 28,000.00Permanent Blow‐Off Assembly W‐13 1,800.00$     EachAir‐Vac Assembly,  2‐Inch Diameter W‐14 2,000.00$     EachAir‐Vac Assembly,  1‐Inch Diameter W‐15 1,500.00$     EachCompound Meter Assembly 3‐inch Diameter W‐16 8,000.00$     EachSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR WATERQuantity Remaining (Bond Reduction) (B) (C)Compound Meter Assembly 4‐inch Diameter W‐17 9,000.00$     EachCompound Meter Assembly 6‐inch Diameter W‐18 10,000.00$   EachPressure Reducing Valve Station 8‐inch to 10‐inch W‐19 20,000.00$   EachWATER SUBTOTAL:14,744.00SALES TAX @ 10% 1,474.40WATER TOTAL: 16,218.40(B) (C) (D) (E)Page 1 of 1Ref 8‐H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 CED Permit #: Existing Future Public PrivateRight‐of‐Way Improvements Improvements(D)(E)Description No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Quant. CostClean Outs SS‐1 1,000.00$     Each 22,000.00Grease Interceptor, 500 gallon SS‐2 8,000.00$     EachGrease Interceptor, 1000 gallon SS‐3 10,000.00$   EachGrease Interceptor, 1500 gallon SS‐4 15,000.00$   EachSide Sewer Pipe, PVC. 4 Inch Diameter SS‐5 80.00$           LF 987,840.00Side Sewer Pipe, PVC. 6 Inch Diameter SS‐6 95.00$           LF 393,705.00Sewer Pipe, PVC, 8 inch Diameter SS‐7 105.00$         LFSewer Pipe, PVC, 12 Inch Diameter SS‐8 120.00$         LFSewer Pipe, DI, 8 inch Diameter SS‐9 115.00$         LFSewer Pipe, DI, 12 Inch Diameter SS‐10 130.00$         LFManhole, 48 Inch Diameter SS‐11 6,000.00$     EachManhole, 54 Inch Diameter SS‐13 6,500.00$     EachManhole, 60 Inch Diameter SS‐15 7,500.00$     EachManhole, 72 Inch Diameter SS‐17 8,500.00$     EachManhole, 96 Inch Diameter SS‐19 14,000.00$   EachPipe, C‐900, 12 Inch Diameter SS‐21 180.00$         LFOtidDSS241 500 00$LSSITE IMPROVEMENT BOND QUANTITY WORKSHEETFOR SANITARY SEWERQuantity Remaining (BondReduction)(B) (C)Outside DropSS‐241,500.00$     LSInside Drop SS‐25 1,000.00$     LSSewer Pipe, PVC, ____ Inch Diameter SS‐26Lift Station (Entire System) SS‐27 LSSANITARY SEWER SUBTOTAL:3,705.00 9,840.00SALES TAX @ 10% 370.50 984.00SANITARY SEWER TOTAL: 4,075.50 10,824.00(B) (C) (D) (E)Page 1 of 1Ref 8‐H Bond Quantity WorksheetSECTION II.e SANITARY SEWERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 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)49,814.49$                                                   206‐446‐1292PBG.ENGR@YAHOO.COMCallidus Community Duplex 3119 NE 20th Street7227800115FOR CONSTRUCTION 5130 S. 166th Lane, SeaTac WA  98188SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS3/20/2019Han Phan42815PBGPrepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)MAINTENANCE BOND */**(after final acceptance of construction)4,751.45$                                                 49,814.49$                                               Future Public Improvements Subtotal(c)‐$                                                               Stormwater & Drainage Facilities (Public & Private) Subtotal(d) (d)7,700.00$                                                     (e)(f)Site RestorationCivil Construction PermitMaintenance Bond11,502.90$                                                   Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only  ‐ May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 87,173.19$                                               P (a) x 100%R((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)EST1((b) + (c) + (d)) x 20%‐$                                                           82,421.74$                                               4,751.45$                                                 ‐$                                                           7,700.00$                                                 ‐$                                                           Page 1 of 1Ref 8‐H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 3/19/2019 MAINTENANCE INSTRUCTIONS FOR FULL INFILTRATION Your property contains an on-site BMP (best management practice) called “full infiltration,” which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious surfaces on your property. Full infiltration is a method of soaking runoff from impervious area (such as paved areas and roofs) into the ground. If properly installed and maintained per Appendix A of the City of Renton’s Surface Water Design Manual, full infiltration can manage runoff so that a majority of precipitation events are absorbed. Infiltration devices, such as gravel filled trenches, drywells, and ground surface depressions, facilitate this process by putting runoff in direct contact with the soil and holding the runoff long enough to soak most of it into the ground. To be successful, the soil condition around the infiltration device must be reliably able to soak water into the ground for a reasonable number of years. Infiltration Devices The infiltration devices used on your property include the following as indicated on the site plan (CHECK THE BOX(ES) THAT APPLY): gravel filled trenches, drywells, ground surface depressions. MAINTENANCE RESTRICTIONS The size, placement, and composition of these devices 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. INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES • Infiltration devices must be inspected annually and after major storm events to identify and repair any physical defects. • Maintenance and operation of the system should focus on ensuring the system’s viability by preventing sediment-laden flows from entering the device. Excessive sedimentation will result in a plugged or non-functioning facility. • If the infiltration device has a catch basin, sediment accumulation must be removed on a yearly basis or more frequently if necessary. • Prolonged ponding around or atop a device may indicate a plugged facility. If the device becomes plugged, it must be replaced. • Keeping the areas that drain to infiltration devices well swept and clean will enhance the longevity of these devices. • For roofs, frequent cleaning of gutters will reduce sediment loads to these devices. MAINTENANCE INSTRUCTIONS FOR PERMEABLE PAVEMENT (NON-VEGETATED) Your property contains an on-site BMP (best management practice) called “permeable pavement,” which was installed to minimize the stormwater quantity and quality impacts of some or all of the paved surfaces on your property. Permeable pavements reduce the amount of rainfall that becomes runoff by allowing water to seep through the pavement into a free-draining gravel or sand bed, where it can be infiltrated into the ground. This on-site BMP shall be maintained per Appendix A of the City of Renton’s Surface Water Design Manual. Permeable Pavements The type(s) of permeable pavement used on your property is (CHECK THE BOX(ES) THAT APPLY):  Porous concrete  Porous asphalt  Permeable pavers  Modular grid pavement MAINTENANCE RESTRICTIONS The area covered by permeable pavement as depicted by the site plan and design details must be maintained as permeable pavement and may not be changed without written approval from the City of Renton or through a future development permit from the City of Renton. INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES • Permeable pavements must be inspected after one major storm each year to make sure it is working properly. More frequent inspection is recommended. • Prolonged ponding or standing water on the pavement surface is a sign that the system is defective and may need to be replaced. If this occurs, contact the pavement installer or the City of Renton for further instructions. • A typical permeable pavement system has a life expectancy of approximately 25 years. To help extend the useful life of the system, the surface of the permeable pavement should be kept clean, stable and free of leaves, debris, and sediment through regular sweeping or vacuum sweeping. Aggregate fill in modular grid pavement may need periodic surface replenishment. • The owner is responsible for the repair of all ruts, deformation, and/or broken paving grids or pavers. • Modular grid pavement and permeable pavers filled with gravel or with gravel in the joints may need to be refilled periodically.