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HomeMy WebLinkAboutApproved Civil Plans.pdfSURFACE WATER UTILITYjfarah 04/16/2019REGIONAL FIRE AUTHORITYcthomas 04/16/2019APPROVEDWATER UTILITYagafour 04/16/2019WASTEWATER UTILITYdchristen 04/16/2019DEVELOPMENT ENGINEERINGswarlick 04/18/2019 SURVEYOR'S CERTIFICATION BENJAMIN RYAN COMMUNITIES 1504 KIRKLAND AVE NE R-405502TED-40-4055 WASTEWATER UTILITYdchristen 04/16/2019SURFACE WATER UTILITYjfarah 04/16/2019CURRENT PLANNINGAngelea Weihs 08/13/2018DEVELOPMENT ENGINEERINGswarlick 04/18/2019 SURFACE WATER UTILITYjfarah 04/16/2019WATER UTILITYagafour 04/16/2019CURRENT PLANNINGAngelea Weihs 08/13/2018DEVELOPMENT ENGINEERINGswarlick 04/18/2019 DEVELOPMENT ENGINEERINGswarlick 04/18/2019 SURFACE WATER UTILITYjfarah 04/16/2019DEVELOPMENT ENGINEERINGswarlick 04/18/2019 DEVELOPMENT ENGINEERINGswarlick 04/18/2019 DEVELOPMENT ENGINEERINGswarlick 04/18/2019 DEVELOPMENT ENGINEERINGswarlick 04/18/2019 DEVELOPMENT ENGINEERINGswarlick 04/18/2019 WATER UTILITYagafour 04/16/2019DEVELOPMENT ENGINEERINGswarlick 04/18/2019 DEVELOPMENT ENGINEERINGswarlick 04/18/2019 0 5 10 20TREE REPLACEMENT/STREET TREE PLAN1'' = 10'-0''110' ON SITE PLANTING AREA AND PLANTING STRIP PLANTWO NON-REQUIRED ON SITE TREEPROVIDED, THREE REQUIRED ON SITETREE PROVIDED. FIVE TREES WILL BEPROVIDED BY PAYMENT INTO THE CITY'SURBAN FORESTRY PROGRAM FUND. DUETO REQUIRED SITE UTILITYINFRASTRUCTURE THERE IS NOADDITIONAL ROOM TO PLANT MORE TREESON SITE.JOB NO.NO.DATEBYREVISIONAPPRCHECKED:DRAWN:APPROVED:DESIGNED:SURVEYED:SCALE:SCALE ACCORDINGLYAT FULL SCALEONE INCHIF NOT ONE INCHHORIZONTAL: NAD 1983/1991VERTICAL: NAVD 1988DATUMDATE:FIELDBOOK:PAGE:DRAWING NO:SHEET:OF:Planning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS6'&ÄÄCALLIDUS COMMUNITY DUPLEX1504 KIRKLAND AVE NERENTON, WA 98056 NONE4-02-2019 13 14%#..+&75%1//70+6;&72.': %#..+&75%1//70+6;&72.':24$.7#%4Ä5*''6CURRENT PLANNINGAngelea Weihs 08/13/2018 CONSTRUCTION NOTES:BACKFILL PER PLANT NOTES4'-0"5'-0"12'' MIN.12'' GREATER THAN ROOTBALLSOIL BENEATH TREE TO BE EXISTING SOIL OR COMPACT SOILTO 85% MAX. DENSITYLAYER OF MULCH PER SPECIFICATIONS2'' DIA. WOOD STAKES, STAKE NEXT TO ROOTBALLEXISTING SOIL, 1:1 SLOPE AT SIDES OF PLANT PITTREE PIT TO BE THREE TIMES THE DIAMETER OF ROOTBALLFORM 3'' WATERING RING AROUND TREE, 2'' OUTSIDE OF TREE STAKESFIRM BACKFILL IN PLACE AND WATER IN WELLSET TREE 1'' ABOVE GRADE AS GROWN IN NURSERYCUT BURLAP BACK FROM TOP 2/3 OF ROOTBALLWRAP AROUND EACH STAKE AND TREE1'' WIDE SOFT RUBBER CHAIN LOCK TREE TIESET STAKES PARALLEL TO ADJACENT STREETPROVIDE 1'' CLEARANCE BETWEEN CHAIN LOCK TREE TIE AND TREE TRUNK.TREE PLANTING DETAILSECTION1N.T.S.CONTRACTOR SHALL COMPLETELY FAMILIARIZE THEMSELVES WITH THE PROJECT AS WELL ASALL UNDERGROUND UTILITIES PRIOR TO CONSTRUCTIONALL BEDS TO BE WEED AND DEBRIS FREE PRIOR TO SOIL PREPARATION. ALL SHRUB BEDS TOBE 8'' BELOW FINISHED GRADE TO ALLOW FOR TOPSOIL AND MULCHNOTIFY OWNER IF EXISTING SOIL CONDITIONS WILL PROVE DETRIMENTAL TO PLANT HEALTH,EVEN AFTER SOIL PREP, SUCH AS EXCESSIVE CLAY SOIL, HARDPAN SOIL, POOR DRAINAGE, OREXCESSIVE GRAVEL.ADD 3.5" OF 50/50 CEDAR GROVE COMPOST SAND MIX TO PLANTING BEDS AND TILL INTO 6" OFEXISTING SOIL, ADD 2.5 MORE INCHES OF COMPOST SAND MIX AND TILL INTO 6" OF SOIL.COMPACT TO 80% TO PREVENT SETTLING.SEE CIVIL PLANS FOR BIORETENTION PLANTING STRIP CROSS SECTION FOR SOIL DEPTHS ANDCONTOURS.PLANT TREES PER DETAIL #1 THIS SHEET. PLANT SHRUBS PER DETAIL #2. MULCH PLANTINGBEDS WITH 2" OF MEDIUM FINE FIR BARK, KEEPING MULCH 2" FROM TRUNK OF TREE.MULCH TO BE FREE OF GARBAGE AND WEEDS AND MAY NOT CONTAIN EXCESSIVE RESIN,TANNIN, OR OTHER MATERIAL DETRIMENTAL TO PLANT GROWTHGENTLY LOOSEN ROOTS OF CONTAINER STOCK THAT IS ROOTBOUND PRIOR TO PLANTINGFERTILIZE WITH BEST-PAKS FERTILIZER, AVAIL. HORIZON 425.828.4554 ONE PACKET PER 1GALLON, 2 PER 2 GAL, 3 PER 5 gal, 14 PER TREE. EVENLY SPACE PACKS AROUND ROOTBALL6-8'' FROM SOIL SURFACEALL PLANTS SHALL CONFORM TO AMERICAN STANDARD FOR NURSERY STOCK, ANLA PROVIDEONE YEAR WARRANTY STARTING FROM DATE OF FINAL ACCEPTANCECOORDINATE ALL WORK WITH GENERAL CONTRACTORPLANT GROUNDCOVERS A MINIMUM 24'' FROM CONCRETE OR ASPHALT SURFACESIF TREE IS 4' OR CLOSER, HORIZONTALLY, FROM A PAVED SURFACES, INSTALL A 8' BY 24''SHEET OF PLASTIC ROOT BARRIER BETWEEN TREE AND PIPE OR PAVED SURFACE. CENTER 8'SECTION ON TREE TRUNK, SET TOP OF BARRIER AT TOP OF SOIL SURFACE, BELOW MULCHLEVEL. SET AGAINST ADJACENT PAVED SURFACE OR NEAR VICINITY OF UTILITY PIPE. USE NDSSM-20 SHEETING OR SIMILAR PRODUCT, AVAILABLE FRANK J MARTIN COMPANY 206-523-7665ALL PLANTINGS ARE DROUGHT TOLERANT ONCE ESTABLISHED. PLANTINGS WILL REQUIRESUPPLEMENTAL WATER THROUGH THEIR FIRST TWO GROWING SEASONS FORESTABLISHMENT.SET AT 1/2'' HIGHER THAN GROWN IN NURSERYSHRUB and GROUNDCOVDER PLANTING DETAILTO BE 12" WIDER THAN ROOTBALL FOR SHRUBS AND 8''WIDER THAN ROOTBALL FOR GROUNDCOVERSDEPTH TO BE SAME AS ROOTBALL OR 12"WHICH EVER IS GREATERSECTIONPLANTING HOLEFIRM BACKFILL IN PLACE AND WATER IN WELLN.T.S.EXISTING SOIL, DEEPLY SCARIFY AT SIDES OFOF PLANTKEEP MULCH 1-2'' AWAY FROM STEMTOP OF ROOT CROWNBARK MULCH PER SPECIFICATIONSBACKFILL WITH AMENDED NATIVE SOILFORM 2" WATER BASINPLANT POCKETAND FERTILIZER PER SPECIFICATIONS2PACIFIC OUTDOOR PRODUCTSSE-5170 IN GROUND MOUNT BENCHJOB NO.NO.DATEBYREVISIONAPPRCHECKED:DRAWN:APPROVED:DESIGNED:SURVEYED:SCALE:SCALE ACCORDINGLYAT FULL SCALEONE INCHIF NOT ONE INCHHORIZONTAL: NAD 1983/1991VERTICAL: NAVD 1988DATUMDATE:FIELDBOOK:PAGE:DRAWING NO:SHEET:OF:Planning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS6'&ÄÄCALLIDUS COMMUNITY DUPLEX1504 KIRKLAND AVE NERENTON, WA 98056 NONE4-02-201914 14%#..+&75%1//70+6;&72.': %#..+&75%1//70+6;&72.':24$.7#%4Ä5*''6 T ECHNICAL I NFORMATION R EPORT C ALLIDUS D EVELOPMENT D UPLEXES 1504 K IRKLAND A VENUE NE R ENTON, W ASHINGTON 98056 The Concept Group 4701 SW Admiral Way, Ste 353 ● Seattle, WA 98116 ● (206) 446-1291 Stormwater Technical Information Report CALLIDUS DEVELOPMENT DUPLEXES 1504 KIRKLAND AVENUE NE RENTON, WASHINGTON 98056 REVISIONS  April 5, 2017 Original Submission September 12, 2017 1st Revision January 7, 2019 2nd Revision February 12, 2019 3rd Revision April 8, 2019 4th Revision Developer/Owner Contact: Troy Schmeil Company: Callidus Development, Inc. 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. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL 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 _________________________ DPER Permit # ________________________ Location Township ______________ Range ________________ Section ________________ Site Address __________________________ _____________________________________ Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS  Landuse (e.g.,Subdivision / Short Subd. / UPD)  Building (e.g.,M/F / Commercial / SFR)  Clearing and 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 ____________________________________ __________________ Part 6 SWDM ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) ____________________________________________________________________________________ ____________________________________________________________________________________ ____________________________________________________________________________________ Approved Adjustment No. ______________________ Date of Approval: ______________________ 2016 Surface Water Design Manual 4/24/2016 1 Anna Nguyen, P.E. The Concept Group (206) 446-1291 Callidus Development, Inc. (425) 818-8829 16834 SE 43rd Street Bellevue, WA 98006 Callidus Development Duplexes 1504 Kirkland Avenue NE Renton, WA 98056 4/5/2017 2/12/2019 2/15/2019 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: _______________________ Completion Date: _______________________ Describe: _________________________________ _________________________________________ _________________________________________ Re: KCSWDM 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 ______________________  _____________________________________ Part 10 SOILS Soil Type _________________ _________________ _________________ _________________ Slopes _________________ _________________ _________________ _________________ Erosion Potential _________________ _________________ _________________ _________________  High Groundwater Table (within 5 feet)  Other ________________________________  Sole Source Aquifer  Seeps/Springs  Additional Sheets Attached 2016 Surface Water Design Manual 4/24/2016 2 RESIDENTIAL 0.0% - 5.0% East Lake Washington 2017 City of Renton SWDM Alderwood (AmC)low KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 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) Level: 1 / 2 / 3 or Exemption Number ____________ Flow Control 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: _________________________ 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. ______________________ Landscape Management Plan: Yes / No Special Requirements (as applicable): Area Specific Drainage Requirements Type: CDA / SDO / MDP / BP / LMP / 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: 2016 Surface Water Design Manual 4/24/2016 3 ENTIRE SITE CONTAINS JUST ONE TDA 1 N/A TBD 1 4/1/2017 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) 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: 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  Protection of Flow Control BMP Facilities (existing and proposed)  Maintain 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 Facilities, restore operation of Flow Control BMP Facilities as necessary  Flag limits of SAO 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  Flow Control BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________  Vegetated Flowpath  Wetpool  Filtration  Oil Control  Spill Control  Flow Control BMPs  Other ________________ ________________ ________________ ________________ ________________ ________________ ________________ 2016 Surface Water Design Manual 4/24/2016 4 RESIDENTIAL TRENCH KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 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 ______________________________ 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 2016 Surface Water Design Manual 4/24/2016 5 2/12/2019 Table of Contents SECTION 1: PROJECT OVERVIEW .......................................................................................................................................... 1  SITE INFORMATION .......................................................................................................................................................................... 1  EXISTING CONDITIONS...................................................................................................................................................................... 1  PROPOSED CONDITIONS ................................................................................................................................................................... 2  SECTION 2: CONDITIONS AND REQUIREMENTS .................................................................................................................... 7  DESIGN STANDARDS ........................................................................................................................................................................ 7  CORE REQUIREMENT #1: DISCHARGE LOCATION AT NATURAL LOCATION ................................................................................................... 7  CORE REQUIREMENT #2: OFFSITE ANALYSIS ......................................................................................................................................... 8  CORE REQUIREMENT #3: FLOW CONTROL ........................................................................................................................................... 8  CORE REQUIREMENT #4: CONVEYANCE SYSTEM ................................................................................................................................... 9  CORE REQUIREMENT #5: EROSION AND SEDIMENT CONTROL .................................................................................................................. 9  CORE REQUIREMENT #6: MAINTENANCE AND OPERATIONS .................................................................................................................. 11  CORE REQUIREMENT #7: FINANCIAL GUARANTEES AND LIABILITY ........................................................................................................... 11  CORE REQUIREMENT #8: WATER QUALITY ........................................................................................................................................ 11  CORE REQUIREMENT #9: ON‐SITE FLOW CONTROL BMP ..................................................................................................................... 11  SPECIAL REQUIREMENT #1 – OTHER ADOPTED REQUIREMENTS ............................................................................................................. 13  SPECIAL REQUIREMENT #2 – FLOOD HAZARD AREA DELINEATION .......................................................................................................... 13  SPECIAL REQUIREMENT #3 – FLOOD PROTECTION FACILITIES ................................................................................................................. 13  SPECIAL REQUIREMENT #4 – SOURCE CONTROL.................................................................................................................................. 14  SPECIAL REQUIREMENT #5 – OIL CONTROL ........................................................................................................................................ 14  SPECIAL REQUIREMENT #6 – AQUIFER PROTECTION ............................................................................................................................ 14  Appendices Appendix A: Soils Information Appendix B: Proposed Drainage Plan & Drainage Calculations Appendix C: Erosion Control Plan & Details Appendix D: Bond Quantity Worksheet Maintenance Procedures Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 1 SECTION 1: PROJECT OVERVIEW The property is located at 1504 Kirkland Avenue NE in the City of Renton, Washington. There are currently three structures on the subject property. The project proposes to develop the site with two (2) multi-family duplex units. Site Information Location: 1504 Kirkland Avenue NE Size: 9,399 sq. ft. 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) Existing Conditions The site is currently developed with a multi-family residence. Vegetation consists of lawn and landscaping. Existing impervious surface coverage is detailed in Table 1 below. Existing impervious to remain. Table 1: Existing Impervious Surfaces (SF) Roof Area (including overhangs) 1,752 Walkway 100 Total 1,852 Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 2 Figure 2 – Existing Conditions (Not-to-Scale) Proposed Conditions The applicant is proposing to develop the site with two (2) multi-family duplex units. Projected project buildout of the lot area (impervious surface) is detailed in Table 2 below. Table 2: Proposed New Impervious Surfaces (SF) Roof Area (including over hangs) 4,734 Access Driveway 1,488 Walkway 93 Frontage Improvement (Roadway) 1,100 Frontage Improvement (Sidewalk) 1,458 Total New Impervious Surface 8,873 Roof (1,752 SF) Walkway (100 SF) Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 3 Figure 3 – Proposed Conditions (Not-to-Scale) Geologic Setting The Soils Conservation Service (SCS) mapped the soils information in the project as AmC, arents, alderwood material. This type of soil is moderately well drained. Refer to Appendix A for the soil data. Access Driveway (1,488 SF) Roof (4,734 SF) Walkway (93 SF) Frontage Improvement (1,100 SF) Sidewalk Improvement (1,458 SF) Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 4 Figure 4 – Soils Map (Not-to-Scale) Soils Investigation Soils on this property were investigated under my supervision on March 27, 2107. Three (3) test pits were excavated in the vicinity of the proposed stormwater BMP location. Figure 5 - Soils Test Pit Location (Not-to-Scale) Test pit locations Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 5 Figure 6 - Representative Soils Log (Not-to-Scale) Groundwater The soil analysis was performed 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 5.0 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 by our staff on March 27, 2017. Data from all three test pits were analyzed and the most limiting measured percolation rate was used to determine the recommended design infiltration rate as outlined below. Measured percolation rate time interval=10 minutes minimum water level drop = 1.50 inches measured percolation rate = 9.0 inches/hour 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 to the USDA textural analysis recommendations per Table 3.7 of the DOE Stormwater Manual, Volume III, page 3-76. Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 6 Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 7 SECTION 2: CONDITIONS AND REQUIREMENTS Design Standards The 2017 City of Renton 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 Drainage Basin The property lies within the East Lake Washington drainage basin. The general topography of the site slopes from north to south. Elevations on the site vary from a high point of 378 feet at the northern property line to 374 feet at the southern property line. Discharge at the Natural Location Flows from the site infiltrates to native soils. Existing drainage patterns and a topographic data available on King County’s GIS iMap website indicate that overflow runoff from the developed areas sheet flows south along Kirkland Avenue NE. In the developed condition, stormwater will be routed to an on-site infiltration BMPs with overflow of stormwater continuing to sheet flow towards Kirkland Avenue NE. Figure 7: Drainage Study Area Map (Not-to-Scale) 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: N/A – none proposed Downstream Analysis: N/A – full on-site infiltration proposed Project Location ¼ mile downstream Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 8 Core Requirement #2: Offsite Analysis Level 1 Downstream Analysis A Level 1 downstream analysis was performed on April 1, 2017. Stormwater currently infiltrates to native soils. During heavy rainfall events, overflow of stormwater sheet flows south along Kirkland Avenue in a closed public storm drain system towards the intersection of Sunset Blvd, located beyond a ¼ mile downstream from the site. Drainage System Description and Problem Descriptions 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 of the project.  Wetlands Inventory: The project site is not located in or near a mapped wetland per the King County sensitive areas inventory maps.  Hazard Area and Landslide Area Maps: The project site is not located in or near a hazard or landside area per the King County sensitive areas inventory maps. 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 and City of Renton records; there are no apparent erosion or capacity problems within ¼ mile downstream of this project. Core Requirement #3: Flow Control This project is exempt from flow control requirements based on the 0.15 cfs exemption. Flow control facilities are not required because the project creates less than a 0.15 cfs increase in discharge from the existing condition for the 100-year storm event per the WWHM analysis below. Western Washington Hydrology Model The Western Washington Hydrology Model (WWHM) was used to analyze the pre and post developed runoff rates. The disturbed area within the project site, including frontage improvement areas is 0.216 acres. Table 4 outlines the assumed existing conditions. Table 4 – Existing Conditions Till Forest Till Grass Impervious 0.216 ac 0.00 0.00 Table 5 – Developed Conditions Till Grass Roof Driveway/Road 0.012 4,734 SF = 0.109 ac 0.095 Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 9 Table 6 summarizes the 100-year peak runoff rates. With the BMP credits of the proposed roof infiltration BMP’s, the 100-year peak flow rate of the developed site is 0.07 cfs higher than the existing forested condition. Refer to Appendix B for the WWHM report. Table 6 –Peak Runoff Rates (cfs) Event Pre- Developed Developed Difference 100-year 0.02 0.09 0.07 Core Requirement #4: Conveyance System The Rational Method was used to calculate the 25-year and 100-year storm events. Manning’s Equation was used to determine the capacity of the proposed conveyance pipes. Table 7 shows that the capacity of the proposed 10” storm drain exceeds the 100- year storm event. Refer to Appendix B for detailed the conveyance calculations. Table 7: Conveyance Analysis Basin Area (sf) C value Q25 Q100 Pipe Pipe Capacity (cfs) Driveway 1,488 0.90 0.10 0.11 6” @ 1.0% 0.60 Roof 4,734 0.90 0.31 0.36 6” @ 1.0% 0.60 Figure 8: Conveyance Diagram (Not-to-Scale) Core Requirement #5: Erosion and Sediment Control All erosion and sediment control measures shall be governed by the requirements of the 2017 City of Renton Surface Water Design 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. Pipe #1: 6” @ 1.0% Contributing Area = Driveway Pipe #2: 6” @ 1.0% Contributing Area = Roof Surface Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 10 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:  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 Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 11 requirement and may be supplemented if tracking of mud onto public streets becomes excessive. Core Requirement #6: Maintenance and Operations Maintenance and operations of all drainage facilities located within the private residential properties is the responsibility of the applicant or property owner in accordance with the requirements as attached in Appendix D. Proper maintenance is important for adequate functioning of the stormwater facilities. If it is unclear whether a problem exists, contact a Professional Engineer. At a minimum, infiltration BMP’s must be maintained as follows:  Infiltration BMP’s 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. Core Requirement #7: Financial Guarantees and Liability Bond quantity worksheets are provided in Appendix D of this report. Core Requirement #8: Water Quality This project is exempt from Water Quality requirements as defined by Core Requirement #8 based on the surface area exemption because only 2,588 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. Core Requirement #9: On-Site Flow Control BMP The project utilizes Better Site Design by generally matching existing grades where feasible. Existing trees and other vegetation around the site perimeter will be preserved where possible to help minimize disturbance to the hydrologic cycle. Native soils in all disturbed pervious areas will be amended with compost. Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 12 Soil Management Plan Within the limits of site disturbance, duff and topsoil will be retained in an undisturbed state and stockpiled for later use to stabilize and amend soils throughout the Site. Postconstruction soil amendment will meet the requirements of Appendix C, Section C.2.13. On-site BMP Feasibility and Applicability Discussion On-site stormwater management is required for this project.  Full dispersion of runoff from impervious surfaces is not feasible due to insufficient area on the site for dispersion flow paths. The site does not contain native vegetation; therefore, a native vegetative flow path of 100 ft is not feasible within the project limit.  Full infiltration is feasible. As discussed in Section 1 of this report, soils are classified as medium sand and are suitable for infiltration BMP’s. No other BMP’s is required to be evaluated. Roof stormwater will be mitigated using infiltration BMP’s. Per the 2017 City of Renton Surface Water Design Manual, infiltration trenches for projects with medium sand soils must be at least 30 feet in length per 1,000 square feet of new impervious roof surface based on a 2 feet wide bottom. Table 8 outlines infiltration BMP sizing based on the proposed building foot-print and access driveway surface areas. Table 8: Infiltration Trench/Drywell Facility Design Impervious Surface Required Provided 4,734 (roof)+1,488 (access) Trench = 373 SF x 2 FT deep 400 SF x 2 FT deep Walkways will be mitigated with permeable pavement pavers. Proposed Off-site BMP’s Sidewalk surface areas will be mitigated with a bioretention planter strip. Per the 2017 City of Renton Surface Water Design Manual (C.2.6.1), for projects within the rainfall region SeaTac 1.0 for Till soils, bioretention volume is based on 0.6 inches of the equivalent storage depth: Required Volume = equivalent storage depth x target surface area = 0.6 inches x (1 FT /12 inches) x 1,458 SF = 72.9 CF Provided Volume = length of planter strip (no trees) x average width x depth = 70 LF x (4.5 FT + 2.0 FT)/2 x 0.5 FT = 113.75 CF Note that there is additional storage provided in locations where new trees are planted; however, that volume is not included in the storage volume calculation above because it is not needed to meet the storage volume requirements. Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 13 Figure 9: BMP Contributing Area Diagram (Not-to-Scale) Special Requirement #1 – Other Adopted Requirements Based on available data at the time this report was prepared, there are no known Special Adopted Requirements for this project. Special Requirement #2 – Flood Hazard Area Delineation Based on FEMA Flood Map # FM53033C0668F and King County iMap Districts and Development Conditions report, 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 or construct a new flood protection facility. Access Driveway (1,488 SF) to infiltration trench Roof (4,734 SF) to infiltration trench Sidewalk improvement (1,458 SF) to bioretention planter Callidus Development Duplexes –Technical Information Report April 2019 The Concept Group Page 14 Special Requirement #4 – Source Control This project is a single-family residential development. It is not a commercial, industrial, or multifamily site development; therefore, it is exempt from Special Requirement #4. Special Requirement #5 – Oil Control This project not defined as a high-use site per section 1.3.4 of the 2017 City of Renton Surface Water Design Manual; therefore, it is exempt from Special Requirement #5 Special Requirement #6 – Aquifer Protection This project is not located within an aquifer protection area. Callidus Development Duplexes 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 4/5/2017 Page 1 of 3526172052617305261740526175052617605261770526172052617305261740526175052617605261770561830561840561850561860561870561880561890561900561910561920 561830 561840 561850 561860 561870 561880 561890 561900 561910 561920 47° 30' 23'' N 122° 10' 44'' W47° 30' 23'' N122° 10' 39'' W47° 30' 21'' N 122° 10' 44'' W47° 30' 21'' N 122° 10' 39'' 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: 1:454 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 12, Sep 8, 2016 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 4/5/2017 Page 2 of 3 Map Unit Legend King County Area, Washington (WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AmC Arents, Alderwood material, 6 to 15 percent slopes 0.9 100.0% Totals for Area of Interest 0.9 100.0% Soil Map—King County Area, Washington Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 4/5/2017 Page 3 of 3 Callidus Development Duplexes The Concept Group Appendices Appendix B Drainage Calculations WWHM2012 PROJECT REPORT Kirkland Ave 2/12/2019 8:23:23 PM Page 2 General Model Information Project Name:Kirkland Ave Site Name:Callidus Duplexes Site Address:1504 Kirkland Ave NE City:Renton Report Date:2/12/2019 Gage:Seatac Data Start:1948/10/01 00:00 Data End:2009/09/30 00:00 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 Kirkland Ave 2/12/2019 8:23:23 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.216 Pervious Total 0.216 Impervious Land Use acre Impervious Total 0 Basin Total 0.216 Element Flows To: Surface Interflow Groundwater Kirkland Ave 2/12/2019 8:23:23 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Flat 0.012 Pervious Total 0.012 Impervious Land Use acre ROADS MOD 0.095 Impervious Total 0.095 Basin Total 0.107 Element Flows To: Surface Interflow Groundwater Kirkland Ave 2/12/2019 8:23:23 PM Page 5 Routing Elements Predeveloped Routing Kirkland Ave 2/12/2019 8:23:23 PM Page 6 Mitigated Routing Kirkland Ave 2/12/2019 8:23:23 PM Page 7 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.216 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.012 Total Impervious Area:0.095 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.006431 5 year 0.010538 10 year 0.013179 25 year 0.016321 50 year 0.018496 100 year 0.020529 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.042717 5 year 0.054569 10 year 0.062859 25 year 0.073862 50 year 0.082455 100 year 0.0914 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.007 0.055 1950 0.009 0.056 1951 0.014 0.033 1952 0.004 0.028 1953 0.004 0.033 1954 0.005 0.034 1955 0.009 0.041 1956 0.007 0.038 1957 0.006 0.041 1958 0.006 0.035 Kirkland Ave 2/12/2019 8:23:54 PM Page 8 1959 0.005 0.038 1960 0.010 0.037 1961 0.005 0.036 1962 0.003 0.031 1963 0.005 0.037 1964 0.006 0.037 1965 0.004 0.042 1966 0.004 0.030 1967 0.010 0.049 1968 0.006 0.066 1969 0.005 0.039 1970 0.004 0.039 1971 0.005 0.048 1972 0.011 0.048 1973 0.005 0.031 1974 0.005 0.045 1975 0.007 0.046 1976 0.005 0.036 1977 0.001 0.035 1978 0.004 0.052 1979 0.003 0.063 1980 0.013 0.067 1981 0.004 0.041 1982 0.008 0.059 1983 0.007 0.048 1984 0.004 0.031 1985 0.002 0.040 1986 0.011 0.035 1987 0.010 0.055 1988 0.004 0.036 1989 0.003 0.057 1990 0.023 0.071 1991 0.012 0.062 1992 0.005 0.032 1993 0.005 0.039 1994 0.002 0.034 1995 0.007 0.037 1996 0.016 0.048 1997 0.013 0.038 1998 0.003 0.040 1999 0.014 0.087 2000 0.005 0.040 2001 0.001 0.049 2002 0.006 0.051 2003 0.008 0.051 2004 0.009 0.084 2005 0.007 0.032 2006 0.008 0.031 2007 0.018 0.079 2008 0.021 0.057 2009 0.010 0.060 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0233 0.0867 2 0.0215 0.0840 3 0.0176 0.0792 Kirkland Ave 2/12/2019 8:23:54 PM Page 9 4 0.0163 0.0713 5 0.0141 0.0668 6 0.0138 0.0658 7 0.0126 0.0626 8 0.0126 0.0620 9 0.0124 0.0599 10 0.0110 0.0593 11 0.0107 0.0573 12 0.0100 0.0570 13 0.0099 0.0560 14 0.0097 0.0551 15 0.0097 0.0548 16 0.0091 0.0518 17 0.0088 0.0515 18 0.0087 0.0510 19 0.0085 0.0495 20 0.0081 0.0489 21 0.0076 0.0485 22 0.0074 0.0484 23 0.0073 0.0480 24 0.0071 0.0476 25 0.0070 0.0464 26 0.0070 0.0446 27 0.0067 0.0422 28 0.0065 0.0410 29 0.0063 0.0409 30 0.0057 0.0407 31 0.0057 0.0403 32 0.0056 0.0398 33 0.0055 0.0398 34 0.0054 0.0394 35 0.0054 0.0392 36 0.0053 0.0389 37 0.0052 0.0382 38 0.0052 0.0381 39 0.0050 0.0380 40 0.0049 0.0374 41 0.0049 0.0372 42 0.0049 0.0371 43 0.0047 0.0366 44 0.0046 0.0364 45 0.0044 0.0358 46 0.0044 0.0358 47 0.0043 0.0354 48 0.0043 0.0350 49 0.0042 0.0348 50 0.0041 0.0344 51 0.0039 0.0344 52 0.0038 0.0331 53 0.0036 0.0328 54 0.0033 0.0324 55 0.0031 0.0318 56 0.0027 0.0314 57 0.0025 0.0308 58 0.0025 0.0306 59 0.0017 0.0306 60 0.0009 0.0304 61 0.0008 0.0278 Kirkland Ave 2/12/2019 8:23:54 PM Page 10 Kirkland Ave 2/12/2019 8:23:54 PM Page 11 Duration Flows Flow(cfs)Predev Mit Percentage Pass/Fail 0.0032 17081 73385 429 Fail 0.0034 15492 70091 452 Fail 0.0035 14070 66883 475 Fail 0.0037 12801 63803 498 Fail 0.0038 11569 60958 526 Fail 0.0040 10515 58242 553 Fail 0.0041 9565 55718 582 Fail 0.0043 8752 53344 609 Fail 0.0045 8031 50970 634 Fail 0.0046 7347 48766 663 Fail 0.0048 6737 46735 693 Fail 0.0049 6190 44788 723 Fail 0.0051 5730 42863 748 Fail 0.0052 5309 41109 774 Fail 0.0054 4924 39377 799 Fail 0.0055 4569 37751 826 Fail 0.0057 4235 36190 854 Fail 0.0058 3951 34671 877 Fail 0.0060 3645 33345 914 Fail 0.0061 3388 31976 943 Fail 0.0063 3133 30672 978 Fail 0.0065 2915 29431 1009 Fail 0.0066 2706 28233 1043 Fail 0.0068 2490 27121 1089 Fail 0.0069 2314 26094 1127 Fail 0.0071 2136 25068 1173 Fail 0.0072 1972 24127 1223 Fail 0.0074 1825 23207 1271 Fail 0.0075 1702 22394 1315 Fail 0.0077 1577 21539 1365 Fail 0.0078 1443 20758 1438 Fail 0.0080 1325 19943 1505 Fail 0.0082 1232 19220 1560 Fail 0.0083 1147 18523 1614 Fail 0.0085 1083 17845 1647 Fail 0.0086 1020 17224 1688 Fail 0.0088 947 16591 1751 Fail 0.0089 886 16037 1810 Fail 0.0091 824 15456 1875 Fail 0.0092 760 14910 1961 Fail 0.0094 725 14384 1984 Fail 0.0095 674 13905 2063 Fail 0.0097 623 13413 2152 Fail 0.0099 589 12968 2201 Fail 0.0100 553 12536 2266 Fail 0.0102 506 12104 2392 Fail 0.0103 470 11655 2479 Fail 0.0105 428 11242 2626 Fail 0.0106 388 10827 2790 Fail 0.0108 357 10451 2927 Fail 0.0109 328 10102 3079 Fail 0.0111 298 9773 3279 Fail 0.0112 270 9454 3501 Fail 0.0114 242 9167 3788 Fail Kirkland Ave 2/12/2019 8:23:54 PM Page 12 0.0116 218 8838 4054 Fail 0.0117 198 8543 4314 Fail 0.0119 176 8299 4715 Fail 0.0120 152 8021 5276 Fail 0.0122 130 7786 5989 Fail 0.0123 119 7514 6314 Fail 0.0125 105 7304 6956 Fail 0.0126 95 7054 7425 Fail 0.0128 84 6832 8133 Fail 0.0129 75 6611 8814 Fail 0.0131 69 6429 9317 Fail 0.0132 61 6246 10239 Fail 0.0134 53 6053 11420 Fail 0.0136 46 5886 12795 Fail 0.0137 39 5711 14643 Fail 0.0139 30 5553 18510 Fail 0.0140 25 5364 21456 Fail 0.0142 22 5206 23663 Fail 0.0143 20 5043 25215 Fail 0.0145 17 4900 28823 Fail 0.0146 14 4744 33885 Fail 0.0148 12 4599 38325 Fail 0.0149 9 4485 49833 Fail 0.0151 7 4342 62028 Fail 0.0153 7 4222 60314 Fail 0.0154 7 4098 58542 Fail 0.0156 6 3995 66583 Fail 0.0157 6 3867 64450 Fail 0.0159 6 3732 62200 Fail 0.0160 6 3638 60633 Fail 0.0162 6 3527 58783 Fail 0.0163 5 3429 68580 Fail 0.0165 5 3330 66600 Fail 0.0166 5 3232 64640 Fail 0.0168 5 3148 62959 Fail 0.0170 5 3052 61040 Fail 0.0171 5 2956 59120 Fail 0.0173 5 2896 57920 Fail 0.0174 4 2821 70525 Fail 0.0176 4 2751 68775 Fail 0.0177 3 2674 89133 Fail 0.0179 3 2588 86266 Fail 0.0180 3 2505 83500 Fail 0.0182 3 2438 81266 Fail 0.0183 3 2372 79066 Fail 0.0185 3 2319 77300 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. Kirkland Ave 2/12/2019 8:23:54 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. Kirkland Ave 2/12/2019 8:23:54 PM Page 14 LID Report Kirkland Ave 2/12/2019 8:24:03 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. Kirkland Ave 2/12/2019 8:24:03 PM Page 16 Appendix Predeveloped Schematic Kirkland Ave 2/12/2019 8:24:04 PM Page 17 Mitigated Schematic Kirkland Ave 2/12/2019 8:24:04 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 Kirkland Ave.wdm MESSU 25 PreKirkland Ave.MES 27 PreKirkland Ave.L61 28 PreKirkland Ave.L62 30 POCKirkland Ave1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 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 *** 11 C, Forest, Mod 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 *** 11 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 ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Kirkland Ave 2/12/2019 8:24:04 PM Page 19 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 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 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 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 11 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 Kirkland Ave 2/12/2019 8:24:04 PM Page 20 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.216 COPY 501 12 PERLND 11 0.216 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 Kirkland Ave 2/12/2019 8:24:04 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 Kirkland Ave 2/12/2019 8:24:04 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 Kirkland Ave.wdm MESSU 25 MitKirkland Ave.MES 27 MitKirkland Ave.L61 28 MitKirkland Ave.L62 30 POCKirkland Ave1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 16 IMPLND 2 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 ********* 16 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO Kirkland Ave 2/12/2019 8:24:04 PM Page 23 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 *** 2 ROADS/MOD 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 2 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 2 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 *** 2 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 2 400 0.05 0.1 0.08 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 2 0 0 Kirkland Ave 2/12/2019 8:24:04 PM Page 24 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 2 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 16 0.012 COPY 501 12 PERLND 16 0.012 COPY 501 13 IMPLND 2 0.095 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 *** # - # 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 Kirkland Ave 2/12/2019 8:24:04 PM Page 25 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 Kirkland Ave 2/12/2019 8:24:04 PM Page 26 Predeveloped HSPF Message File Kirkland Ave 2/12/2019 8:24:04 PM Page 27 Mitigated HSPF Message File Kirkland Ave 2/12/2019 8:24:04 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. 2005-2019; 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 Manning's Equation for Pipe Capacity Calculations 6-inch Pipe @ 1.0% Diameter of pipe (inches)6 Inches Hydraulic Radius: 0.143 % Full Flow (see chart)95 % 0.151 0.125 Slope of Pipe (percent)1 % 0.073 Manning's Coefficient 0.013 Area in Flow: 0.193 Hydraulic Radius 0.143 0.158 0.098 Area in Flow 0.193 SF 0.038 Pipe Capacity 0.6045 CFS Velocity 3.14 FPS King County Rational Method (Before Detention)Legend Q = C x IR x A entry block Calculated values Q = peak flow rate in cubic feet per second C = runoff coefficients, for pavements & roofs C = 0.90 A = contributing area in acres IR = rainfall intensity in inches per hour IR = (PR) x (iR) PR = precipitation for the 24-hour duration storm event as interpolated from isopluvial maps iR = (aR) x (Tc) (-bR) Tc= time of concentration to initial inlet=5 min aR and bR = coefficients used to adjust the equation for the design storm return frequency R Rational Method Per 2016 King County Surface Water Manual Project: 1504 Kirkland Ave Designed By: ATN Date: 7-Apr-19 Design Storm Event aR bR 2 years 1.58 0.58 5.0 0.62 5 years 2.33 0.63 5.0 0.85 10 years 2.44 0.64 5.0 0.87 25 years 2.66 0.65 5.0 0.93 50 years 2.75 0.65 5.0 0.97 100 years 2.61 0.63 5.0 0.95 Event PR iR IR 2 yr 0.62 0.00 10 yr 2.9 0.87 2.53 25 yr 3.4 0.93 3.18 100 yr 3.9 0.95 3.69 Basin C value Surface Area (sf) Surface Area (ac)Q10 Q25 Q100 Driveway 0.90 1488 0.03 0.08 0.10 0.11 Roof 0.90 4734 0.11 0.25 0.31 0.36 75% full-flow = 95% Full Flow = 75% Full Flow = 50% Full Flow = 25% Full Flow = 95% full-flow = 50% full-flow = 25% full-flow = **Runoff coefficients "C" values from King County Stormwater Management Manual Table 3.2.1A, Impervious area assumed roof and pavement, Pervious pavement area assumed c value of gravel. King County Stormwater Management Manual Table 3.2.1B Tc iR Callidus Development Duplexes The Concept Group Appendices Appendix C Drainage and Erosion Control Plan SURVEYOR'S CERTIFICATION BENJAMIN RYAN COMMUNITIES 1504 KIRKLAND AVE NE R-405502TED-40-4055 0 5 10 20TREE REPLACEMENT/STREET TREE PLAN1'' = 10'-0''110' ON SITE PLANTING AREA AND PLANTING STRIP PLANTWO NON-REQUIRED ON SITE TREEPROVIDED, THREE REQUIRED ON SITETREE PROVIDED. FIVE TREES WILL BEPROVIDED BY PAYMENT INTO THE CITY'SURBAN FORESTRY PROGRAM FUND. DUETO REQUIRED SITE UTILITYINFRASTRUCTURE THERE IS NOADDITIONAL ROOM TO PLANT MORE TREESON SITE.JOB NO.NO.DATEBYREVISIONAPPRCHECKED:DRAWN:APPROVED:DESIGNED:SURVEYED:SCALE:SCALE ACCORDINGLYAT FULL SCALEONE INCHIF NOT ONE INCHHORIZONTAL: NAD 1983/1991VERTICAL: NAVD 1988DATUMDATE:FIELDBOOK:PAGE:DRAWING NO:SHEET:OF:Planning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS6'&ÄÄCALLIDUS COMMUNITY DUPLEX1504 KIRKLAND AVE NERENTON, WA 98056 NONE4-02-2019 13 14%#..+&75%1//70+6;&72.': %#..+&75%1//70+6;&72.':24$.7#%4Ä5*''6 CONSTRUCTION NOTES:BACKFILL PER PLANT NOTES4'-0"5'-0"12'' MIN.12'' GREATER THAN ROOTBALLSOIL BENEATH TREE TO BE EXISTING SOIL OR COMPACT SOILTO 85% MAX. DENSITYLAYER OF MULCH PER SPECIFICATIONS2'' DIA. WOOD STAKES, STAKE NEXT TO ROOTBALLEXISTING SOIL, 1:1 SLOPE AT SIDES OF PLANT PITTREE PIT TO BE THREE TIMES THE DIAMETER OF ROOTBALLFORM 3'' WATERING RING AROUND TREE, 2'' OUTSIDE OF TREE STAKESFIRM BACKFILL IN PLACE AND WATER IN WELLSET TREE 1'' ABOVE GRADE AS GROWN IN NURSERYCUT BURLAP BACK FROM TOP 2/3 OF ROOTBALLWRAP AROUND EACH STAKE AND TREE1'' WIDE SOFT RUBBER CHAIN LOCK TREE TIESET STAKES PARALLEL TO ADJACENT STREETPROVIDE 1'' CLEARANCE BETWEEN CHAIN LOCK TREE TIE AND TREE TRUNK.TREE PLANTING DETAILSECTION1N.T.S.CONTRACTOR SHALL COMPLETELY FAMILIARIZE THEMSELVES WITH THE PROJECT AS WELL ASALL UNDERGROUND UTILITIES PRIOR TO CONSTRUCTIONALL BEDS TO BE WEED AND DEBRIS FREE PRIOR TO SOIL PREPARATION. ALL SHRUB BEDS TOBE 8'' BELOW FINISHED GRADE TO ALLOW FOR TOPSOIL AND MULCHNOTIFY OWNER IF EXISTING SOIL CONDITIONS WILL PROVE DETRIMENTAL TO PLANT HEALTH,EVEN AFTER SOIL PREP, SUCH AS EXCESSIVE CLAY SOIL, HARDPAN SOIL, POOR DRAINAGE, OREXCESSIVE GRAVEL.ADD 3.5" OF 50/50 CEDAR GROVE COMPOST SAND MIX TO PLANTING BEDS AND TILL INTO 6" OFEXISTING SOIL, ADD 2.5 MORE INCHES OF COMPOST SAND MIX AND TILL INTO 6" OF SOIL.COMPACT TO 80% TO PREVENT SETTLING.SEE CIVIL PLANS FOR BIORETENTION PLANTING STRIP CROSS SECTION FOR SOIL DEPTHS ANDCONTOURS.PLANT TREES PER DETAIL #1 THIS SHEET. PLANT SHRUBS PER DETAIL #2. MULCH PLANTINGBEDS WITH 2" OF MEDIUM FINE FIR BARK, KEEPING MULCH 2" FROM TRUNK OF TREE.MULCH TO BE FREE OF GARBAGE AND WEEDS AND MAY NOT CONTAIN EXCESSIVE RESIN,TANNIN, OR OTHER MATERIAL DETRIMENTAL TO PLANT GROWTHGENTLY LOOSEN ROOTS OF CONTAINER STOCK THAT IS ROOTBOUND PRIOR TO PLANTINGFERTILIZE WITH BEST-PAKS FERTILIZER, AVAIL. HORIZON 425.828.4554 ONE PACKET PER 1GALLON, 2 PER 2 GAL, 3 PER 5 gal, 14 PER TREE. EVENLY SPACE PACKS AROUND ROOTBALL6-8'' FROM SOIL SURFACEALL PLANTS SHALL CONFORM TO AMERICAN STANDARD FOR NURSERY STOCK, ANLA PROVIDEONE YEAR WARRANTY STARTING FROM DATE OF FINAL ACCEPTANCECOORDINATE ALL WORK WITH GENERAL CONTRACTORPLANT GROUNDCOVERS A MINIMUM 24'' FROM CONCRETE OR ASPHALT SURFACESIF TREE IS 4' OR CLOSER, HORIZONTALLY, FROM A PAVED SURFACES, INSTALL A 8' BY 24''SHEET OF PLASTIC ROOT BARRIER BETWEEN TREE AND PIPE OR PAVED SURFACE. CENTER 8'SECTION ON TREE TRUNK, SET TOP OF BARRIER AT TOP OF SOIL SURFACE, BELOW MULCHLEVEL. SET AGAINST ADJACENT PAVED SURFACE OR NEAR VICINITY OF UTILITY PIPE. USE NDSSM-20 SHEETING OR SIMILAR PRODUCT, AVAILABLE FRANK J MARTIN COMPANY 206-523-7665ALL PLANTINGS ARE DROUGHT TOLERANT ONCE ESTABLISHED. PLANTINGS WILL REQUIRESUPPLEMENTAL WATER THROUGH THEIR FIRST TWO GROWING SEASONS FORESTABLISHMENT.SET AT 1/2'' HIGHER THAN GROWN IN NURSERYSHRUB and GROUNDCOVDER PLANTING DETAILTO BE 12" WIDER THAN ROOTBALL FOR SHRUBS AND 8''WIDER THAN ROOTBALL FOR GROUNDCOVERSDEPTH TO BE SAME AS ROOTBALL OR 12"WHICH EVER IS GREATERSECTIONPLANTING HOLEFIRM BACKFILL IN PLACE AND WATER IN WELLN.T.S.EXISTING SOIL, DEEPLY SCARIFY AT SIDES OFOF PLANTKEEP MULCH 1-2'' AWAY FROM STEMTOP OF ROOT CROWNBARK MULCH PER SPECIFICATIONSBACKFILL WITH AMENDED NATIVE SOILFORM 2" WATER BASINPLANT POCKETAND FERTILIZER PER SPECIFICATIONS2PACIFIC OUTDOOR PRODUCTSSE-5170 IN GROUND MOUNT BENCHJOB NO.NO.DATEBYREVISIONAPPRCHECKED:DRAWN:APPROVED:DESIGNED:SURVEYED:SCALE:SCALE ACCORDINGLYAT FULL SCALEONE INCHIF NOT ONE INCHHORIZONTAL: NAD 1983/1991VERTICAL: NAVD 1988DATUMDATE:FIELDBOOK:PAGE:DRAWING NO:SHEET:OF:Planning/Building/Public Works Dept.CITY OFRENTONIN COMPLIANCE WITH CITY OF RENTON STANDARDS6'&ÄÄCALLIDUS COMMUNITY DUPLEX1504 KIRKLAND AVE NERENTON, WA 98056 NONE4-02-201914 14%#..+&75%1//70+6;&72.': %#..+&75%1//70+6;&72.':24$.7#%4Ä5*''6 Callidus Development Duplexes The Concept Group Appendices Appendix D Bond Quantity Worksheet Maintenance Procedures 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$                                          Each 271.00Crushed 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 375562.50Fence, Temporary (NGPE)ESC‐81.50$                                            LFGeotextile 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: 4,093.50SALES TAX @ 10% 409.35EROSION/SEDIMENT TOTAL: 4,502.85(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 2/12/2019 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 0.212,100.00Excavation ‐ 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 0.5425.000.5425.00Surveying, 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:425.00 2,525.00(B)(C)(D)(E)Page 1 of 3Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 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 43012,900.00AC 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 802,800.00Barricade, 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 2663,325.00Curb and Gutter, demolition and disposal RI‐9 18.00$           LF 2604,680.00Curb, extruded asphalt RI‐10 5.50$             LFCurb, extruded concrete RI‐11 7.00$             LFSawcut, asphalt, 3" depth RI‐12 1.85$             LF 390721.50Sawcut, concrete, per 1" depth RI‐13 3.00$             LFSealant, asphalt RI‐14 2.00$             LF 90180.00Shouldergravel4"thickRI‐1515 00$SYShoulder, gravel, 4 thickRI1515.00$           SYSidewalk, 4" thick RI‐16 38.00$           SY 1425,396.00Sidewalk, 4" thick, demolition and disposal RI‐17 32.00$           SYSidewalk, 5" thick RI‐18 41.00$           SY 642,624.00Sidewalk, 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 4307,740.00HMA 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 803,600.00HMA 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:43,966.50(B)(C)(D)(E)Page 2 of 3Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 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 5500.00Median Landscaping LA‐2Right‐of‐Way Landscaping LA‐3 3,000.00$     LS 13,000.00Wetland Landscaping LA‐4SUBTOTAL LANDSCAPING & VEGETATION:3,500.00(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‐ITEMSPCC, 5", 4" rock (private access road & driveway) 35.00$           SY 2458,575.00PCC, 4", 4" Rock (dwalkway) 30.00$           SY 10300.00SUBTOTAL WRITE‐IN ITEMS:8,875.00STREET AND SITE IMPROVEMENTS SUBTOTAL: 47,891.50 11,400.00SALES TAX @ 10% 4,789.15 1,140.00STREET AND SITE IMPROVEMENTS TOTAL: 52,680.65 12,540.00(B)(C)(D)(E)Page 3 of 3Ref 8‐H Bond Quantity WorksheetSECTION II.b TRANSPORTATIONUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 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$            Each 190.00Through‐curb Inlet Framework D‐3 400.00$          EachCB Type ID‐4 1,500.00$      Each 23,000.0011,500.00CB Type IL D‐5 1,750.00$      EachCB Type II, 48" diameter D‐6 2,300.00$      Each 12,300.00     for additional depth over 4'    D‐7 480.00$          FT 2960.00CB Type II, 54" diameter D‐8 2,500.00$      Each     for additional depth over 4' D‐9 495.00$          FTCB Type II, 60" diameter D‐10 2,800.00$      Each     for additional depth over 4' D‐11 600.00$          FTCB Type II, 72" diameter D‐12 6,000.00$      Each     for additional depth over 4' D‐13 850.00$          FTCB Type II, 96" diameter D‐14 14,000.00$    Each     for additional depth over 4' D‐15 925.00$          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$            LF 20260.00Culvert, PVC,  8" D‐25 15.00$            LFCulvert, PVC, 12" D‐26 23.00$            LF 22506.00Culvert, PVC, 15" D‐27 35.00$            LFCulvert, PVC, 18" D‐28 41.00$            LFCulvert, PVC, 24" D‐29 56.00$            LFCulvert, PVC, 30" D‐30 78.00$            LFCulvert, PVC, 36" D‐31 130.00$          LFCulvert, CMP, 8" D‐32 19.00$            LFCulvert, CMP, 12" D‐33 29.00$            LFSUBTOTAL THIS PAGE:6,856.00 1,760.00(B) (C) (D) (E)Page 1 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 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 2/12/2019 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 2/12/2019 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‐7 3,500.00$      Each 13,500.00Basic 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:3,500.00(B) (C) (D) (E)Page 4 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 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)WI‐1WI‐2WI‐3WI‐4WI‐5WI‐6WI‐7WI‐8WI‐9WI‐10WI‐11WI‐12WI‐13WI‐14WI‐15SUBTOTAL WRITE‐IN ITEMS:DRAINAGE AND STORMWATER FACILITIES SUBTOTAL: 6,856.00 5,260.00SALES TAX @ 10% 685.60 526.00DRAINAGE AND STORMWATER FACILITIES TOTAL: 7,541.60 5,786.00(B) (C) (D) (E)Page 5 of 5Ref 8‐H Bond Quantity WorksheetSECTION II.c DRAINAGEUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 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 673,752.00Ductile 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:17,152.00SALES TAX @ 10% 1,715.20WATER TOTAL: 18,867.20(B) (C) (D) (E)Page 1 of 1Ref 8‐H Bond Quantity WorksheetSECTION II.d WATERUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 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$           LFSide Sewer Pipe, PVC. 6 Inch Diameter SS‐6 95.00$           LF 545,130.00Sewer 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:5,130.00 2,000.00SALES TAX @ 10% 513.00 200.00SANITARY SEWER TOTAL: 5,643.00 2,200.00(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 2/12/2019 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)77,190.85$                                                   206‐446‐1292PBG.ENGR@YAHOO.COMCallidus Community Duplex 1504 KIRKLAND AVE NE 7227800205FOR CONSTRUCTION 5130 S. 166th Lane, SeaTac WA  98188SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS2/15/2019Han Phan42815PBGPrepared by:Project InformationCONSTRUCTION BOND AMOUNT */**(prior to permit issuance)MAINTENANCE BOND */**(after final acceptance of construction)4,502.85$                                                 77,190.85$                                               Future Public Improvements Subtotal(c)‐$                                                               Stormwater & Drainage Facilities (Public & Private) Subtotal(d) (d)13,327.60$                                                   (e)(f)Site RestorationCivil Construction PermitMaintenance Bond18,103.69$                                                   Bond Reduction2Construction Permit Bond Amount 3Minimum Bond Amount is $10,000.001 Estimate Only  ‐ May involve multiple and variable components, which will be established on an individual basis by Development Engineering.2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% willcover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering.* Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton.** Note: All prices include labor, equipment, materials, overhead and profit. 133,616.73$                                            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%‐$                                                           129,113.88$                                            4,502.85$                                                 ‐$                                                           13,327.60$                                               ‐$                                                           Page 1 of 1Ref 8‐H Bond Quantity WorksheetSECTION III. BOND WORKSHEETUnit Prices Updated: 06/14/2016Version: 04/26/2017Printed 2/12/2019 MAINTENANCE INSTRUCTIONS FOR A BIORETENTION CELL Your property contains a stormwater management flow control BMP (best management practice) called "bioretention," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on your property. Bioretention cells, like rain gardens, are vegetated closed depressions or ponds that retain and filter stormwater from an area of impervious surface or non-native pervious surface. Bioretention cells rely on effective infiltration performance moreso than rain gardens. The soil in the bioretention cell has been enhanced to encourage and support vigorous plant growth that serves to filter the water and sustain a minimum infiltration capacity. Depending on soil conditions, bioretention cells may have water in them throughout the wet season and may overflow during major storm events. However, standing water can also be an indicator that periodic maintenance is required to sustain infiltrative performance. MAINTENANCE RESTRICTIONS The size, placement, and design of the rain garden as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Plant materials may be changed to suit tastes, but chemical fertilizers and pesticides must not be used. INSPECTION FREQUENCY AND MAINTENANCE GUIDELINES • Bioretention cells must be inspected annually for physical defects and sediment accumulation. • After major storm events, the system should be checked to see that the overflow system is working properly and sedimentation is not occurring at the inlet. If erosion channels or bare spots are evident, they should be stabilized with soil, plant material, mulch, or landscape rock. Sediment deposits should be carefully removed and the sediment source eliminated. • A supplemental watering program may be needed the first year to ensure the long-term survival of the bioretention cells' vegetation. • Chemical fertilizers and pesticides must not be used. • Mulch may be added and additional compost should be worked into the soil over time. • Plant materials may be changed to suit tastes. • Vegetation should be maintained as follows: 1) replace all dead vegetation as soon as possible; 2) remove fallen leaves and debris as needed; 3) remove all noxious vegetation when discovered; 4) manually weed without herbicides or pesticides; 5) to protect infiltration performance, do not compact soils in the bioretention cell with heavy maintenance equipment and/or excessive foot traffic; 6) during drought conditions, use mulch to prevent excess solar damage and water loss. RECORDING REQUIREMENT These bioretention flow control BMP maintenance and operation instructions must be recorded as an attachment to the required declaration of covenant and grant of easement per Requirement 3 of Section C.1.3.4 of the King County Surface Water Design Manual. The intent of these instructions is to explain to future property owners, the purpose of the BMP and how it must be maintained and operated. These instructions are intended to be a minimum; the King County Department of Permitting and Environmental Services (DPER) may require additional instructions based on site-specific conditions. See King County’s Surface Water Design Manual website for additional information and updates. TYPICAL BIORETENTION CELL (SPILLWAY OR CATCHBASIN OUTLET) TREES, SHRUBS GROUND COVER BIORETENTION AREA PLAN VIEW NTS VEGETATEDCOMPACTEDEARTH BERM ROCKED SPILLWAY, 2'Wx4'L(OR BEYOND BERM IF LONGER), OVERFLOW TO SUITABLE DISCHARGE AREA TREES, SHRUBS GROUND COVER BIORETENTION AREA PLAN VIEW NTS VEGETATED COMPACTEDEARTH BERM,TOP WIDTH2' MIN 4" RIGID PIPE OUTLETTO STORM SYSTEM CATCH BASINw/GRATE SECTION A-A NTS BIORETENTION AREA GROUNDCOVER TREES TREES SHRUBS 6" MIN TO 12" MAXWATER DEPTH OVERFLOW TOSUITABLE SURFACEDISCHARGE AREA 2' MIN TOP WIDTH COMPACTED EARTH BERM (AS NEEDED) 6" MIN FREEBOARD ABOVE OVERFLOW WS TO TOP OF BERM OR ADJACENT ROADWAY BIORETENTION SOIL MIX PERREFERENCE 11-C,MIN.18" DEPTH MAX SLOPE 3H:1V BELOWOVERFLOW WATERSURFACE ELEVATION (TYP.) Page 1 of ___ Return Address: City Clerk’s Office City of Renton 1055 S Grady Way Renton, WA 98057 DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF DRAINAGE FACILITIES AND ON-SITE BMPS Grantor: Grantee: City of Renton, a Washington municipal corporation Legal Description: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved City of Renton (check one of the following) Residential Building Permit Commercial Building Permit Clearing and Grading Permit Civil Construction or Utility Permit for Permit(s)_____________________ (Construction/Building/Utility Permit #) relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants (covenant) with the City of Renton (“City of Renton” or “City”), a municipal corporation of the state of Washington, that he/she (they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 9 below with regard to the Property, and hereby grants (grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants (grant), covenants (covenant), and agrees (agree) as follows: 1.The Grantor(s) or his/her (their) successors in interest and assigns ("Owners ") shall at their own cost, operate, maintain, and keep in good repair, the Property's drainage facilities constructed as required in the approved construction plans and specifications __________________ (Project Plan #) on file with the City of Renton and submitted to the City of Renton for the review and approval of permit(s) _____________________________ (Construction/Building/Utility Permit #). The Property's drainage facilities are shown and/or listed on Exhibit A – Site Plan. The Property’s drainage facilities shall be maintained in compliance with the operation and maintenance schedule included and attached herein as Exhibit B – Operations and Maintenance. Drainage facilities include pipes, channels, flow control facilities, water quality facilities, on-site best management practices (BMPs) and other engineered structures designed to manage and/or LOT 1 IN BLOCK 8 OF CORRECTED PLAT OF RENTON HIGHLANDS NO. 2, AS PER PLAT RECORDED AS PER PLAT RECORDED IN VOLUME 57 OF PLATS, PAGE 92 THROUGH 98, RECORDS OF KING COUNTY, STATE OF WASHINGTON CALLIDUS DEVELOPMENT INC 7227800205 C19000594 B18000490 C19000594 6 4 Page 2 of ___ treat stormwater on the Property. On-site BMPs include dispersion and infiltration devices, bioretention, permeable pavements, rainwater harvesting systems, tree retention credit, reduced impervious surface footprint, vegetated roofs and other measures designed to mimic pre-developed hydrology and minimize stormwater runoff on the Property. 2.City of Renton shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct maintenance activities specified in this Declaration of Covenant and in accordance with the Renton Municipal Code. City of Renton shall provide at least thirty (30) days’ written notice to the Owners that entry on the Property is planned for the inspection of drainage facilities. After the thirty (30) days, the Owners shall allow the City of Renton to enter for the sole purpose of inspecting drainage facilities. In lieu of inspection by the City, the Owners may elect to engage a licensed civil engineer registered in the state of Washington who has expertise in drainage to inspect the drainage facilities and provide a written report describing their condition. If the engineer option is chosen, the Owners shall provide written notice to the City of Renton within fifteen (15) days of receiving the City’s notice of inspection. Within thirty (30) days of giving this notice, the Owners, or engineer on behalf of the Owners, shall provide the engineer’s report to the City of Renton. If the report is not provided in a timely manner as specified above, the City of Renton may inspect the drainage facilities without further notice. 3.If City of Renton determines from its inspection, or from an engineer’s report provided in accordance with Paragraph 2, that maintenance, repair, restoration, and/or mitigation work is required to be done to any of the drainage facilities, City of Renton shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation work (“Work”) required pursuant to the Renton Municipal Code. The City shall also set a reasonable deadline for the Owners to complete the Work, or to provide an engineer’s report that verifies completion of the Work. After the deadline has passed, the Owners shall allow the City access to re-inspect the drainage facilities unless an engineer’s report has been provided verifying completion of the Work. If the Work is not completed within the time frame set by the City, the City may initiate an enforcement action and/or perform the Work and hereby is given access to the Property for such purposes. Written notice will be sent to the Owners stating the City’s intention to perform such Work. This Work will not commence until at least seven (7) days after such notice is mailed. If, within the sole discretion of the City, there exists an imminent or present danger, the seven (7) day notice period will be waived and Work will begin immediately. 4.The Owners shall assume all responsibility for the cost of any Work, or any measures taken by the City to address conditions as described in Paragraph 3. Such responsibility shall include reimbursement to the City within thirty (30) days of the receipt of the invoice for any such Work performed. Overdue payments will require payment of interest at the maximum legal rate allowed by RCW 19.52.020 (currently twelve percent (12%)). If the City initiates legal action to enforce this agreement, the prevailing party in such action is entitled to recover reasonable litigation costs and attorney’s fees. 5.The Owners are required to obtain written approval from City of Renton prior to filling, piping, cutting, or removing vegetation (except in routine landscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities referenced in this Declaration of Covenant. 6 Page 3 of ___ 6.Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 7.With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 8.This Declaration of Covenant is intended to protect the value and desirability and promote efficient and effective management of surface water drainage of the real property described above, and shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest, and assigns. 9.This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City that is recorded by King County in its real property records. IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Drainage Facilities is executed this _____ day of ____________________, 20_____. GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this _____ day of ___________________, 20_____. Printed name Notary Public in and for the State of Washington, residing at My appointment expires 6