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B_21807_Shum Short Plat_TIR_20230523
Shum Short Plat Technical Information Report (Full Drainage Review) Site Location: 1157 Queen Ave NE Renton, WA 98056 Parcel#: 106570-0100 Prepared for: Hoi-Fung Shum 17723 110th Pl. SE Renton, WA 98055 Schwin Chaosilapakul, P.E. Nick Millman, E.I.T. PATRICK HARRON & ASSOCIATES, LLC 14900 Interurban Avenue South, Suite 279 Seattle, WA 98168 PHA Project #: 21807 Date: December 10, 2021 Revised: April 1st, 2022 May 4th, 2022 November 4th, 2022 March 24th, 2023 May 23rd, 2023 14900 Interurban Ave. S, Suite 279 Seattle, WA 98168-4635 Ph: 206.674.4659 www.patrickharron.com Engineering & Planning DEVELOPMENT ENGINEERING NJanders 08/04/2023 SURFACE WATER UTILITY JFarah 08/11/2023 Shum Short Plat Technical Information Report PHA Project#: 21807 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Shum Short Plat Technical Information Report PHA Project#: 21807 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx TABLE OF CONTENTS 1. PROJECT OVERVIEW .................................................................................... 1 2. CONDITIONS AND REQUIREMENTS SUMMARY ................................ 10 3. OFF-SITE ANALYSIS ..................................................................................... 11 Task 1: Study Area Definition ................................................................................................11 Task 2: Resource Review .......................................................................................................11 Task 3: Site Description .........................................................................................................11 Task 4: Upstream Drainage System Description ...................................................................15 Task 5: Downstream Drainage System Description and Existing and Potential Problems ...15 4. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN.................................................................................................... 17 Drainage Concept ...................................................................................................................17 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN ............................... 20 6. SPECIAL REPORTS AND STUDIES ........................................................... 22 7. OTHER PERMITS ........................................................................................... 22 8. CSWPPP ANALYSIS AND DESIGN ............................................................. 22 9. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT ............................................................................................... 22 10. OPERATIONS AND MAINTENANCE MANUAL ..................................... 22 LIST OF APPENDICES Appendix A – Stormwater Site Plans Appendix B – Storm Calculations Appendix C – Operations & Maintenance Manual Appendix D – Geotechnical Report Appendix E – CSWPPP Appendix F – City of Renton Bond Quantity Worksheet Appendix G – Backwater Analysis for Proposed Pipe on Queen Ave NE LIST OF FIGURES Figure 1 Drainage Review Flowchart ............................................................................................. 2 Figure 2 TIR Worksheet .................................................................................................................. 3 Figure 3 Vicinity Map ..................................................................................................................... 8 Figure 4 Proposed Conditions Exhibit ............................................................................................ 9 Figure 5 Aerial Photograph ........................................................................................................... 12 Figure 6 Existing Site Condition ................................................................................................... 13 Figure 7 NRCS Soil Description ................................................................................................... 14 Figure 8 Downstream Flow Path ................................................................................................... 16 Figure 9 Pipe Capacity .................................................................................................................. 20 Figure 10 Flow Frequency .............................................................................................................. 21 Shum Short Plat Technical Information Report PHA Project#: 21807 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Shum Short Plat Technical Information Report PHA Project#: 21807 Page 1 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx 1. PROJECT OVERVIEW This Preliminary Technical Information Report (TIR) is submitted in support of the Short Plat and Building Permits for the construction of two new residences with attached garages and driveways. Roadway extension and frontage improvements along Queen Ave NE are also proposed as a part of this project. Project Data: Address: 1157 Queen Ave NE Renton, WA 98056 Parcel Number: 106570-0100 Lot Area Total: 14,560 SF (0.334 Acres) after ROW dedication Zoning: R-8 (Residential, 8 Units/Acre) Drainage Basin: May Creek (Cedar River / Lake Washington Watershed) This analysis was completed using the format set forth in the 2022 City of Renton Surface Water Design Manual (RSWDM). The project requires a Full Drainage Review as specified in Fig. 1.1.2.A of the RSWDM (See following page, Figure 1). Core requirements 1-9 and special requirements 1-6 have been addressed accordingly. Project Description: Please refer to Figure 2 – Vicinity Map and Figure 3 – Proposed Conditions Exhibit on the following pages to aid in the project description. The project proposes to remove two on-site trees in the north half of the property and divide the property into two parcels (B to the north and A to the south) of approximately equal size while dedicating about 23’ along the west edge of the property to the right-of-way. Additionally, a stormwater tract (Tract A) is to be established on the eastern edge of the site, approximately 27’ wide by 118’ long. A single-family residence is to be constructed on each lot, with attached garages and a shared driveway accessing Pierce Ave NE to the west. The project site is located within the Peak Rate Flow Control Standard Area, and a detention system is proposed to manage site runoff within a stormwater tract along the eastern edge of the site. Offsite discharge of stormwater from the system will be directed into a proposed piped conveyance system along the west side of Queen Ave NE. This system will connect to an existing storm line at the south end of Queen Ave NE. See Section 4 and Appendix B for details. Shum Short Plat Technical Information Report PHA Project#: 21807 Page 2 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 1 – Drainage Review Flowchart Shum Short Plat Technical Information Report PHA Project#: 21807 Page 3 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 2 – TIR Worksheet Shum Short Plat Technical Information Report PHA Project#: 21807 Page 4 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Shum Short Plat Technical Information Report PHA Project#: 21807 Page 5 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Shum Short Plat Technical Information Report PHA Project#: 21807 Page 6 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Shum Short Plat Technical Information Report PHA Project#: 21807 Page 7 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Shum Short Plat Technical Information Report PHA Project#: 21807 Page 8 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 3 – Vicinity Map More generally the site is located within the NE quarter of Section 9, Township 23 North, Range 5 East, Willamette Meridian. Shum Short Plat Technical Information Report PHA Project#: 21807 Page 9 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 4 – Proposed Conditions Exhibit Shum Short Plat Technical Information Report PHA Project#: 21807 Page 10 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx 2. CONDITIONS AND REQUIREMENTS SUMMARY CORE REQUIREMENT #1: Discharge at the Natural Location Stormwater runoff from the undeveloped site flows to a low spot within the southeast portion of the property. Runoff leaving the site flows to the southeast, entering the Queen Ave NE storm system. See Section 3, Task 5 for details. Post development, stormwater is to be collected and directed to a detention system within a stormwater tract along the eastern edge of the properties, with outflow into the Queen Ave NE storm system via a new piped conveyance system along the west site of Queen Ave NE. This system will connect to an existing storm system at the south end of Queen Ave NE. Dispersion BMPs to be designed per final layout to provide stormwater management via On-Site BMPs (See Section 4). CORE REQUIREMENT #2: Offsite Analysis There is potential for minor upstream tributary runoff from Pierce Ave NE to the west. Detailed downstream analysis is provided. See Section 3, Task 5 for details. Bypass areas within the Queen Ave NE and Pierce Ave NE frontages are to be offset by collecting Queen Ave NE roadway and frontage runoff to the maximum extent feasible. See Appendix B for details. CORE REQUIREMENT #3: Flow Control Facilities The project site is located within the Peak Rate Flow Control Standard Area, requiring no increase of peak site flows in the 2-year, 10-year, and 100-year storm conditions. A detention system consisting of underground washed rock surrounding 3’ diameter pipes is proposed to manage site runoff accordingly. See Appendix B. CORE REQUIREMENT #4: Conveyance System Conveyance capacity will be provided to carry peak flows from the 100-year storm event. A backwater analysis was also provided for the proposed pipe to be constructed on Queen Ave NE. See Section 5 for details. CORE REQUIREMENT #5: Erosion and Sediment Control See Section 8. CORE REQUIREMENT #6: Operations and Maintenance An Operations and Maintenance Manual is provided in Appendix C of this report. CORE REQUIREMENT #7: Financial Guarantees and Liability Bond and liability assurances will be provided by the Owner or the Contractor and provided with final engineering. CORE REQUIREMENT #8: Water Quality Facilities The proposed area of new Pollution Generating Impervious Surfaces (PGIS) is less than 5,000 sf. No water quality treatment is required. CORE REQUIREMENT #9: On-Site BMPs The project proposes more than 2,000 sf of new plus replaced impervious surfaces, and so requires flow control BMPs taken from the Large Lot BMP Requirements. See Section 4. SPECIAL REQUIREMENT #1: Other Adopted Area-Specific Requirements Not applicable. SPECIAL REQUIREMENT #2: Flood Hazard Area Delineation This property is not identified as a flood zone per FEMA flood analysis and King County iMap. Shum Short Plat Technical Information Report PHA Project#: 21807 Page 11 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx SPECIAL REQUIREMENT #3: Flood Protection Facilities Not applicable. SPECIAL REQUIREMENT #4: Source Controls Not applicable. SPECIAL REQUIREMENT #5: Oil Control Not applicable. SPECIAL REQUIREMENT #5: Aquifer Protection Area The project site is not located within an Aquifer Protection Zone. 3. OFF-SITE ANALYSIS Task 1: Study Area Definition The study area covered consisted of the project site and upstream and downstream drainage areas near the development property. Task 2: Resource Review The project site is located within the May Creek drainage basin within the Cedar River / Lake Washington watershed and the site is not located in a critical drainage area. No erosion hazard or landslide hazard areas, or seismic hazards are located on or near the site. The soils on the site have been classified as Alderwood Material by the NRCS (See Figure 5) and as Vashon Till by the project Geotech (See Appendix D for Geotech Report). Task 3: Site Description Please refer to Figure 3 - Aerial Photograph, Figure 4 - Existing Site Conditions, and Figure 5 – NRCS Soil Description below to aid in the following description. Shum Short Plat Technical Information Report PHA Project#: 21807 Page 12 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 5 – Aerial Photograph Shum Short Plat Technical Information Report PHA Project#: 21807 Page 13 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 6 – Existing Site Conditions Existing Conditions The existing property area is 17,174 sf (0.394 ac) and is currently undeveloped with medium to large trees along the north and west edges. residence in the center of the property. To the east of the property, there is a gravel parking area along the side of Queen Ave NE. The site topography slopes gently to the west, at an average slope of approximately 2%. The site is fronted by Pierce Ave NE to the west, Queen Ave NE to the east, and is bordered by other single-family residences to the north and south. The site soil map and description per the National Resources Conservation Service (NRCS) are included below. Shum Short Plat Technical Information Report PHA Project#: 21807 Page 14 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 7 – NRCS Soil Description Shum Short Plat Technical Information Report PHA Project#: 21807 Page 15 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Task 4: Upstream Drainage System Description Generally, the site slopes to the west, with Queen Ave NE located upstream of the site. Currently, a small amount of runoff from Queen Ave NE presumably enters the site during storm events. The proposed frontage improvements along Queen Ave NE include a curb and gutter, directing runoff into the existing storm system within Queen Ave further south of the property. Task 5: Downstream Drainage System Description and Existing and Potential Problems In the current condition, site surface runoff generally gathers at a low point in the southeast corner of the property, and potentially leaves the property to the southeast, entering the Queen Ave NE storm system. Runoff travels south for approximately 330 feet before turning east at a cul-de-sac and traveling about 160 feet within a residential property. It then travels another 830 feet south before reaching the ¼-mile downstream point, crossing NE 10th Court and NE 10th Lane. No drainage issues are known to exist within the area, and no drainage issues are anticipated from the proposed development. Shum Short Plat Technical Information Report PHA Project#: 21807 Page 16 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 8 – Downstream Flow Path Shum Short Plat Technical Information Report PHA Project#: 21807 Page 17 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx 4. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Drainage Concept The project site is located within the Peak Rate Flow Control Standard Area. A detention system is proposed to manage flow rates accordingly and will consist of a with two 3-foot diameter pipes in the center of the excavation, with the remaining space filled with washed rock (Detention Trench). See Appendix B. Additionally, there is potential for basic dispersion to manage additional runoff from future development on lots A and B. Access points and infiltration filters are proposed as well in accordance with the Alternative Detention System requirements in the RSWDM. Per the RSWDM (pg. 1-74 through 1-79, Section 1.2.9.1), since the project site is larger than 22,000 sf Large Lot BMPs must be utilized to manage on-site runoff. Refer to feasibility review of BMPs in the following section. Flow Control & BMP Requirements The project site/lot is larger than 22,000 sf (total project area = 23,467 sf), and therefore requires stormwater management in accordance with the Large Lot BMP Requirements menu as provided in the table below. Please refer to Appendix A – Storm Plan and the Proposed Areas Summary Table to aid in the following feasibility analysis. Large Lot BMP Requirements (Section C.1.2.9.2.2 of the 2022 RSWDM) BMP Rank BMP Infeasibility Description 1 Full Dispersion Inadequate space for flow path on site. 2 Full Infiltration Infiltration is not recommended per Geotech Report (See Appendix D) 3 Limited Infiltration Infiltration is not recommended per Geotech Report (See Appendix D) 4 Bioretention Infiltration is not recommended per Geotech Report (See Appendix D) 5 Permeable Pavement Infiltration is not recommended per Geotech Report (See Appendix D) 6 Basic Dispersion Inadequate space for flow path on site. * BMPs are required to manage a minimum of 20% of Target Impervious Area per Section 1.2.9.2.2 (Req.#5), see calculations below. Lot A Impervious Required to Manage = 748 sf Lot B Impervious Required to Manage = 717 sf Basic Dispersion Trench or Rock Pad / Splashblock Dispersion to be proposed in future submittal to manage impervious areas accordingly, subject to final layout of proposed buildings. 7 Reduced Impervious Credit Not viable at this stage, but will be reevaluated during SF Building Permit App. 8 Native Growth Retention Credit Not viable, not enough space for required pervious vegetation. 9 Tree Retention Credit Not viable, trees not retainable for proposed development. * Soil Amendment for New Pervious Surfaces Applied to all replaced pervious surfaces * Perforated Pipe Connection A Perforated Pipe Connection may be still feasible per Section C.2.11 of the 2022 RSWDM, which will be further reviewed during building permit review. Proposed Coverage = 65% On-Site BMPs to be applied to... 50% – 1.5*(65-45)% 50% - 30% = 20% of Target Impervious Surfaces Additionally, a proposed detention system is designed to manage runoff from the property. Detention Volume Provided = 2,712 CF and meets Peak Rate Flow Control Standards (See Appx. B). Shum Short Plat Technical Information Report PHA Project#: 21807 Page 18 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Area Inventory for Full Project Area: See Areas Exhibit in Appendix B to aid in review of the following information. Existing Areas: * Existing Pollution Generating Impervious Surface (PGIS) = 3,738 sf Proposed Areas: Proposed New + Replaced Pollution Generating Impervious Surface (PGIS) = 4,715 sf* *Discounting the Roadway areas from Pierce Ave NE because those are replaced as a part of utility installation. (5,152 – 437 = 4,715) 4,715 < 5,000 OK Runoff Treatment Not Required Roof Sidewalk Parking Roadway C&G Sub-Total % Coverage Forested Pasture Sub-Total % Coverage Lot A 0 0 0 0 0 0 0%756 4,997 5,753 100% 5,753 0 Lot B 0 0 0 0 0 0 0%3,611 1,905 5,516 100% 5,516 0 Tract A 0 0 0 0 0 0 0%931 2,360 3,291 100% 3,291 0 Sub-Total 0 0 0 0 0 0 0% 5,298 9,262 14,560 100% 14,560 0 Pierce 0 0 0 745 0 745 19%3,110 0 3,110 81% 3,855 745 Queen 0 0 2,993 0 0 2,993 51%247 2,584 2,831 49% 5,824 2,993 Sub-Total 0 0 2,993 745 0 3,738 39% 3,357 2,584 5,941 61% 9,679 3,738 Total 0 0 2,993 745 0 3,738 8,655 11,846 20,501 24,239 3,738 Offsite (Frontage) Onsite Total Area PGIS* PerviousImpervious Roof Patio Sidewalk Driveway Roadway C&G Sub-Total % Coverage Forested Lawn Sub-Total % Coverage Lot A 2,877 251 0 612 0 0 3,740 65%651 1,362 2,013 35% 5,753 612 Lot B 2,758 344 0 483 0 0 3,585 65%773 1,157 1,930 35% 5,516 483 Tract A 0 0 0 0 0 0 0 0%295 2,996 3,291 100% 3,291 0 Sub-Total 5,635 595 0 1,095 0 0 7,325 50% 1,719 5,515 7,234 50% 14,560 1,095 Pierce 0 0 604 321 437 95 1,457 38%2,398 0 2,398 62% 3,855 758 Queen 0 0 804 0 3,299 197 4,300 74%115 1,408 1,523 26% 5,824 3,299 Sub-Total 0 0 1,408 321 3,736 292 5,757 59% 2,513 1,408 3,921 41% 9,679 4,057 Total 5,635 595 1,408 1,416 3,736 292 13,082 4,232 6,923 11,155 24,239 5,152 Onsite Offsite (Frontage) Impervious Pervious Total Area PGIS* Shum Short Plat Technical Information Report PHA Project#: 21807 Page 19 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Bypass Areas Frontage areas along Pierce Ave NE and Queen Ave NE will not be directed to the proposed detention system, and so will be considered bypass areas. Additional area from the Queen Ave roadway is to be collected into the detention system to offset the bypass areas to the maximum extent feasible. Per Section 1.2.3.2.E of the RSWSDM: On some sites, topography may make it difficult or costly to collect all target surface runoff for discharge to the onsite flow control facility. Therefore, some project runoff subject to flow control may bypass required onsite flow control facilities provided that all of the following conditions are met: 1. The point of convergence for runoff discharged from the bypassed target surfaces and from the project’s flow control facility must be within a quarter-mile downstream of the facility’s project site discharge point, AND Response: Yes. 2. The increase in the existing site conditions 100-year peak discharge from the area of bypassed target surfaces must not exceed 0.4 cfs, AND Response: The increase does not exceed the threshold. 100-yr Flow Rate of Impervious Runoff 0.04 cfs/ac (per bypass modeling, see Appx. B) 0.04 cfs < 0.40 cfs OK 3. Runoff from the bypassed target surfaces must not create a significant adverse impact to downstream drainage systems, salmonid habitat, or properties as determined by CED, AND Response: No adverse impact is anticipated. 4. Water quality requirements applicable to the bypassed target surfaces must be met, AND Response: Water quality is not required per Surface Area Exemption. 4,918 sf new + replaced pollution-generating impervious surface is proposed within the frontage area. 5. Compensatory mitigation by a flow control facility must be provided so that the net effect at the point of convergence downstream is the same with or without the bypass. This mitigation may be waived if the existing site conditions 100-year peak discharge from the area of bypassed target surfaces is increased by no more than 0.15 cfs (modeled using 15 minute time steps) and on-site BMPs as detailed in Appendix C are applied to all impervious surfaces within the area of bypassed target surfaces. One or combination of the following methods may be used to provide compensatory mitigation by a flow control facility subject to permission/approvals from other parties as deemed necessary by CED: a) Design the project’s flow control facility or retrofit an existing offsite flow control facility as needed to achieve the desired effect at the point of convergence, OR b) Design the project’s flow control facility or provide/retrofit an offsite flow control facility to mitigate an existing developed area (either onsite or offsite) that has runoff characteristics (i.e., peak flow and volume) equivalent to those of the bypassed target surfaces but is currently not mitigated or required to be mitigated to the same flow control performance requirement as the bypassed target surfaces. Consideration of an offsite area to be mitigated for must take into Shum Short Plat Technical Information Report PHA Project#: 21807 Page 20 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx account the likelihood of that area redeveloping in the future. Those areas determined by the City to have a high likelihood of future redevelopment that will provide its own mitigation may not be used as compensatory mitigation. Response: Compensatory Mitigation is provided per method (b). The maximum amount of offsite runoff from the Queen Ave roadway and frontage is directed to the proposed detention system (8,424 sf) as a mitigation trade for target impervious areas that cannot be directed into the detention system. The total offsite (frontage) area within the project area is 9,679 sf. This leaves a net area of 1,255 square feet (0.029ac) bypassing the detention system. Conservatively modeling this bypass area as roadway in conjunction with output from the proposed detention system results in no net increase in the 2-year, 10-year, or 100-year discharge from the project area. See Appendix B for details. 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN Conveyance capacity of proposed storm system outflow is 1.00 cfs for an 8” diameter pipe at 0.5% minimum allowable slope. Flows estimated for the 100-year peak developed flows for the total proposed impervious area is 0.11 cfs (See Figures 9 & 10 below). Adequate capacity is provided with the proposed outflow system, as shown below. Figure 9 – Pipe Capacity Using Hydraflow Express: *Pipe Capacity = 1.00 cfs Shum Short Plat Technical Information Report PHA Project#: 21807 Page 21 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Figure 10 – Flow Frequency Refer to Appendix B for Storm Calculation details. Using Western Washington Hydrology Model 2012 (WWHM12): * Peak flow rates are presented for 1 acre of Predeveloped 100% Forested condition and 1 acre of Developed (Mitigated) 100% Impervious condition to establish a flow rate per acre (cfs/ac). Peak flow rates are calculated by pro-rating actual tributary areas multiplied by cfs/ac. 100-yr Outflow for Proposed Impervious = 0.11 cfs Outflow Pipe Capacity > 100-year Outflow 1.00 cfs >> 0.11 cfs OK Shum Short Plat Technical Information Report PHA Project#: 21807 Page 22 of 22 P:\2021\21807_Shum Residence - Renton\Text\Storm Reports\21807_Shum Residence_TIR.docx Backwater Analysis Using the King County Backwater (KCBW) program, a conservative backwater analysis was done on the proposed pipe addition that will be constructed on Queen Ave. Shown in the exhibits below, a tributary basin was estimated from the contours taken from the City of Renton GIS portal. For the analysis, the tributary area was assumed to be 100% impervious, and was modeled for a 100-year peak flow scenario. The results from the KCBW output indicate that during a 100-year peak flow scenario, there will still be more than 0.5 feet of freeboard available. Please see Appendix G for more information. 6. SPECIAL REPORTS AND STUDIES Geotechnical Report (See Appendix D). 7. OTHER PERMITS Demolition Permit 8. CSWPPP ANALYSIS AND DESIGN See Appendix E. 9. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT Bond and liability assurances will be provided by the Owner or the Contractor. Bond Quantities, Facility Summaries, and Declaration of Covenant will be provided at time of final engineering. 10. OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual is included in Appendix C of this report. Appendix A Stormwater Site Plans xxx x x xxN87°59'46"W 114.15'N00°15'00"W 20.02'N87°59'46"W 20.02' WVWV 24"F 18"F 20"F 14"F 30"F 26"F S 26"F 30"F 16"DEC 30"F 10"M EM WV TJR WMS 8"DEC(2) FOUND 1/2" REBAR AND CAP AT GRADE "MHT 9470" E. 0.1'09-02-21 FOUND 1/2" REBAR AND CAP IN 5" X 5" CONC "MHT 9470" E. 0.1' 09-02-21 FOUND BARE 1/4" REBAR W. 0.5' 09-02-21 xOPOPOPOPOPOPOPOPOPOPOPOPOPOP OP OPOP OP 5' TALL CLF 5' TALL CLF VERTICAL CURB6"DEC(3) SHED ON CONC SLAB TREE CANOPY LINE (TYP)5' TALL CLFGATE5' TALL CLFCEDAR HEDGEOPOPOPOPOPOPOPOPOPOP OPOPOP~SSMH TOP 432.03 IE 427.63 (8" PVC (OUT-N)BOTTOM STRUCTURE ELEV. 427.66 NO CHANNEL SSMHTOP 434.25 8" PVC (W), 8" CONC (N), 8" CONC (S) CENTER CHANNEL ELEV. 425.43 CATCH BASIN TOP 433.61 6" CONC IE 432.30 (OUT-E) CATCH BASIN TOP 433.336" CONC IE 432.30 (IN-W) 8" CMP IE 431.28 (OUT-S)SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS~SD SDSDN87°59'50"W 111.12' FENCE 0.3' W. OF P/L FENCE 0.5' W. OF P/L 1.5'W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)SS~FENCE CROSSES P/L FENCE 0.2' S. OF P/L FENCE CROSSES P/L FENCE 0.2' S. OF P/LPIERCEAVE NEQUEENAVE NELOT A LOT B TRACT A xx xN87°59'46"W 114.15'N00°15'00"W 20.02'N87°59'46"W 20.02' WVWV 18"F 20"F 14"F 30"F 26"F S 26"F 30"F 16"DEC 30"F 10"M TJR WMS 8"DEC(2) FOUND 1/2" REBAR ANDCAP AT GRADE"MHT 9470" E. 0.1'09-02-21 FOUND 1/2" REBAR ANDCAP IN 5" X 5" CONC"MHT 9470"E. 0.1' 09-02-21 FOUND BARE 1/4" REBARW. 0.5'09-02-21 OPOPOPOPOPOPOP OP 5' TALL CLF 5' TALL CLFVERTICAL CURB CONC SLAB TREE CANOPYLINE (TYP)5' TALL CLFGATE5' TALL CLFCEDAR HEDGEOPOPOPOPOPOP CATCH BASIN TOP 433.616" CONC IE 432.30 (OUT-E) CATCH BASINTOP 433.33 6" CONC IE 432.30 (IN-W)8" CMP IE 431.28 (OUT-S)SSSSSSSSSSSSSSSSSSSSSSSD N87°59'50"W 111.12' FENCE 0.5' W. OF P/L W(D)W(D)W(D)W(D)W(D)~FENCE CROSSES P/L FENCE 0.2' S. OF P/L FENCE CROSSES P/L FENCE 0.2' S. OF P/L LOT A LOT B TRACT A PROJECT INFORMATION: PROJECT TEAM: LEGAL DESCRIPTION: REFERENCES: 0 20 40 SITE CALLOUTS: DATUM: Proposed Surface Area (Including Frontage) Description Area (sf)Area (ac) Project Area 24,239 0.556 Driveway (Onsite)1,095 0.025 Rooftop (50% Coverage)5,635 0.129 Patio (Max. Coverage)595 0.014 Sidewalk (Frontage)2,003 0.046 Roadway (Frontage)3,736 0.086 Curb & Gutter (Frontage)292 0.007 Driveway Entrance (Frontage)321 0.007 New + Replaced Hard Surface (Property)7,325 0.168 New + Replaced Hard Surface (Frontage)6,352 0.146 AREA INVENTORY: PROJECTSITE N N SITE PLAN VICINITY MAP DEDICATION PLAN N DEDICATIONS & EASEMENTS: Sheet List PROPERTY AREA INVENTORY: UTILITY CALLOUTS: STORM CALLOUTS: NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234C1.0--- --- 1 1"=20' C1.0COVER SHEET & SITE PLAN 01 SITE NOTES: EARTHWORK QUANTITIES: 101 101.1 102 103 104.3 NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234 C1.1SITE DETAILSC1.1--- --- 2 NTS 02 110.1110 xxxxxxx x x x x x x x xxN87°59'46"W 114.15'N00°15'00"W 20.02'N87°59'46"W 20.02' WV WV 24"F 18"F 20"F 14"F 30"F 26"F S 26"F 30"F 16"DEC 30"F 10"M WV TJR WMS 8"DEC(2) FOUND 1/2" REBAR AND CAP AT GRADE "MHT 9470" E. 0.1' 09-02-21 FOUND 1/2" REBAR AND CAP IN 5" X 5" CONC "MHT 9470" E. 0.1' 09-02-21 FOUND BARE 1/4" REBAR W. 0.5' 09-02-21 xxOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP OPOPOP OP OPOP OP 5' TALL CLF x5' TALL CLF VERTICAL CURBSHED ON CONC SLAB TREE CANOPY LINE (TYP)5' TALL CLFGATE5' TALL CLFCEDAR HEDGEOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP OPOP~SSMH TOP 432.03 IE 427.63 (8" PVC (OUT-N) BOTTOM STRUCTURE ELEV. 427.66 NO CHANNEL SSMH TOP 434.25 8" PVC (W), 8" CONC (N), 8" CONC (S) CENTER CHANNEL ELEV. 425.43 CATCH BASIN TOP 433.61 6" CONC IE 432.30 (OUT-E) CATCH BASIN TOP 433.33 6" CONC IE 432.30 (IN-W) 8" CMP IE 431.28 (OUT-S)SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS~SD SD SD SDN87°59'50"W 111.12' FENCE 0.5' W. OF P/L 1.5'W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)SSSS~FENCE CROSSES P/L FENCE 0.2' S. OF P/L FENCE CROSSES P/L FENCE 0.2' S. OF P/LPIERCEAVE NEQUEEN AVE NE5' TALL CLFTESC LEGEND: DEMOLITION & TESC PLAN DEMOLITION & TESC NOTES: DEMOLITION & TESC CALLOUTS: 0 10 20 N NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234 C2.0DEMOLITION & TESC PLANC2.0--- --- 3 1"=10' 03 RECOMMENDED CONSTRUCTION SEQUENCE: 214.00 215.10216.30 TREE PROTECTION FENCING NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234 C2.1TESC DETAILSC2.1--- --- 4 NTS 04 268 xxxxxxx x x x x x x x xxN87°59'46"W 114.15'N00°15'00"W 20.02'N87°59'46"W 20.02' WV WV 24"F 18"F 20"F 14"F 30"F 26"F S 26"F 30"F 16"DEC 30"F 10"M WV TJR WMS 8"DEC(2) FOUND 1/2" REBAR AND CAP AT GRADE "MHT 9470" E. 0.1' 09-02-21 FOUND 1/2" REBAR AND CAP IN 5" X 5" CONC "MHT 9470" E. 0.1' 09-02-21 FOUND BARE 1/4" REBAR W. 0.5' 09-02-21 xxOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP OPOPOP OP OPOP OP 5' TALL CLF x5' TALL CLF VERTICAL CURBSHED ON CONC SLAB TREE CANOPY LINE (TYP)5' TALL CLFGATE5' TALL CLFCEDAR HEDGE 430 43243 2 432OPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP~SSMH TOP 432.03 IE 427.63 (8" PVC (OUT-N) BOTTOM STRUCTURE ELEV. 427.66 NO CHANNEL SSMH TOP 434.25 8" PVC (W), 8" CONC (N), 8" CONC (S) CENTER CHANNEL ELEV. 425.43 CATCH BASIN TOP 433.61 6" CONC IE 432.30 (OUT-E) CATCH BASIN TOP 433.33 6" CONC IE 432.30 (IN-W) 8" CMP IE 431.28 (OUT-S)SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS~SD SD SD SD430.5429.8 432.7430.3430.1430.6432.1432.5432.46432.17 432.92433.1 5 433.82434.04433.84433.41433.39433.51432.44430.0431.3433.4434.7432.6 431.6429.7430.3 431.7430.3430.3432.6432.1432.0N87°59'50"W 111.12' FENCE 0.5' W. OF P/L 1.5'W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)SSSS~FENCE CROSSES P/L FENCE 0.2' S. OF P/L FENCE CROSSES P/L FENCE 0.2' S. OF P/L TBM 2 TOP REBAR/CAP EL = 430.64'PIERCEAVE NEQUEEN AVE NEGRADING & DRAINAGE PLAN STORM DRAINAGE NOTES: STORM DRAINAGE CALLOUTS: UTILITY CALLOUTS: 0 10 20 N DETENTION SECTION A QUEEN AVE NE SECTION A A B B NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234 C3.0GRADING & DRAINAGE PLANC3.0--- --- 5 1"=10' 05 PIERCE AVE NE SECTION 200.00 201.00 403.1 237.00 200.30 C3.1GRADING & DRAINAGE DETAILSC3.1--- --- 6 NTS 06 267.00 267.10 NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234INFILTRATION FILTER NOTES: xxxxx16"DEC30"F 10"MEM HBWVTJRWMSFOUND 1/2" REBAR ANDCAP IN 5" X 5" CONC"MHT 9470"E. 0.1'09-02-21xxOP OP OP OP OP OP OP OP OP OP OP OP OP OP OP OP OP OP OPOP OP OP OP OP OP OP 5' TALL CLF6' TALL BF 5' TALL CLFGATE5' TALL CLFSHEDCEDAR HEDGE432432432 SSMHTOP 432.03IE 427.63 (8" PVC (OUT-N)BOTTOM STRUCTUREELEV. 427.66NO CHANNELSS SS SS SS SS SS SS SS SS SS SS SS 4 3 0 . 4 43 2 . 7 4 3 2 . 5 43 2 . 2 432.84 3 0 . 1 4 3 0 . 1433.13432.14 3 2 . 1 4 3 1 . 8 430.043 0 . 3 4 3 1 . 7 4 3 0 . 3 4 3 0 . 3 4 3 2 . 6 4 3 2 . 1 4 3 2 . 0 FENCE 0.3'W. OF P/LFENCE 0.5'W. OF P/LFF ELEV. 430.30'W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D) ELEVATION (FT) STATION 420 14+00 430 440 450 13+00 12+00 11+00 10+00 420 430 440 450 STORM EXTENSION PLAN & PROFILE 0 10 20N 0 10 20N NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234 C3.2DRAINAGE PLAN & PROFILEC3.2--- --- 7 1"=20' 07 DETENTION TRENCH STORM DRAINAGE NOTES: STORM DRAINAGE CALLOUTS: UTILITY CALLOUTS: STORM DRAIN INLET #1 xxxxxxx x x x x x x x xxN87°59'46"W 114.15'N00°15'00"W 20.02'N87°59'46"W 20.02' WV WV 24"F 18"F 20"F 14"F 30"F 26"F S 26"F 30"F 16"DEC 30"F 10"M WV TJR WMS 8"DEC(2) FOUND 1/2" REBAR AND CAP AT GRADE "MHT 9470" E. 0.1' 09-02-21 FOUND 1/2" REBAR AND CAP IN 5" X 5" CONC "MHT 9470" E. 0.1' 09-02-21 FOUND BARE 1/4" REBAR W. 0.5' 09-02-21 xxOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP OPOPOP OP OPOP OP 5' TALL CLF x5' TALL CLF VERTICAL CURBSHED ON CONC SLAB TREE CANOPY LINE (TYP)5' TALL CLFGATE5' TALL CLFCEDAR HEDGE 430 43243 2 432OPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP~SSMH TOP 432.03 IE 427.63 (8" PVC (OUT-N) BOTTOM STRUCTURE ELEV. 427.66 NO CHANNEL SSMH TOP 434.25 8" PVC (W), 8" CONC (N), 8" CONC (S) CENTER CHANNEL ELEV. 425.43 CATCH BASIN TOP 433.61 6" CONC IE 432.30 (OUT-E) CATCH BASIN TOP 433.33 6" CONC IE 432.30 (IN-W) 8" CMP IE 431.28 (OUT-S)SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS~SD SD SD SD430.5429.8432.7430.3430.1430.6432.1432.5 432.4 6 432.17432.92433.15433.82434.0 4 433.8 4 433.41433.39433.51432.4 4 430.0431.3433.4434.7432.6 431.6429.7430.3431.7430.3430.3432.6432.1 432.0N87°59'50"W 111.12' FENCE 0.5' W. OF P/L 1.5'W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)SSSS~FENCE CROSSES P/L FENCE 0.2' S. OF P/L FENCE CROSSES P/L FENCE 0.2' S. OF P/LPIERCEAVE NEQUEEN AVE NEUTILITY PLAN STORM DRAINAGE CALLOUTS: UTILITY CALLOUTS: 0 10 20 N UTILITY NOTES: ELECTRICAL CALLOUTS: NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234 C4.0UTILITY PLANC4.0--- --- 8 1"=10' 01W-423401 SSWP-27-4234WTRP-27-4234UTILITY CROSSINGS: 320.1 330.1 406.1310.1 NO.REVISION BY DATE APPR VERTICAL: NAVD 1988 IF NOT ONE INCH ONE INCH AT FULL SCALE HORIZONTAL: NAD 1983/1991 SCALE ACCORDINGLY Planning/Building/Public Works Dept. CITY OF RENTON IN COMPLIANCE WITH CITY OF RENTON STANDARDS SHUM SHORT PLAT - CIVIL CONSTRUCTION PERMIT NW 1/4 , NE 1/4, SEC 09, T 23 N, R 05 E, W. M.TED-40-4234SHUM SHORT PLAT-CIVIL CONSTRUCTION PERMITC22005922LUA22-000017PR-2200005605/23/23 --- --- 12 SHUM SHORT PLAT CIVIL CONSTRUCTION PERMIT 1157 QUEEN AVE NE, RENTON, WA. 98056 --- SC CC SC SC R-4234 C4.1UTILITY DETAILSC4.1--- --- 9 NTSSWP-27-423402WTRP-27-4234SW-423402 406.2 Appendix B Storm Calculations DETENTION FACILITY Performance Standards The site is located within a Peak Rate Flow Control Area, which requires discharge rates from the site to not exceed the 2-year, 10-year, or 100-year Existing Flow Rates. FACILITY SIZING WWHM12 Output Hydrologic analysis was performed using continuous modeling with the Western Washington Hydrologic Modeling Version 12 (WWHM12) program. WWHM12 output is provided within the following sections. Onsite: The Natural Resource Conservation Service (NRCS) classifies site soils as Alderwood Material and the Geotech classifies site soils as Vashon Till, with a slope of approximately 2%. Conservatively, the site was modeled using C Soils. Existing vs Proposed Basin Model Project Areas: Existing (Within Project Area) Proposed (Within Project Area) Offsite area collected within Queen Ave = 0.193 ac (8,425 sf) Total offsite area within the project site (not entering detention system) = 0.222 ac 0.029 acre Net Bypass Area WWHM Model Layout: Roof Sidewalk Parking Roadway C&G Sub-Total % Coverage Forested Pasture Sub-Total % Coverage Lot A 0 0 0 0 0 0 0%756 4,997 5,753 100% 5,753 0 Lot B 0 0 0 0 0 0 0%3,611 1,905 5,516 100% 5,516 0 Tract A 0 0 0 0 0 0 0%931 2,360 3,291 100% 3,291 0 Sub-Total 0 0 0 0 0 0 0% 5,298 9,262 14,560 100% 14,560 0 Pierce 0 0 0 745 0 745 19%3,110 0 3,110 81% 3,855 745 Queen 0 0 2,993 0 0 2,993 51%247 2,584 2,831 49% 5,824 2,993 Sub-Total 0 0 2,993 745 0 3,738 39% 3,357 2,584 5,941 61% 9,679 3,738 Total 0 0 2,993 745 0 3,738 8,655 11,846 20,501 24,239 3,738 Offsite (Frontage) Onsite Total Area PGIS* PerviousImpervious Roof Patio Sidewalk Driveway Roadway C&G Sub-Total % Coverage Forested Lawn Sub-Total % Coverage Lot A 2,877 251 0 612 0 0 3,740 65%651 1,362 2,013 35% 5,753 612 Lot B 2,758 344 0 483 0 0 3,585 65%773 1,157 1,930 35% 5,516 483 Tract A 0 0 0 0 0 0 0 0%295 2,996 3,291 100% 3,291 0 Sub-Total 5,635 595 0 1,095 0 0 7,325 50% 1,719 5,515 7,234 50% 14,560 1,095 Pierce 0 0 604 321 437 95 1,457 38%2,398 0 2,398 62% 3,855 758 Queen 0 0 804 0 3,299 197 4,300 74%115 1,408 1,523 26% 5,824 3,299 Sub-Total 0 0 1,408 321 3,736 292 5,757 59% 2,513 1,408 3,921 41% 9,679 4,057 Total 5,635 595 1,408 1,416 3,736 292 13,082 4,232 6,923 11,155 24,239 5,152 Onsite Offsite (Frontage) Impervious Pervious Total Area PGIS* Existing Project Area: Proposed Tributary to Detention System: Bypass Areas = Total Offsite Project Area – Portion Directed to Detention System Total Offsite Area = 9,679 sf (0.222 ac) Queen Ave Frontage & Roadway Area directed to detention system = 8,425 sf (0.193 ac) Net Bypass Area (total offsite - collected portion) = 1,254 sf (0.029 ac) Bypass Area: Detention System Specifications: Volume Required = 22 x 21 x 5 = 2,310 CF Volume Proposed = Pipe Vol. + Rock Void Vol. Pipe Vol. = 7.07 sf * 164 lf = 1,160 cf Rock Void Vol. = (84’ * 12’ * 5’ – Pipe Vol.)*40% = 1,552 cf = 1,160 cf + 1,552 cf = 2,712 cf 2,712 cf > 2,310 cf OK (17% Factor of Safety) Flow Frequency: Flow Control Threshold: 100-yr Peak Flows (Unmitigated Developed Flow Rate – Existing Flow Rate) 0.2578 – 0.1119 = 0.1459 cfs 0.146 < 0.150 cfs Flow Control (Detention) not required, but is provided Peak Rate Flow Control Standard: Existing vs. Mitigated Developed Peak Flows (Detention) 2-year Peak Flows: 0.0424 cfs > 0.0363 cfs 10-year Peak Flows: 0.0694 cfs > 0.0623 cfs 100-year Peak Flows: 0.1119 cfs > 0.1103 cfs No Peak Flow Increases Flow Control Standards Met WWHM Project Report: WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: 21807_Det. Vault_Max Imp Site Name: Shum Residence Site Address: 1157 Queen Ave NE City : Renton, WA Report Date: 1/5/2023 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2021/08/18 Version : 4.2.18 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Existing Project Area Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat .199 C, Pasture, Flat .272 Pervious Total 0.471 Impervious Land Use acre ROADS FLAT 0.017 PARKING FLAT 0.069 Impervious Total 0.086 Basin Total 0.557 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Prop. Tributary to Det. Sys. Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat .159 C, Forest, Flat .097 Pervious Total 0.256 Impervious Land Use acre ROADS FLAT 0.064 ROOF TOPS FLAT 0.13 DRIVEWAYS FLAT 0.032 SIDEWALKS FLAT 0.046 Impervious Total 0.272 Basin Total 0.528 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater Detention System Detention System ___________________________________________________________________ Name : Detention System Width : 21 ft. Length : 22 ft. Depth: 6 ft. Discharge Structure Riser Height: 5 ft. Riser Diameter: 12 in. Orifice 1 Diameter: 0.875 in. Elevation: 0 ft. Orifice 2 Diameter: 0.65 in. Elevation: 3 ft. Element Flows To: Outlet 1 Outlet 2 ___________________________________________________________________ Vault Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.010 0.000 0.000 0.000 0.0667 0.010 0.000 0.005 0.000 0.1333 0.010 0.001 0.007 0.000 0.2000 0.010 0.002 0.009 0.000 0.2667 0.010 0.002 0.010 0.000 0.3333 0.010 0.003 0.012 0.000 0.4000 0.010 0.004 0.013 0.000 0.4667 0.010 0.004 0.014 0.000 0.5333 0.010 0.005 0.015 0.000 0.6000 0.010 0.006 0.016 0.000 0.6667 0.010 0.007 0.017 0.000 0.7333 0.010 0.007 0.017 0.000 0.8000 0.010 0.008 0.018 0.000 0.8667 0.010 0.009 0.019 0.000 0.9333 0.010 0.009 0.020 0.000 1.0000 0.010 0.010 0.020 0.000 1.0667 0.010 0.011 0.021 0.000 1.1333 0.010 0.012 0.022 0.000 1.2000 0.010 0.012 0.022 0.000 1.2667 0.010 0.013 0.023 0.000 1.3333 0.010 0.014 0.024 0.000 1.4000 0.010 0.014 0.024 0.000 1.4667 0.010 0.015 0.025 0.000 1.5333 0.010 0.016 0.025 0.000 1.6000 0.010 0.017 0.026 0.000 1.6667 0.010 0.017 0.026 0.000 1.7333 0.010 0.018 0.027 0.000 1.8000 0.010 0.019 0.027 0.000 1.8667 0.010 0.019 0.028 0.000 1.9333 0.010 0.020 0.028 0.000 2.0000 0.010 0.021 0.029 0.000 2.0667 0.010 0.021 0.029 0.000 2.1333 0.010 0.022 0.030 0.000 2.2000 0.010 0.023 0.030 0.000 2.2667 0.010 0.024 0.031 0.000 2.3333 0.010 0.024 0.031 0.000 2.4000 0.010 0.025 0.032 0.000 2.4667 0.010 0.026 0.032 0.000 2.5333 0.010 0.026 0.033 0.000 2.6000 0.010 0.027 0.033 0.000 2.6667 0.010 0.028 0.033 0.000 2.7333 0.010 0.029 0.034 0.000 2.8000 0.010 0.029 0.034 0.000 2.8667 0.010 0.030 0.035 0.000 2.9333 0.010 0.031 0.035 0.000 3.0000 0.010 0.031 0.036 0.000 3.0667 0.010 0.032 0.039 0.000 3.1333 0.010 0.033 0.041 0.000 3.2000 0.010 0.033 0.042 0.000 3.2667 0.010 0.034 0.043 0.000 3.3333 0.010 0.035 0.044 0.000 3.4000 0.010 0.036 0.045 0.000 3.4667 0.010 0.036 0.046 0.000 3.5333 0.010 0.037 0.047 0.000 3.6000 0.010 0.038 0.048 0.000 3.6667 0.010 0.038 0.049 0.000 3.7333 0.010 0.039 0.050 0.000 3.8000 0.010 0.040 0.050 0.000 3.8667 0.010 0.041 0.051 0.000 3.9333 0.010 0.041 0.052 0.000 4.0000 0.010 0.042 0.053 0.000 4.0667 0.010 0.043 0.053 0.000 4.1333 0.010 0.043 0.054 0.000 4.2000 0.010 0.044 0.055 0.000 4.2667 0.010 0.045 0.055 0.000 4.3333 0.010 0.046 0.056 0.000 4.4000 0.010 0.046 0.057 0.000 4.4667 0.010 0.047 0.057 0.000 4.5333 0.010 0.048 0.058 0.000 4.6000 0.010 0.048 0.059 0.000 4.6667 0.010 0.049 0.059 0.000 4.7333 0.010 0.050 0.060 0.000 4.8000 0.010 0.050 0.060 0.000 4.8667 0.010 0.051 0.061 0.000 4.9333 0.010 0.052 0.062 0.000 5.0000 0.010 0.053 0.062 0.000 5.0667 0.010 0.053 0.245 0.000 5.1333 0.010 0.054 0.573 0.000 5.2000 0.010 0.055 0.972 0.000 5.2667 0.010 0.055 1.383 0.000 5.3333 0.010 0.056 1.749 0.000 5.4000 0.010 0.057 2.026 0.000 5.4667 0.010 0.058 2.204 0.000 5.5333 0.010 0.058 2.367 0.000 5.6000 0.010 0.059 2.507 0.000 5.6667 0.010 0.060 2.639 0.000 5.7333 0.010 0.060 2.765 0.000 5.8000 0.010 0.061 2.886 0.000 5.8667 0.010 0.062 3.001 0.000 5.9333 0.010 0.062 3.113 0.000 6.0000 0.010 0.063 3.220 0.000 6.0667 0.010 0.064 3.324 0.000 6.1333 0.000 0.000 3.424 0.000 ___________________________________________________________________ Name : Bypass Area Bypass: Yes GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROADS FLAT 0.029 Impervious Total 0.029 Basin Total 0.029 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.471 Total Impervious Area:0.086 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.256 Total Impervious Area:0.301 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.04235 5 year 0.057902 10 year 0.069367 25 year 0.085239 50 year 0.098107 100 year 0.111901 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.036347 5 year 0.050807 10 year 0.062331 25 year 0.079335 50 year 0.093934 100 year 0.110331 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.061 0.035 1950 0.055 0.037 1951 0.049 0.055 1952 0.030 0.030 1953 0.027 0.029 1954 0.035 0.028 1955 0.040 0.041 1956 0.038 0.036 1957 0.048 0.039 1958 0.032 0.034 1959 0.028 0.030 1960 0.051 0.053 1961 0.039 0.031 1962 0.026 0.025 1963 0.037 0.029 1964 0.034 0.029 1965 0.045 0.032 1966 0.032 0.030 1967 0.058 0.042 1968 0.046 0.033 1969 0.038 0.035 1970 0.040 0.032 1971 0.043 0.035 1972 0.053 0.042 1973 0.029 0.029 1974 0.041 0.028 1975 0.052 0.043 1976 0.039 0.032 1977 0.028 0.026 1978 0.036 0.037 1979 0.047 0.028 1980 0.073 0.038 1981 0.041 0.035 1982 0.069 0.064 1983 0.040 0.036 1984 0.030 0.030 1985 0.035 0.034 1986 0.049 0.054 1987 0.049 0.055 1988 0.028 0.028 1989 0.035 0.023 1990 0.125 0.068 1991 0.076 0.061 1992 0.034 0.032 1993 0.025 0.030 1994 0.023 0.023 1995 0.035 0.034 1996 0.067 0.052 1997 0.050 0.061 1998 0.036 0.032 1999 0.080 0.044 2000 0.041 0.034 2001 0.036 0.030 2002 0.053 0.053 2003 0.053 0.027 2004 0.069 0.149 2005 0.044 0.042 2006 0.040 0.037 2007 0.104 0.068 2008 0.087 0.146 2009 0.055 0.044 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.1248 0.1494 2 0.1041 0.1463 3 0.0867 0.0678 4 0.0804 0.0677 5 0.0759 0.0638 6 0.0732 0.0614 7 0.0691 0.0606 8 0.0685 0.0549 9 0.0668 0.0549 10 0.0611 0.0537 11 0.0585 0.0534 12 0.0554 0.0526 13 0.0549 0.0522 14 0.0534 0.0442 15 0.0528 0.0436 16 0.0528 0.0432 17 0.0516 0.0422 18 0.0513 0.0417 19 0.0499 0.0417 20 0.0493 0.0409 21 0.0490 0.0390 22 0.0486 0.0383 23 0.0478 0.0373 24 0.0467 0.0366 25 0.0460 0.0366 26 0.0446 0.0364 27 0.0436 0.0361 28 0.0434 0.0354 29 0.0412 0.0353 30 0.0410 0.0348 31 0.0409 0.0347 32 0.0404 0.0345 33 0.0404 0.0342 34 0.0402 0.0336 35 0.0395 0.0336 36 0.0394 0.0335 37 0.0385 0.0324 38 0.0384 0.0324 39 0.0380 0.0322 40 0.0372 0.0318 41 0.0360 0.0317 42 0.0358 0.0308 43 0.0355 0.0301 44 0.0355 0.0300 45 0.0355 0.0300 46 0.0351 0.0298 47 0.0347 0.0297 48 0.0340 0.0297 49 0.0339 0.0293 50 0.0323 0.0292 51 0.0317 0.0292 52 0.0305 0.0290 53 0.0304 0.0283 54 0.0293 0.0283 55 0.0280 0.0282 56 0.0279 0.0280 57 0.0278 0.0272 58 0.0266 0.0257 59 0.0264 0.0251 60 0.0255 0.0230 61 0.0232 0.0229 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0212 3801 14057 369 Fail 0.0220 3416 12239 358 Fail 0.0227 3052 10763 352 Fail 0.0235 2721 9505 349 Fail 0.0243 2453 8436 343 Fail 0.0251 2207 7514 340 Fail 0.0258 1991 6658 334 Fail 0.0266 1790 5848 326 Fail 0.0274 1600 5168 323 Fail 0.0282 1450 4588 316 Fail 0.0289 1323 4047 305 Fail 0.0297 1189 3557 299 Fail 0.0305 1069 3142 293 Fail 0.0313 967 2798 289 Fail 0.0321 868 2462 283 Fail 0.0328 800 2171 271 Fail 0.0336 730 1911 261 Fail 0.0344 655 1688 257 Fail 0.0352 584 1484 254 Fail 0.0359 523 1311 250 Fail 0.0367 476 1169 245 Fail 0.0375 434 1056 243 Fail 0.0383 399 967 242 Fail 0.0390 360 898 249 Fail 0.0398 326 840 257 Fail 0.0406 295 778 263 Fail 0.0414 270 725 268 Fail 0.0422 245 680 277 Fail 0.0429 225 650 288 Fail 0.0437 207 612 295 Fail 0.0445 192 575 299 Fail 0.0453 176 544 309 Fail 0.0460 158 509 322 Fail 0.0468 144 477 331 Fail 0.0476 138 430 311 Fail 0.0484 124 399 321 Fail 0.0492 113 361 319 Fail 0.0499 99 332 335 Fail 0.0507 94 302 321 Fail 0.0515 88 272 309 Fail 0.0523 83 244 293 Fail 0.0530 78 215 275 Fail 0.0538 73 198 271 Fail 0.0546 65 184 283 Fail 0.0554 57 169 296 Fail 0.0561 53 153 288 Fail 0.0569 49 141 287 Fail 0.0577 47 129 274 Fail 0.0585 43 122 283 Fail 0.0593 39 109 279 Fail 0.0600 37 99 267 Fail 0.0608 33 90 272 Fail 0.0616 30 80 266 Fail 0.0624 28 77 275 Fail 0.0631 25 69 276 Fail 0.0639 24 59 245 Fail 0.0647 24 50 208 Fail 0.0655 21 44 209 Fail 0.0662 18 41 227 Fail 0.0670 17 38 223 Fail 0.0678 16 35 218 Fail 0.0686 14 33 235 Fail 0.0694 12 32 266 Fail 0.0701 12 32 266 Fail 0.0709 12 30 250 Fail 0.0717 12 29 241 Fail 0.0725 12 27 225 Fail 0.0732 11 26 236 Fail 0.0740 11 26 236 Fail 0.0748 10 24 240 Fail 0.0756 9 24 266 Fail 0.0763 8 24 300 Fail 0.0771 8 24 300 Fail 0.0779 7 23 328 Fail 0.0787 7 23 328 Fail 0.0795 7 23 328 Fail 0.0802 7 23 328 Fail 0.0810 6 23 383 Fail 0.0818 6 23 383 Fail 0.0826 6 23 383 Fail 0.0833 6 23 383 Fail 0.0841 5 23 460 Fail 0.0849 5 23 460 Fail 0.0857 5 23 460 Fail 0.0865 5 21 419 Fail 0.0872 4 20 500 Fail 0.0880 3 20 666 Fail 0.0888 3 19 633 Fail 0.0896 3 19 633 Fail 0.0903 3 18 600 Fail 0.0911 3 18 600 Fail 0.0919 2 18 900 Fail 0.0927 2 18 900 Fail 0.0934 2 18 900 Fail 0.0942 2 18 900 Fail 0.0950 2 17 850 Fail 0.0958 2 16 800 Fail 0.0966 2 16 800 Fail 0.0973 2 16 800 Fail 0.0981 2 15 750 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. ___________________________________________________________________ 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. ___________________________________________________________________ LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Detention System POC N 53.96 N 0.00 Total Volume Infiltrated 53.96 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Failed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2023; All Rights Reserved. BYPASS AREA MODEL: * This modeling does not take into account the mitigation trade of the 0.074 ac Road area within Queen Ave directed into the proposed detention system. The net bypass area (0.029 ac) is modeled as a part of the detention system model on the previous pages. Historic Bypass Area: Proposed Bypass Area: Flow Frequency: WWHM Project Report: WWHM2012 PROJECT REPORT ___________________________________________________________________ Project Name: 21807_Actual Bypass Site Name: Shum Residence Site Address: 1157 Queen Ave NE City : Renton, WA Report Date: 1/6/2023 Gage : Seatac Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 1.00 Version Date: 2021/08/18 Version : 4.2.18 ___________________________________________________________________ Low Flow Threshold for POC 1 : 50 Percent of the 2 Year ___________________________________________________________________ High Flow Threshold for POC 1: 50 year ___________________________________________________________________ PREDEVELOPED LAND USE Name : Existing Bypass Arewa Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Flat .103 Pervious Total 0.103 Impervious Land Use acre Impervious Total 0 Basin Total 0.103 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ MITIGATED LAND USE Name : Prop. Bypass Area Bypass: No GroundWater: No Pervious Land Use acre C, Lawn, Flat .001 C, Forest, Flat .055 Pervious Total 0.056 Impervious Land Use acre ROADS FLAT 0.024 DRIVEWAYS FLAT 0.007 SIDEWALKS FLAT 0.016 Impervious Total 0.047 Basin Total 0.103 ___________________________________________________________________ Element Flows To: Surface Interflow Groundwater ___________________________________________________________________ ___________________________________________________________________ ANALYSIS RESULTS Stream Protection Duration ___________________________________________________________________ Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.103 Total Impervious Area:0 ___________________________________________________________________ Mitigated Landuse Totals for POC #1 Total Pervious Area:0.056 Total Impervious Area:0.047 ___________________________________________________________________ Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.003028 5 year 0.004756 10 year 0.005735 25 year 0.006773 50 year 0.007414 100 year 0.00796 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.018688 5 year 0.023652 10 year 0.02703 25 year 0.031418 50 year 0.034779 100 year 0.038225 ___________________________________________________________________ Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.003 0.025 1950 0.004 0.025 1951 0.007 0.017 1952 0.002 0.013 1953 0.002 0.014 1954 0.003 0.015 1955 0.004 0.017 1956 0.003 0.017 1957 0.003 0.020 1958 0.003 0.015 1959 0.003 0.015 1960 0.005 0.017 1961 0.003 0.017 1962 0.002 0.014 1963 0.002 0.016 1964 0.003 0.015 1965 0.002 0.020 1966 0.002 0.014 1967 0.004 0.022 1968 0.003 0.025 1969 0.003 0.018 1970 0.002 0.018 1971 0.002 0.021 1972 0.005 0.022 1973 0.002 0.012 1974 0.002 0.019 1975 0.003 0.021 1976 0.002 0.015 1977 0.000 0.015 1978 0.002 0.019 1979 0.001 0.026 1980 0.005 0.025 1981 0.002 0.019 1982 0.004 0.027 1983 0.003 0.022 1984 0.002 0.014 1985 0.001 0.019 1986 0.005 0.017 1987 0.005 0.025 1988 0.002 0.015 1989 0.001 0.019 1990 0.010 0.037 1991 0.006 0.029 1992 0.002 0.014 1993 0.002 0.012 1994 0.001 0.013 1995 0.003 0.017 1996 0.007 0.020 1997 0.006 0.019 1998 0.001 0.017 1999 0.006 0.036 2000 0.002 0.019 2001 0.000 0.020 2002 0.003 0.023 2003 0.003 0.020 2004 0.004 0.034 2005 0.003 0.017 2006 0.004 0.015 2007 0.007 0.032 2008 0.009 0.028 2009 0.005 0.023 ___________________________________________________________________ Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0097 0.0375 2 0.0093 0.0358 3 0.0072 0.0336 4 0.0071 0.0323 5 0.0067 0.0285 6 0.0059 0.0280 7 0.0058 0.0272 8 0.0056 0.0255 9 0.0052 0.0251 10 0.0050 0.0250 11 0.0047 0.0250 12 0.0046 0.0249 13 0.0046 0.0247 14 0.0045 0.0233 15 0.0042 0.0232 16 0.0042 0.0220 17 0.0041 0.0219 18 0.0037 0.0215 19 0.0036 0.0209 20 0.0036 0.0205 21 0.0034 0.0199 22 0.0033 0.0199 23 0.0033 0.0198 24 0.0033 0.0195 25 0.0032 0.0195 26 0.0030 0.0192 27 0.0030 0.0192 28 0.0030 0.0190 29 0.0029 0.0189 30 0.0027 0.0188 31 0.0026 0.0187 32 0.0026 0.0186 33 0.0026 0.0177 34 0.0026 0.0176 35 0.0025 0.0175 36 0.0025 0.0174 37 0.0024 0.0173 38 0.0024 0.0170 39 0.0023 0.0170 40 0.0023 0.0169 41 0.0023 0.0168 42 0.0023 0.0167 43 0.0022 0.0166 44 0.0022 0.0162 45 0.0021 0.0155 46 0.0021 0.0154 47 0.0021 0.0154 48 0.0020 0.0153 49 0.0020 0.0152 50 0.0020 0.0152 51 0.0019 0.0152 52 0.0018 0.0152 53 0.0017 0.0142 54 0.0016 0.0141 55 0.0013 0.0140 56 0.0013 0.0138 57 0.0012 0.0136 58 0.0012 0.0129 59 0.0008 0.0127 60 0.0004 0.0125 61 0.0003 0.0117 ___________________________________________________________________ Stream Protection Duration POC #1 The Facility FAILED Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0015 17554 85470 486 Fail 0.0016 16174 82133 507 Fail 0.0016 14970 78903 527 Fail 0.0017 13864 75909 547 Fail 0.0018 12816 73000 569 Fail 0.0018 11824 70326 594 Fail 0.0019 10904 67738 621 Fail 0.0019 10121 65193 644 Fail 0.0020 9394 62819 668 Fail 0.0021 8733 60552 693 Fail 0.0021 8160 58434 716 Fail 0.0022 7599 56317 741 Fail 0.0022 7060 54285 768 Fail 0.0023 6592 52467 795 Fail 0.0023 6149 50649 823 Fail 0.0024 5781 48916 846 Fail 0.0025 5435 47205 868 Fail 0.0025 5097 45622 895 Fail 0.0026 4808 44040 915 Fail 0.0026 4526 42500 939 Fail 0.0027 4256 41066 964 Fail 0.0028 4017 39740 989 Fail 0.0028 3784 38414 1015 Fail 0.0029 3551 37131 1045 Fail 0.0029 3339 35848 1073 Fail 0.0030 3138 34693 1105 Fail 0.0031 2954 33580 1136 Fail 0.0031 2785 32447 1165 Fail 0.0032 2599 31399 1208 Fail 0.0032 2449 30415 1241 Fail 0.0033 2308 29474 1277 Fail 0.0034 2162 28575 1321 Fail 0.0034 2026 27656 1365 Fail 0.0035 1900 26800 1410 Fail 0.0035 1790 25923 1448 Fail 0.0036 1689 25110 1486 Fail 0.0037 1587 24340 1533 Fail 0.0037 1483 23528 1586 Fail 0.0038 1381 22800 1650 Fail 0.0038 1292 22116 1711 Fail 0.0039 1221 21474 1758 Fail 0.0040 1155 20839 1804 Fail 0.0040 1098 20206 1840 Fail 0.0041 1048 19558 1866 Fail 0.0041 997 18950 1900 Fail 0.0042 930 18373 1975 Fail 0.0043 883 17825 2018 Fail 0.0043 837 17301 2067 Fail 0.0044 789 16814 2131 Fail 0.0044 743 16341 2199 Fail 0.0045 713 15903 2230 Fail 0.0046 668 15404 2305 Fail 0.0046 632 14944 2364 Fail 0.0047 596 14547 2440 Fail 0.0047 565 14155 2505 Fail 0.0048 539 13768 2554 Fail 0.0049 497 13355 2687 Fail 0.0049 473 12989 2746 Fail 0.0050 434 12643 2913 Fail 0.0050 399 12256 3071 Fail 0.0051 367 11901 3242 Fail 0.0051 348 11556 3320 Fail 0.0052 323 11261 3486 Fail 0.0053 296 10932 3693 Fail 0.0053 272 10664 3920 Fail 0.0054 256 10374 4052 Fail 0.0054 235 10093 4294 Fail 0.0055 217 9830 4529 Fail 0.0056 195 9533 4888 Fail 0.0056 180 9281 5156 Fail 0.0057 158 9058 5732 Fail 0.0057 145 8806 6073 Fail 0.0058 129 8592 6660 Fail 0.0059 119 8367 7031 Fail 0.0059 109 8153 7479 Fail 0.0060 97 7961 8207 Fail 0.0060 91 7760 8527 Fail 0.0061 82 7563 9223 Fail 0.0062 76 7392 9726 Fail 0.0062 69 7212 10452 Fail 0.0063 61 7030 11524 Fail 0.0063 54 6862 12707 Fail 0.0064 48 6658 13870 Fail 0.0065 41 6485 15817 Fail 0.0065 38 6331 16660 Fail 0.0066 33 6158 18660 Fail 0.0066 27 5995 22203 Fail 0.0067 22 5831 26504 Fail 0.0068 21 5683 27061 Fail 0.0068 20 5540 27700 Fail 0.0069 19 5388 28357 Fail 0.0069 17 5245 30852 Fail 0.0070 14 5129 36635 Fail 0.0071 12 5007 41725 Fail 0.0071 8 4883 61037 Fail 0.0072 4 4763 119075 Fail 0.0072 3 4639 154633 Fail 0.0073 3 4528 150933 Fail 0.0074 3 4410 147000 Fail 0.0074 3 4297 143233 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. ___________________________________________________________________ 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. ___________________________________________________________________ LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0.00 0.00 0.00 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Failed ___________________________________________________________________ Perlnd and Implnd Changes No changes have been made. ___________________________________________________________________ This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2023; All Rights Reserved. Appendix C Operations & Maintenance Appendix D Geotechnical Report Gary A. Flowers, PLLC Geological & Geotechnical Consulting 5205 23rd Avenue W Everett, WA 98203 Gary A. Flowers, PLLC. 5205 23rd Avenue W Everett, Washington 98203 206-819-4304 1 October 27, 2021 Project No. 21021 Xiao Zhang 440 Maple Ave SW Apt. B201 Renton, WA 98057-2801 Subject: Geotechnical Services Report Shum Short Plat 1157 Queen Ave NE Renton, Washington This report summarizes the results of our geological and infiltration evaluation of the property located at the above noted address in Renton, WA. Infiltration testing was provided in general accordance with the 2017 Renton Storm Water Design Manual. EXISTING CONDITIONS The property is currently undeveloped and is flat lying with a barely discernible downward slope from west to east. Overall relief is on the order of 2 feet. The site is primarily vegetated with tall field grass, an area of blackberry bushes in the southeast corner, a cedar hedge along the south property line and a few deciduous trees. At the time of our study there was no evidence of standing or flowing water on the parcel. Subsurface Exploration In order to confirm subsurface conditions on the property a series of 3 exploration pits were excavated on October 13, 2021. Logs of the exploration pits are attached with this report. Generally, medium dense to very dense silty sand with gravel was observed on the site. This sediment is interpreted to be Vashon age lodgement till. Lodgement till is a nonhomogeneous mixture of sand and gravel in a silt/clay matrix. This material was deposited in front of the advancing ice sheet on the order of 13,500 years ago and subsequently overrun by the ice which is thought to have been in excess of 3,000 feet thick in this area. The result is a densely consolidated soil with high strength and low permeability characteristics. Ground water seepage was not observed in any of the exploration pits and no caving conditions were observed within the sidewalls of the exploration pits. Shum 2 Lot Short Plat Geotechnical Services Report 1157 Queen Avenue NE, Renton, Washington Gary A. Flowers, PLLC. 5205 23rd Avenue W Everett, Washington 98203 206-819-4304 2 Mappings According to the Geologic Map of King County, Washington, by Booth, Troost and Wisher, March 2007, the site is mapped as Vashon age glacial till (Qvt). Our explorations are in agreement with the published geology map of the area. Infiltration of Storm Water We understand that infiltration of storm water on-site was to be considered for the project. Our subsurface explorations were located in order to encompass both potential building sites should the short plat be granted. In order to verify whether or not there was any infiltration potential within the observed sediments an infiltration test was performed on these soils. Testing was completed in general accordance with City of Renton 2017 Storm Water Design Manual and Reference 6-A for a small scale pilot infiltration test (PIT). Based on our current understanding storm water would be infiltrated into one or more infiltration trenches approximately 3 feet below existing grade. As such, the infiltration testing was completed at a depth which included the planned receptor soils. The pit was excavated to a depth of 3.1 feet and the bottom measured 4.7 feet long and 4.1 feet wide for a total area of 19.27 square feet. Presoaking and testing was completed using a garden hose running into an 4-foot long, 4-inch diameter, perforated, pvc pipe with a cap for a splash plate on the bottom end. The pvc pipe was marked in half-inch increments as required. Water was then added to the pit for the pre-soak period and maintained at a depth of 12 to 14 inches for 6 hours. It should be noted that little to no water flow was required in order to maintain the water depth. In fact, at the lowest water flow setting attainable with the available equipment the water level continued to rise throughout the soak period. Following the pre-soak, the water flow was shut off to allow the water level to adjust to the required 6-inch head. After 2 hours the water level had only reduced by less than 1 inch. Due to the conditions detailed above, the constant head test was not performed. The falling head test was then performed for an hour. During the falling head test the water level reduced by approximately .5 inches in one hour even with a 12-inch head instead of a 6-inch head. Based on the results of our explorations that encountered glacial till sediments at shallow depth, the measured infiltration rate and the required correction factors for testing, geometry and plugging, it is our opinion that the design infiltration rate is nil and no consideration should be given to infiltration of storm water on this property. This is typical for sites that are underlain by glacial till sediments. Shum 2 Lot Short Plat Geotechnical Services Report 1157 Queen Avenue NE, Renton, Washington Gary A. Flowers, PLLC. 5205 23rd Avenue W Everett, Washington 98203 206-819-4304 3 SUMMARY Our findings and recommendations provided in this report were prepared in accordance with generally accepted principles of engineering geology and geotechnical engineering as practiced in the Puget Sound area at the time this report was submitted. We make no other warranty, either express or implied. Thank you for the opportunity to be of service. Should you have any questions please do not hesitate to contact our office. Respectfully submitted, Gary A. Flowers, P.G., P.E.G. Principal Engineering Geologist Attachments: Exploration Pit Logs Site & Exploration Plan Shum 2 Lot Short Plat Geotechnical Services Report 1157 Queen Avenue NE, Renton, Washington Gary A. Flowers, PLLC. 5205 23rd Avenue W Everett, Washington 98203 206-819-4304 4 EXPLORATION PIT LOGS Shum 2 Lot Short Plat 1157 Queen Avenue NE Renton, WA EP-1 Approximate elevation 432 feet 0.0’ – 1.0’ Loose, moist, grayish-black, silty SAND (topsoil) and grass sod 1.0’ – 2.5’ Medium dense, light brown, silty sand with gravel (glacial till) [SM] 2.5’ – 4.0’ Very dense, light brown, silty sand with gravel (glacial till) [SM] Bottom of pit at 4.0 feet on 10/13/2021. No ground water. No caving. EP-2 Approximate elevation 432 feet 0.0’ – 1.0’ Loose, moist, grayish-black, silty SAND (topsoil) and grass sod 1.0’ – 2.5’ Medium dense, light brown, silty sand with gravel (glacial till) [SM] 2.5’ – 4.0’ Very dense, light brown, silty sand with gravel (glacial till) [SM] Bottom of pit at 4.0 feet on 10/13/2021. No ground water. No caving. EP-3 Approximate elevation 431 feet 0.0’ – 1.0’ Loose, moist, grayish-black, silty SAND (topsoil) and grass sod 1.0’ – 2.5’ Medium dense, light brown, silty sand with gravel (glacial till) [SM] 2.5’ – 4.0’ Very dense, light brown, silty sand with gravel (glacial till) [SM] Bottom of pit at 4.0 feet on 10/13/2021. No ground water. No caving. IP-1 Approximate elevation 430 feet 0.0’ – 1.0’ Loose, moist, grayish-black, silty SAND (topsoil) and grass sod 1.0’ – 2.5’ Medium dense, light brown, silty sand with gravel (glacial till) [SM] 2.5’ – 3.1’ Very dense, light brown, silty sand with gravel (glacial till) [SM] Bottom of pit at 4.0 feet on 10/13/2021. No ground water. No caving. 30.02'30.02'NE 12TH STREET N87°59'46"W 2,625.71'(M)(R1)210.16'210.16'N00°15'00"W 240.18'S00°15'59"E 240.18'1,506.81'(C)(R1) 134.07'(C)(R1) W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D) FOUND PUNCH ON 1 1/2" BRASS DISK IN IN CASE DOWN 0.7' 08-30-21 UNION AVE. NEFOUND 1/8" PIN IN CONC MON IN CASE DOWN 1.5' 08-30-21MONROE AVE. NE805.92'(C)(R1) FOUND TACK IN CONC MON IN CASE DOWN 2.1' 08-30-21 MONROE AVE. NE178.91'(R1) 178.92'(M) TREE CANOPY/DRIP LINE FENCE LINE (TYPE AS NOTED)x BUILDING LINE TELEPHONE RISERTJR MONUMENT (FOUND AS NOTED) SIGN DECIDUOUS TREE CONIFEROUS TREE WATER VALVE FIRE HYDRANT HOSE BIB STORM DRAIN MANHOLE STORM CATCH BASIN SEWER MANHOLE POWER POLE/LIGHT POLE GUY ANCHOR GAS METER S D GM WV POWER OVERHEAD LINEOP SANITARY SEWER PIPESS STORM DRAIN PIPESD CONCRETE PAVING ASPHALT PAVING REBAR (FOUND AS NOTED) POST OR BOLLARD GAS VALVEGV F FIR TREE M MAPLE TREE LEGEND LEGEND (C) (M) P/L CLF CALCULATED DIMENSION MEASURED DIMENSION PROPERTY LINE CHAIN LINK FENCE WATER LINE PER RECORD DATAW(D)xxxxxxxxxxxxxxxxxxxxxxxx x x x x x x x x xxxxxxxxxxxxxxxxxxxN00°15'00"W 20.02'N87°59'46"W 20.02'QUEEN AVEWV WV 18"F 20"F 14"F 30"F 26"F 30"F S 32"F 26"F 30"F 60"MA 12"DEC 16"DEC 30"F 10"M WV TJR WMS 8"DEC(2) FOUND 1/2" REBAR AND CAP AT GRADE "MHT 9470" E. 0.1' 09-02-21 FOUND 1/2" REBAR AND CAP IN 5" X 5" CONC "MHT 9470" E. 0.1' 09-02-21 FOUND BARE 1/4" REBAR W. 0.5' 09-02-21 xxOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP5' TALL CLF x5' TALL CLF VERTICAL CURB5' TALL CLFCONC SLAB TREE CANOPY LINE (TYP) TREE CANOPY LINE (TYP) TREE CANOPY LINE (TYP)5' TALL CLFGATE5' TALL CLFCEDAR HEDGE 430 43243 2 432OPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOPOP~PIERCE AVE NEPARCEL A KING COUNTY BOUNDARY LINE ADJUSTMENT REC.NO. 9802099012 SSMH TOP 432.03 IE 427.63 (8" PVC (OUT-N) BOTTOM STRUCTURE ELEV. 427.66 NO CHANNEL SSMH TOP 434.25 8" PVC (W), 8" CONC (N), 8" CONC (S) CENTER CHANNEL ELEV. 425.43 CATCH BASIN TOP 433.33 6" CONC IE 432.30 (IN-W) 8" CMP IE 431.28 (OUT-S)SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS~SD SD SD SDSDSDSDTBM 1 TOP REBAR/CAP EL = 434.36'430.5429.8432.7430.1430.6432.1432.5432.46432.17432.92433.15433.82434.04433.84433.41433.39433.51432.44430.0431.3433.4434.7432.6431.6429.7430.3431.7430.3430.3432.6432.0N87°59'50"W 134.14'(C) 134.13'(R1) N87°59'46"W 114.15'S00°15'59"E 131.11'S00°15'00"E 111.09'430 4324344344344304 3 0 432430430 5' TALL CLF0.5' 0.6' FENCE CROSSES P/L FENCE 0.1' S. OF P/LFENCE 0.2' S. OF P/L 1.8' CONC DRIVECONC WALKTBM 2 TOP REBAR/CAP EL = 430.64' 4.8' 30.00' 30.00'W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D)W(D) CATCH BASIN TOP 433.61 6" CONC IE 432.30 (OUT-E)SSSS~30.00' 30.00' 3.3' 10.7' 9.8'REVISIONOFSHEET NO.DRAWING FILE:PROJECT NUMBER:NUMBER: SCALE: DATE:DESIGN:DRAWN:CHECKED: REVISIONS:APPD.SV-TP-OWDV01880001.dwgSave Date: Plot Date: 9/21/2021 2:46 PM 9/24/2021 10:35 AM By: Arj P:\O\OWDV01880001\0400CAD\SV\BASES\SV-TP-OWDV01880001.dwg Aaron JenningsBy: File: POR. NW 1/4, NE 1/4, SEC. 9, TWP. 23 N., RGE. 5 E., W.M. TOPOGRAPHIC SURVEY FOR SHUM PROPERTY HOI-FUNG SHUM 17723 110TH PLACE SE, RENTON, WA 98055SEPTEMBER 24, 2021ARJ1"=10'OWDV0188-0000111® 20300 Woodinville Snohomish Rd. NE, Ste A Woodinville Washington 98072 Phone: 425.415.2000 NORTH 1. INSTRUMENTATION FOR THIS SURVEY WAS A TRIMBLE TOTAL STATION. PROCEDURES USED IN THIS SURVEY WERE FIELD TRAVERSE, MEETING OR EXCEEDING STANDARDS SET BY WAC 332-130-090. 2. PRIMARY CONTROL POINTS AND ACCESSIBLE MONUMENT POSITIONS WERE FIELD MEASURED UTILIZING GLOBAL POSITIONING SYSTEM (GPS) SURVEY TECHNIQUES USING TRIMBLE EQUIPMENT. MONUMENT POSITIONS THAT WERE NOT DIRECTLY OBSERVED USING GPS SURVEY TECHNIQUES WERE TIED INTO THE CONTROL POINTS UTILIZING TRIMBLE ELECTRONIC TOTAL STATIONS FOR THE MEASUREMENT OF BOTH ANGLES AND DISTANCES. THIS SURVEY MEETS OR EXCEEDS THE STANDARDS SET BY WAC 332-130-090. 3. THE INFORMATION DEPICTED ON THIS MAP REPRESENTS THE RESULTS OF A SURVEY MADE ON SEPTEMBER 3, 2021 AND CAN ONLY BE CONSIDERED AS INDICATING THE GENERAL CONDITION EXISTING AT THAT TIME. 4. NO EASEMENTS, RESTRICTIONS OR RESERVATION OF RECORD WHICH WOULD BE DISCLOSED BY TITLE REPORT ARE SHOWN. 5. CONTOUR INTERVAL: 2 FOOT PARCEL A OF KING COUNTY BOUNDARY LINE ADJUSTMENT, RECORDED UNDER RECORDING NO. 9802099012, RECORDS OF KING COUNTY, WASHINGTON. NAVD 88 BASED ON GPS OBSERVATIONS. SITE BENCH MARKS: TBM 1: TOP OF REBAR AND CAP, SET IN ASPH DRIVE, 46'± SW OF SW CORNER OF SUBJECT PROPERTY ON SITE AS SHOWN ELEVATION = 434.36' TBM 2: TOP OF REBAR AND CAP, SET IN MIDDLE OF SUBJECT PROPERTY AS SHOWN ELEVATION = 430.64' EROF GI E OY D U Call: TOLL FREE 1-800-424-5555CLLABCALL BEFORE YOU DIG 1. KING COUNTY BOUNDARY LINE ADJUSTMENT, RECORDED UNDER RECORDING NO. 9802099012, RECORDS OF KING COUNTY, WASHINGTON. 09-24-21 EP-1 EP-2 EP-3 IP-1 GARY A. FLOWERS, PLLC PROJECT NO. 21021 SHUM PARCEL - 1157 QUEEN AVE NE Appendix E Construction Stormwater Pollution Prevention Plan (CSWPPP) CESCL REQUIREMENT A Certified Erosion and Sediment Control Specialist shall be identified in the Construction SWPPP and shall be onsite or oncall at all times. Certification may be obtained by an approved training program that meets the erosion and sediment control training criteria established by Ecology. If a preconstruction meeting is held, this person shall attend. See attached BMPC160 Certified Erosion and Sediment Control Lead (CESCL) CESCL___________________TBD____________ 24hr Contact number:______ TBD____________ Fax number:______________ TBD____________ Address:_________________ TBD_________ __ _________________________________________ _________________________________________ ELEMENT 1: MARK CLEARING LIMITS Prior to beginning land disturbing activities, including clearing and grading, all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area should be clearly marked, both in the field and on the plans, to prevent damage and offsite impacts. Plastic, metal, or stake wire fence may be used to mark the clearing limits. The duff layer, native topsoil, and natural vegetation shall be retained in an undisturbed state to the maximum extent practicable. If it is not practicable to retain the duff layer in place, it should be stockpiled onsite, covered to prevent erosion, and replaced immediately upon completion of the ground disturbing activities. Element #1 BMP Description X C101 Preserving Natural Vegetation X C102 Buffer Zones X C103 High Visibility Plastic or Metal Fence X C104 Stake and Wire Fence Construction and silt fencing will be used to delineate the limits of clearing for the project. ELEMENT 2: ESTABLISH CONSTRUCTION ACCESS Construction vehicle access and exit shall be limited to one route if possible. Access points shall be stabilized with quarry spalls or crushed rock to minimize the tracking of sediment onto public roads. Wheel wash or tire baths should be located onsite, if applicable. Public roads shall be cleaned thoroughly as needed to protect stormwater infrastructure and downstream water resources. Sediment shall be removed from roads by shoveling or pickup sweeping and shall be transported to a controlled sediment disposal area. Street washing will be allowed only after sediment is removed in this manner. Street wash wastewater shall be controlled by pumping back onsite, or otherwise be prevented from discharging untreated into systems tributary to state surface waters. Element #2 BMP Description X C105 Stabilized Construction Entrance C106 Wheel Wash C107 Construction Road/Parking Area Stabilization The proposed construction accesses will be on Pierce Ave NE, on the western side of the property. ELEMENT 3: CONTROL FLOW RATES Properties and waterways downstream from development sites shall be protected from erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site, as required by local plan approval authority. Downstream analysis is necessary if changes in flows could impair or alter conveyance systems, stream banks, bed sediment or aquatic habitat. See Chapter 3 for offsite analysis guidance. Where necessary to comply with Minimum Requirement #7, stormwater retention/detention facilities shall be constructed as one of the first steps in grading. Detention facilities shall be functional prior to construction of site improvements (e.g. impervious surfaces). The local permitting agency may require pond designs that provide additional or different stormwater flow control if necessary to address local conditions or to protect properties and waterways downstream from erosion due to increases in the volume, velocity, and peak flow rate of stormwater runoff from the project site. If permanent infiltration ponds are used for flow control during construction, these facilities shall be protected from siltation during the construction phase and plans made for restoration after construction. Element #3 BMP Description C240 Sediment Trap C241 Temporary Sediment Pond The project area is less than 1 acre, and silt fencing will be utilized. ELEMENT 4: INSTALL SEDIMENT CONTROLS Prior to leaving a construction site, or prior to discharge to an infiltration facility, stormwater runoff from disturbed areas shall pass through a sediment pond or other appropriate sediment removal BMP. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard of Element #3, bullet #1. Full stabilization means concrete or asphalt paving; quarry spalls used as ditch lining; or the use of rolled erosion products, a bonded fiber matrix product, or vegetative cover in a manner that will fully prevent soil erosion. The local permitting authority should inspect and approve areas stabilized by means other than pavement or quarry spalls. Sediment ponds, vegetated buffer strips, sediment barriers or filters, dikes, and other BMP’s intended to trap sediment onsite shall be constructed as one of the first steps in grading. These BMP’s shall be functional before other land disturbing activities take place. Earthen structures such as dams, dikes, and diversions shall be seeded and mulched according to the timing indicated in Element #5. BMPs intended to trap sediment on site must be located in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off-channel areas or drainages, often during nonstorm events, in response to rain event changes in stream elevation or wetted area. Element #4 BMP Description C230 Straw Bale Barrier C231 Brush Barrier C232 Gravel Filter Berm X C233 Silt Fence C234 Vegetated Strip C235 Straw Wattles C240 Sediment Trap C241 Temporary Sediment Pond C250 Construction Stormwater Chemical Treatment C251 Construction Stormwater Filtration The proposed sediment control measures are provided on Sheet C2.0 – Demolition and TESC Plan. At minimum, the project will be required to have downstream protection (compost socks, silt fencing, or equivalent), inlet protection, and appropriate cover measures. The proposed plan is intended as guidance and the Contractor shall be responsible for implementing and maintaining appropriate sediment controls based on changing site conditions. ELEMENT 5: STABILIZE SOILS All exposed and unworked soils shall be stabilized by application of effective BMPs that protect the soil from the erosive forces of raindrop impact, flowing water, and wind. Soils shall be stabilized as outlined below, where downstream water resources or stormwater infrastructure may be negatively affected by sediments (i.e., runoff discharges off the development site). From October 1 through April 30, no soils shall remain exposed and unworked for more than 2 days. From May 1 to September 30, no soils shall remain exposed and unworked for more than 7 days. This condition applies to all onsite soils, whether at final grade or not. The local permitting authority may adjust these time limits if it can be shown that a development site's erosion or runoff potential justifies a different standard. Applicable practices include, but are not limited to, compost addition, temporary and permanent seeding, sodding, mulching, plastic covering, soil application of polyacrylamide (PAM), early application of gravel base on areas to be paved, and dust control. Soil stabilization measures selected should be appropriate for the time of year, site conditions, estimated duration of use, and potential water quality impacts that stabilization agents may have on downstream waters or ground water. Soil stockpiles must be stabilized from erosion, protected with sediment-trapping measures, and located away from storm drains, waterways, or drainage channels. Work on linear construction sites and activities, including right-of-way and easement clearing, roadway development, pipelines, and trenching for utilities, shall not exceed the capability of the individual contractor for his portion of the project to install the bedding materials, roadbeds, structures, pipelines, and/or utilities, and to re-stabilize the disturbed soils, in compliance with the applicable 2-day or 7-day criterion listed above. Element #5 BMP Description C120 Temporary and Permanent Seeding C121 Mulching C122 Nets and Blankets X C123 Plastic Covering C124 Sodding C125 Topsoiling C126 Polyacrylamide for Soil Erosion Protection C130 Surface Roughening C131 Gradient Terraces C140 Dust Control X C180 Small Project Construction Stormwater Pollution Prevention Temporary and permanent cover measures shall be provided based upon plans and Contractor’s discretion per site conditions during construction. ELEMENT 6: PROTECT SLOPES Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. Consider soil type and its potential for erosion. Reduce slope runoff velocities by reducing the continuous length of slope with terracing and diversions, reduce slope steepness, and roughen slope surface. Offsite stormwater (run-on) shall be diverted away from slopes and disturbed areas with interceptor dikes and swales. Offsite stormwater should be managed separately from stormwater generated on the site. To prevent erosion, at the top of slopes collect drainage in pipe slope drains or protected channels. Temporary pipe slope drains shall handle the peak flow from a 10-year, 24- hour event; permanent slope drains shall be sized for a 25-year, 24-hour event. Check dams shall be used within channels that are cut down a slope. Provide drainage to remove ground water intersecting the slope surface of exposed soil areas. Stabilize soils on slopes, as specified in Element #5. Element #6 BMP Description C120 Temporary and Permanent Seeding C130 Surface Roughening C131 Gradient Terraces C200 Interceptor Dike and Swale C201 Grass-Lined Channels C204 Pipe Slope Drains C205 Subsurface Drains C206 Level Spreader C207 Check Dams C208 Triangular Silt Dike The Contractor shall be responsible for protecting and stabilizing site slopes as required. ELEMENT 7: PROTECT DRAIN INLETS As needed to protect stormwater infrastructure and downstream water resources, all storm drain inlets made operable during construction shall be protected so that stormwater runoff shall not enter the conveyance system without first being filtered or treated to remove sediment. All approach roads shall be kept clean, and all sediment and street wash water shall not be allowed to enter storm drains without prior and adequate treatment, unless treatment is provided before the storm drain discharges to waters of the State. Element #7 BMP Description X C220 Storm Drain Inlet Protection Both existing and proposed drain inlets shall be protected as required. ELEMENT 8: STABILIZE CHANNELS AND OUTLETS All temporary onsite conveyance channels shall be designed, constructed and stabilized to prevent erosion from the peak 10-minute flow velocity from a Type 1A 10-year 24- hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream reaches shall be provided at the outlets of all conveyance systems. Element #8 BMP Description C202 Channel Lining C209 Outlet Protection None required. ELEMENT 9: CONTROL POLLUTANTS All pollutants, including waste materials and demolition debris that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non-inert wastes present on the site (see Chapter 173-304 WAC for the definition of inert waste). Onsite fueling tanks shall include secondary containment. Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de-greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Report all spills to 911. Emergency repairs may be performed onsite using temporary plastic placed beneath and, if raining, over the vehicle. Wheel wash, or tire bath wastewater, shall be discharged to a separate onsite treatment system or to the sanitary sewer if allowed by the local wastewater authority. Application of agricultural chemicals, including fertilizers and pesticides, shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' label recommendations shall be followed for application rates and procedures. Management of pH-modifying sources shall prevent contamination of runoff and stormwater collected on the site. These sources include, but are not limited to, bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Construction sites with significant concrete work shall adjust the pH of stormwater if necessary to prevent violations of water quality standards. Element #9 BMP Description X C151 Concrete Handling X C152 Sawcutting and Surfacing Pollution Prevention The Contractor shall be responsible for controlling pollutants from construction activities off the project site. ELEMENT 10: CONTROL DE-WATERING All foundation, vault, and trench de-watering water, which has similar characteristics to stormwater runoff at the site, shall be discharged into a controlled conveyance system, prior to discharge to a sediment trap or sediment pond. Channels must be stabilized, as specified in Element #8. Clean, non-turbid de-watering water, such as well-point ground water, can be discharged to systems tributary to state surface waters, as specified in Element #8, provided the de- watering flow does not cause erosion or flooding of the receiving waters. These clean waters should not be routed through sediment ponds with stormwater. Highly turbid or otherwise contaminated dewatering water, such as from construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam, shall be handled separately from stormwater at the site. Other disposal options, depending on site constraints, may include: 1) infiltration, 2) transport offsite in vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters, 3) onsite treatment using chemical treatment or other suitable treatment technologies, or 4) sanitary sewer discharge with local sewer district approval. The Contractor shall be responsible for discharging de-watering water in an appropriate manner. ELEMENT 11: MAINTAIN BMP’S All temporary and permanent erosion and sediment control BMP’s shall be maintained and repaired as needed to assure continued performance of their intended function. All maintenance and repair shall be conducted in accordance with BMP’s. Sediment control BMP’s shall be inspected weekly or after a runoff-producing storm event during the dry season and daily during the wet season. All temporary erosion and sediment control BMP’s shall be removed within 30 days after final site stabilization is achieved or after the temporary BMP’s are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal of BMP’s or vegetation shall be permanently stabilized. The Contractor shall be responsible for maintaining BMPs to assure performance of their intended function. ELEMENT 12: MANAGE THE PROJECT Phasing of Construction - Development projects shall be phased where feasible in order to prevent soil erosion and, to the maximum extent practicable, the transport of sediment from the project site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities for any phase. Clearing and grading activities for developments shall be permitted only if conducted pursuant to an approved site development plan (e.g., subdivision approval) that establishes permitted areas of clearing, grading, cutting, and filling. When establishing these permitted clearing and grading areas, consideration should be given to minimizing removal of existing trees and minimizing disturbance/compaction of native soils except as needed for building purposes. These permitted clearing and grading areas and any other areas required to preserve critical or sensitive areas, buffers, native growth protection easements, or tree retention areas as may be required by local jurisdictions, shall be delineated on the site plans and the development site. All plats shall include lot-specific grading plans, including information specified by the local permitting authority such as finished grades, finished floor elevations, buildable areas, and identified drainage outlets. This information would normally be submitted with the construction drawings, but may be required prior to preliminary plat approval. Seasonal Work Limitations From October 1 through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt-laden runoff will be prevented from leaving the construction site through a combination of the following: 1. Site conditions including existing vegetative coverage, slope, soil type and proximity to receiving waters; and 2. Limitations on activities and the extent of disturbed areas; and 3. Proposed erosion and sediment control measures. Based on the information provided, and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. If, during the course of any construction activity or soil disturbance during the seasonal limitation period, silt-laden runoff leaving the construction site causes a violation of the surface water quality standard or if clearing and grading limits or erosion and sediment control measures shown in the approved plan are not maintained, the local permitting authority may take enforcement action, including but not limited to a notice of violation, administrative order, fine/penalty, stop-work order, or correction notice. The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMP’s; 2. Routine maintenance of public facilities or existing utility structures that do not (a) expose the soil or (b) result in the removal of the soil's vegetative cover; and Self- contained project sites, where there is complete infiltration of the water quality design event runoff within the site. 3. Local governments may restrict clearing and grading activities where site conditions may present a significant risk of impact to property or critical areas. Contact the local permitting authority for information on specific site restrictions. In Olympia, except where approved chemical treatment, full dispersion or infiltration is practiced, clearing, grading, and other soil disturbing activities are prohibited in all watersheds November through February, and in Green Cove, Percival, Woodard, and Ellis Creek watersheds between October through April. Coordination with Utilities and Other Contractors The primary project proponent shall evaluate, with input from utilities and other contractors, the stormwater management requirements for the entire project, including the utilities, when preparing the Construction SWPPP. Inspection and Monitoring All BMP’s shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The person shall have the skills to (1) assess site conditions and construction activities that could impact stormwater runoff quality, and (2) assess erosion and sediment control measure effectiveness. A Certified Erosion and Sediment Control Specialist shall be identified in the construction SWPPP and shall be onsite or on-call at all times. Certification may be obtained an approved training program that meets the erosion and sediment control training criteria established by Ecology. If a pre-construction meeting is held, this person shall attend. Sampling and analysis of the stormwater discharges from a construction site may be necessary on a case-by-case basis to ensure compliance with standards. Monitoring and reporting requirements may be established by the local permitting authority when necessary. The following discharge standard applies: Runoff leaving the construction site shall be free of settle able solids, as measured with an Imhoff Cone and in accordance with Standard Methods for the Examination of Water and Wastewater, most recent edition, American Water Works Association. "Free of settle able solids" shall be defined as measuring less than 2.5 mL/L/hr, for storms up to the water quality design event.1 The following surface water standard applies: 1. For storms up to the water quality design event, turbidity downstream of a construction site may not increase more than 5 NTU, if upstream turbidity is 50 NTU or less, and may not increase more than 10 percent, if upstream turbidity is over 50 NTU. To the extent practicable, samples should be taken far enough downstream so that the construction site discharge has been well-mixed with the surface water. 2. Whenever inspection and/or monitoring reveals that the BMP’s identified in the Construction SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMP’s or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP - The SWPPP shall be retained onsite or within reasonable access to the site. The SWPPP shall be updated within 7 days to reflect any significant changes in the design, construction, operation, or maintenance at the construction site that have, or could have, a significant effect on the discharge of pollutants to waters of the state. The SWPPP shall be updated within 7 days if during inspections or investigations by site staff or local or state officials, it is determined that the SWPPP is ineffective in controlling pollutants such that applicable discharge or surface water standards violations are apparent. The objective is to control erosion and prevent sediment and other pollutants from leaving the site during the construction phase of a project. The Contractor shall be responsible for managing the construction phase of the project within reasonable applications of the guidelines of this section and the SWPPP. Appendix F City of Renton Bond Quantity Worksheet 1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date Prepared: Name: PE Registration No: Firm Name: Firm Address: Phone No. Email Address: Project Name: Project Owner: CED Plan # (LUA): Phone: CED Permit # (C):Address: Site Address: Street Intersection: Addt'l Project Owner: Parcel #(s): Phone: Address: Clearing and grading greater than or equal to 5,000 board feet of timber? Yes/No:NO Water Service Provided by: If Yes, Provide Forest Practice Permit #:Sewer Service Provided by: N/AAbbreviated Legal Description: BRENTWOOD PARK ADD LOT A LESS N 210 FT - PARCEL A OF CITY OF RENTON LOT LINE ADJUSTMENT NO LUA 97-168 LLA RECORDING NO 9802099012 N/A 1157 Queen Ave NE 17723 110th Pl. SE N/APierce Ave NE & Queen Ave NE C22005922 LUA22-000017, SHPL-A, MOD N/A 5/23/2023 Prepared by: FOR APPROVALProject Phase 1 schwin@patrickharron.com Schwin Chaosilapakul 43640 Patrick Harron & Associates 14900 Interurban Ave S., Ste. 279, Seattle, WA 206-674-4659 SITE IMPROVEMENT BOND QUANTITY WORKSHEET PROJECT INFORMATION CITY OF RENTON CITY OF RENTON N/A Engineer Stamp Required (all cost estimates must have original wet stamp and signature) Clearing and Grading Utility Providers N/A Project Location and Description Project Owner Information Shum Short Plat Renton, WA 98005 106570-0100 Hoi-Fung Shum Page 2 of 15 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 10.1% Total Estimated Construction Costs E A + B + C + D 235,462.50$ Estimated Civil Construction Permit - Construction Costs2 Stormwater (Drainage)C 84,835.79$ As outlined in City Ordinance No. 4345, 50% of the plan review and inspection fees are to be paid at Permit Submittal. The balance is due at Permit Issuance. Significant changes or additional review cycles (beyond 3 cycles) during the review process may result in adjustments to the final review fees. Roadway (Erosion Control + Transportation)D 129,344.38$ Water A 7,486.80$ Wastewater (Sanitary Sewer)B 13,795.53$ 2 All prices include labor, equipment, materials, overhead, profit, and taxes. City of Renton Sales Tax is: 1 Select the current project status/phase from the following options: For Approval - Preliminary Data Enclosed, pending approval from the City; For Construction - Estimated Data Enclosed, Plans have been approved for contruction by the City; Project Closeout - Final Costs and Quantities Enclosed for Project Close-out Submittal Page 3 of 15 Ref 8-H Bond Quantity Worksheet SECTION I PROJECT INFORMATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Unit Reference #Price Unit Quantity CostBackfill & compaction-embankment ESC-1 7.50$ CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 90.00$ Each Catch Basin Protection ESC-3 145.00$ Each 11 1,595.00Crushed surfacing 1 1/4" minus ESC-4 WSDOT 9-03.9(3)110.00$ CY Ditching ESC-5 10.50$ CY Excavation-bulk ESC-6 2.30$ CY Fence, silt ESC-7 SWDM 5.4.3.1 5.00$ LF 365 1,825.00 Fence, Temporary (NGPE)ESC-8 1.75$ LF Geotextile Fabric ESC-9 3.00$ SY Hay Bale Silt Trap ESC-10 0.60$ Each Hydroseeding ESC-11 SWDM 5.4.2.4 0.90$ SY Interceptor Swale / Dike ESC-12 1.15$ LF Jute Mesh ESC-13 SWDM 5.4.2.2 4.00$ SY Level Spreader ESC-14 2.00$ LF Mulch, by hand, straw, 3" deep ESC-15 SWDM 5.4.2.1 2.90$ SY Mulch, by machine, straw, 2" deep ESC-16 SWDM 5.4.2.1 2.30$ SY 1940 4,462.00Piping, temporary, CPP, 6"ESC-17 13.75$ LF Piping, temporary, CPP, 8"ESC-18 16.00$ LF Piping, temporary, CPP, 12"ESC-19 20.50$ LF Plastic covering, 6mm thick, sandbagged ESC-20 SWDM 5.4.2.3 4.60$ SY Rip Rap, machine placed; slopes ESC-21 WSDOT 9-13.1(2)51.00$ CY Rock Construction Entrance, 50'x15'x1'ESC-22 SWDM 5.4.4.1 2,050.00$ Each Rock Construction Entrance, 100'x15'x1'ESC-23 SWDM 5.4.4.1 3,675.00$ Each 1 3,675.00 Sediment pond riser assembly ESC-24 SWDM 5.4.5.2 2,525.00$ Each Sediment trap, 5' high berm ESC-25 SWDM 5.4.5.1 22.00$ LF Sed. trap, 5' high, riprapped spillway berm section ESC-26 SWDM 5.4.5.1 80.00$ LF Seeding, by hand ESC-27 SWDM 5.4.2.4 1.15$ SY Sodding, 1" deep, level ground ESC-28 SWDM 5.4.2.5 9.20$ SY Sodding, 1" deep, sloped ground ESC-29 SWDM 5.4.2.5 11.50$ SY TESC Supervisor ESC-30 125.00$ HR 40 5,000.00Water truck, dust control ESC-31 SWDM 5.4.7 160.00$ HR Unit Reference #Price Unit Quantity Cost EROSION/SEDIMENT SUBTOTAL:16,557.00 SALES TAX @ 10.1%1,672.26 EROSION/SEDIMENT TOTAL:18,229.26 (A) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR EROSION & SEDIMENT CONTROL Description No. (A) WRITE-IN-ITEMS Page 4 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.a EROSION_CONTROL Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.CostGENERAL ITEMS Backfill & Compaction- embankment GI-1 7.00$ CY 160 1,120.00 20 140.00 570 3,990.00 Backfill & Compaction- trench GI-2 10.25$ CY 240 2,460.00 60 615.00 60 615.00 Clear/Remove Brush, by hand (SY)GI-3 1.15$ SY Bollards - fixed GI-4 275.00$ Each Bollards - removable GI-5 520.00$ Each Clearing/Grubbing/Tree Removal GI-6 11,475.00$ Acre 0.14 1,606.50 0.04 459.00 0.3 3,442.50 Excavation - bulk GI-7 2.30$ CY 260 598.00 Excavation - Trench GI-8 5.75$ CY 365 2,098.75 85 488.75 80 460.00 Fencing, cedar, 6' high GI-9 23.00$ LF Fencing, chain link, 4'GI-10 44.00$ LF Fencing, chain link, vinyl coated, 6' high GI-11 23.00$ LF Fencing, chain link, gate, vinyl coated, 20' GI-12 1,600.00$ Each Fill & compact - common barrow GI-13 28.75$ CY 50 1,437.50 10 287.50 10 287.50 Fill & compact - gravel base GI-14 31.00$ CY Fill & compact - screened topsoil GI-15 44.75$ CY Gabion, 12" deep, stone filled mesh GI-16 74.50$ SY Gabion, 18" deep, stone filled mesh GI-17 103.25$ SY Gabion, 36" deep, stone filled mesh GI-18 172.00$ SY Grading, fine, by hand GI-19 2.90$ SY Grading, fine, with grader GI-20 2.30$ SY 680 1,564.00 200 460.00 1470 3,381.00 Monuments, 3' Long GI-21 1,025.00$ Each Sensitive Areas Sign GI-22 8.00$ Each Sodding, 1" deep, sloped ground GI-23 9.25$ SY Surveying, line & grade GI-24 975.00$ Day 1 975.00 0.5 487.50 1.5 1,462.50 Surveying, lot location/lines GI-25 2,050.00$ Acre 0.14 287.00 0.04 82.00 0.3 615.00 Topsoil Type A (imported)GI-26 32.75$ CY Traffic control crew ( 2 flaggers )GI-27 137.75$ HR Trail, 4" chipped wood GI-28 9.15$ SY Trail, 4" crushed cinder GI-29 10.25$ SY Trail, 4" top course GI-30 13.75$ SY Conduit, 2"GI-31 5.75$ LF Wall, retaining, concrete GI-32 63.00$ SF Wall, rockery GI-33 17.25$ SF SUBTOTAL THIS PAGE:11,548.75 3,019.75 14,851.50 (B)(C)(D)(E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) Page 5 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) ROAD IMPROVEMENT/PAVEMENT/SURFACINGAC Grinding, 4' wide machine < 1000sy RI-1 34.50$ SY AC Grinding, 4' wide machine 1000-2000sy RI-2 18.25$ SY AC Grinding, 4' wide machine > 2000sy RI-3 11.50$ SY AC Removal/Disposal RI-4 40.00$ SY 80 3,200.00 Barricade, Type III ( Permanent )RI-5 64.25$ LF Guard Rail RI-6 34.50$ LF Curb & Gutter, rolled RI-7 19.50$ LF Curb & Gutter, vertical RI-8 14.25$ LF 130 1,852.50 Curb and Gutter, demolition and disposal RI-9 20.50$ LF Curb, extruded asphalt RI-10 6.25$ LF Curb, extruded concrete RI-11 8.00$ LF 124 992.00 Sawcut, asphalt, 3" depth RI-12 3.00$ LF 320 960.00 Sawcut, concrete, per 1" depth RI-13 5.00$ LF Sealant, asphalt RI-14 2.25$ LF Shoulder, gravel, 4" thick RI-15 17.25$ SY Sidewalk, 4" thick RI-16 43.50$ SY 75 3,262.50 70 3,045.00 Sidewalk, 4" thick, demolition and disposal RI-17 37.00$ SY Sidewalk, 5" thick RI-18 47.00$ SY Sidewalk, 5" thick, demolition and disposal RI-19 46.00$ SY Sign, Handicap RI-20 97.00$ Each Striping, per stall RI-21 8.00$ Each Striping, thermoplastic, ( for crosswalk )RI-22 3.50$ SF Striping, 4" reflectorized line RI-23 0.55$ LF Additional 2.5" Crushed Surfacing RI-24 4.15$ SY HMA 1/2" Overlay 1.5" RI-25 16.00$ SY HMA 1/2" Overlay 2"RI-26 20.75$ SY HMA Road, 2", 4" rock, First 2500 SY RI-27 32.25$ SY 440 14,190.00 HMA Road, 2", 4" rock, Qty. over 2500SY RI-28 24.00$ SY HMA Road, 4", 6" rock, First 2500 SY RI-29 51.75$ SY HMA Road, 4", 6" rock, Qty. over 2500 SY RI-30 42.50$ SY HMA Road, 4", 4.5" ATB RI-31 43.50$ SY Gravel Road, 4" rock, First 2500 SY RI-32 17.25$ SY Gravel Road, 4" rock, Qty. over 2500 SY RI-33 11.50$ SY Thickened Edge RI-34 10.00$ LF SUBTOTAL THIS PAGE:24,457.00 3,045.00 (B)(C)(D)(E) Page 6 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR STREET AND SITE IMPROVEMENTS Quantity Remaining (Bond Reduction) (B)(C) PARKING LOT SURFACING No.2" AC, 2" top course rock & 4" borrow PL-1 24.00$ SY 2" AC, 1.5" top course & 2.5" base course PL-2 32.00$ SY 4" select borrow PL-3 5.75$ SY 1.5" top course rock & 2.5" base course PL-4 16.00$ SY SUBTOTAL PARKING LOT SURFACING: (B)(C)(D)(E) LANDSCAPING & VEGETATION No.Street Trees LA-1 Median Landscaping LA-2 Right-of-Way Landscaping LA-3 140 Wetland Landscaping LA-4 SUBTOTAL LANDSCAPING & VEGETATION: (B)(C)(D)(E) TRAFFIC & LIGHTING No.Signs TR-1 Street Light System ( # of Poles)TR-2 Traffic Signal TR-3 Traffic Signal Modification TR-4 SUBTOTAL TRAFFIC & LIGHTING: (B)(C)(D)(E) WRITE-IN-ITEMSLandscaping - Pierce Ave NE 5,000.00$ LS 1 5,000.00 Landscaping - Queen Ave NE 10,000.00$ LS 1 10,000.00 Landscaping - Onsite 29,000.00$ LS 1 29,000.00 SUBTOTAL WRITE-IN ITEMS:10,000.00 5,000.00 29,000.00 STREET AND SITE IMPROVEMENTS SUBTOTAL:46,005.75 11,064.75 43,851.50 SALES TAX @ 10.1%4,646.58 1,117.54 4,429.00 STREET AND SITE IMPROVEMENTS TOTAL:50,652.33 12,182.29 48,280.50 (B)(C)(D)(E) Page 7 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.b TRANSPORTATION Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost DRAINAGE (CPE = Corrugated Polyethylene Pipe, N12 or Equivalent) For Culvert prices, Average of 4' cover was assumed. Assume perforated PVC is same price as solid pipe.) Access Road, R/D D-1 30.00$ SY * (CBs include frame and lid) Beehive D-2 103.00$ Each Through-curb Inlet Framework D-3 460.00$ Each CB Type I D-4 1,725.00$ Each 3 5,175.00 1 1,725.00 CB Type IL D-5 2,000.00$ Each CB Type II, 48" diameter D-6 3,500.00$ Each 2 7,000.00 for additional depth over 4' D-7 550.00$ FT 4 2,200.00 CB Type II, 54" diameter D-8 4,075.00$ Each 1 4,075.00 for additional depth over 4'D-9 570.00$ FT 7 3,990.00 CB Type II, 60" diameter D-10 4,225.00$ Each for additional depth over 4'D-11 690.00$ FT CB Type II, 72" diameter D-12 6,900.00$ Each for additional depth over 4'D-13 975.00$ FT CB Type II, 96" diameter D-14 16,000.00$ Each for additional depth over 4'D-15 1,050.00$ FT Trash Rack, 12"D-16 400.00$ Each Trash Rack, 15"D-17 470.00$ Each Trash Rack, 18"D-18 550.00$ Each Trash Rack, 21"D-19 630.00$ Each Cleanout, PVC, 4"D-20 170.00$ Each Cleanout, PVC, 6"D-21 195.00$ Each Cleanout, PVC, 8"D-22 230.00$ Each Culvert, PVC, 4" D-23 11.50$ LF 50 575.00 Culvert, PVC, 6" D-24 15.00$ LF 31 465.00 25 375.00 Culvert, PVC, 8" D-25 17.00$ LF Culvert, PVC, 12" D-26 26.00$ LF 416 10,816.00 33 858.00 Culvert, PVC, 15" D-27 40.00$ LF Culvert, PVC, 18" D-28 47.00$ LF Culvert, PVC, 24"D-29 65.00$ LF Culvert, PVC, 30" D-30 90.00$ LF Culvert, PVC, 36" D-31 150.00$ LF Culvert, CMP, 8"D-32 22.00$ LF Culvert, CMP, 12"D-33 33.00$ LF SUBTOTAL THIS PAGE:25,656.00 11,598.00 (B)(C)(D)(E) Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Page 8 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued)Culvert, CMP, 15"D-34 40.00$ LF Culvert, CMP, 18"D-35 47.00$ LF Culvert, CMP, 24"D-36 64.00$ LF Culvert, CMP, 30"D-37 90.00$ LF Culvert, CMP, 36"D-38 150.00$ LF 164 24,600.00 Culvert, CMP, 48"D-39 218.00$ LF Culvert, CMP, 60"D-40 310.00$ LF Culvert, CMP, 72"D-41 400.00$ LF Culvert, Concrete, 8"D-42 48.00$ LF Culvert, Concrete, 12"D-43 55.00$ LF Culvert, Concrete, 15"D-44 89.00$ LF Culvert, Concrete, 18"D-45 100.00$ LF Culvert, Concrete, 24"D-46 120.00$ LF Culvert, Concrete, 30"D-47 145.00$ LF Culvert, Concrete, 36"D-48 175.00$ LF Culvert, Concrete, 42"D-49 200.00$ LF Culvert, Concrete, 48"D-50 235.00$ LF Culvert, CPE Triple Wall, 6" D-51 16.00$ LF Culvert, CPE Triple Wall, 8" D-52 18.00$ LF Culvert, CPE Triple Wall, 12" D-53 27.00$ LF Culvert, CPE Triple Wall, 15" D-54 40.00$ LF Culvert, CPE Triple Wall, 18" D-55 47.00$ LF Culvert, CPE Triple Wall, 24" D-56 64.00$ LF Culvert, CPE Triple Wall, 30" D-57 90.00$ LF Culvert, CPE Triple Wall, 36" D-58 149.00$ LF Culvert, LCPE, 6"D-59 69.00$ LF Culvert, LCPE, 8"D-60 83.00$ LF Culvert, LCPE, 12"D-61 96.00$ LF Culvert, LCPE, 15"D-62 110.00$ LF Culvert, LCPE, 18"D-63 124.00$ LF Culvert, LCPE, 24"D-64 138.00$ LF Culvert, LCPE, 30"D-65 151.00$ LF Culvert, LCPE, 36"D-66 165.00$ LF Culvert, LCPE, 48"D-67 179.00$ LF Culvert, LCPE, 54"D-68 193.00$ LF SUBTOTAL THIS PAGE:24,600.00 (B)(C)(D)(E) Page 9 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES DRAINAGE (Continued)Culvert, LCPE, 60"D-69 206.00$ LF Culvert, LCPE, 72"D-70 220.00$ LF Culvert, HDPE, 6"D-71 48.00$ LF Culvert, HDPE, 8"D-72 60.00$ LF Culvert, HDPE, 12"D-73 85.00$ LF Culvert, HDPE, 15"D-74 122.00$ LF Culvert, HDPE, 18"D-75 158.00$ LF Culvert, HDPE, 24"D-76 254.00$ LF Culvert, HDPE, 30"D-77 317.00$ LF Culvert, HDPE, 36"D-78 380.00$ LF Culvert, HDPE, 48"D-79 443.00$ LF Culvert, HDPE, 54"D-80 506.00$ LF Culvert, HDPE, 60"D-81 570.00$ LF Culvert, HDPE, 72"D-82 632.00$ LF Pipe, Polypropylene, 6"D-83 96.00$ LF Pipe, Polypropylene, 8"D-84 100.00$ LF Pipe, Polypropylene, 12"D-85 100.00$ LF Pipe, Polypropylene, 15"D-86 103.00$ LF Pipe, Polypropylene, 18"D-87 106.00$ LF Pipe, Polypropylene, 24"D-88 119.00$ LF Pipe, Polypropylene, 30"D-89 136.00$ LF Pipe, Polypropylene, 36"D-90 185.00$ LF Pipe, Polypropylene, 48"D-91 260.00$ LF Pipe, Polypropylene, 54"D-92 381.00$ LF Pipe, Polypropylene, 60"D-93 504.00$ LF Pipe, Polypropylene, 72"D-94 625.00$ LF Culvert, DI, 6"D-95 70.00$ LF Culvert, DI, 8"D-96 101.00$ LF Culvert, DI, 12"D-97 121.00$ LF Culvert, DI, 15"D-98 148.00$ LF Culvert, DI, 18"D-99 175.00$ LF Culvert, DI, 24"D-100 200.00$ LF Culvert, DI, 30"D-101 227.00$ LF Culvert, DI, 36"D-102 252.00$ LF Culvert, DI, 48"D-103 279.00$ LF Culvert, DI, 54"D-104 305.00$ LF Culvert, DI, 60"D-105 331.00$ LF Culvert, DI, 72"D-106 357.00$ LF SUBTOTAL THIS PAGE: (B)(C)(D)(E) Page 10 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES Specialty Drainage ItemsDitching SD-1 10.90$ CY Flow Dispersal Trench (1,436 base+)SD-3 32.00$ LF French Drain (3' depth)SD-4 30.00$ LF Geotextile, laid in trench, polypropylene SD-5 3.40$ SY 341 1,159.40 Mid-tank Access Riser, 48" dia, 6' deep SD-6 2,300.00$ Each Pond Overflow Spillway SD-7 18.25$ SY Restrictor/Oil Separator, 12"SD-8 1,320.00$ Each 1 1,320.00 Restrictor/Oil Separator, 15"SD-9 1,550.00$ Each Restrictor/Oil Separator, 18"SD-10 1,950.00$ Each Riprap, placed SD-11 48.20$ CY Tank End Reducer (36" diameter)SD-12 1,375.00$ Each Infiltration pond testing SD-13 143.00$ HR Permeable Pavement SD-14 Permeable Concrete Sidewalk SD-15 Culvert, Box __ ft x __ ft SD-16 SUBTOTAL SPECIALTY DRAINAGE ITEMS:2,479.40 (B)(C)(D)(E)STORMWATER FACILITIES (Include Flow Control and Water Quality Facility Summary Sheet and Sketch)Detention Pond SF-1 Each Detention Tank SF-2 Each Detention Vault SF-3 Each Infiltration Pond SF-4 Each Infiltration Tank SF-5 Each Infiltration Vault SF-6 Each Infiltration Trenches SF-7 Each Basic Biofiltration Swale SF-8 Each Wet Biofiltration Swale SF-9 Each Wetpond SF-10 Each Wetvault SF-11 Each Sand Filter SF-12 Each Sand Filter Vault SF-13 Each Linear Sand Filter SF-14 Each Proprietary Facility SF-15 Each Bioretention Facility SF-16 Each SUBTOTAL STORMWATER FACILITIES: (B)(C)(D)(E) Page 11 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Quantity Remaining (Bond Reduction) (B)(C) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR DRAINAGE AND STORMWATER FACILITIES WRITE-IN-ITEMS (INCLUDE ON-SITE BMPs)Washed Rock WI-1 60.00$ CY 162 9,720.00 Connect to Existing Storm System WI-2 3,000.00$ EA 1 3,000.00 WI-3 WI-4 WI-5 WI-6 WI-7 WI-8 WI-9 WI-10 WI-11 WI-12 WI-13 WI-14 WI-15 SUBTOTAL WRITE-IN ITEMS:3,000.00 9,720.00 DRAINAGE AND STORMWATER FACILITIES SUBTOTAL:28,656.00 48,397.40 SALES TAX @ 10.1%2,894.26 4,888.14 DRAINAGE AND STORMWATER FACILITIES TOTAL:31,550.26 53,285.54 (B) (C) (D) (E) Page 12 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.c DRAINAGE Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public Private Right-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Connection to Existing Watermain W-1 3,400.00$ Each 2 6,800.00 Ductile Iron Watermain, CL 52, 4 Inch Diameter W-2 58.00$ LF Ductile Iron Watermain, CL 52, 6 Inch Diameter W-3 65.00$ LF Ductile Iron Watermain, CL 52, 8 Inch Diameter W-4 75.00$ LF Ductile Iron Watermain, CL 52, 10 Inch Diameter W-5 80.00$ LF Ductile Iron Watermain, CL 52, 12 Inch Diameter W-6 145.00$ LF Gate Valve, 4 inch Diameter W-7 1,225.00$ Each Gate Valve, 6 inch Diameter W-8 1,350.00$ Each Gate Valve, 8 Inch Diameter W-9 1,550.00$ Each Gate Valve, 10 Inch Diameter W-10 2,100.00$ Each Gate Valve, 12 Inch Diameter W-11 2,500.00$ Each Fire Hydrant Assembly W-12 5,000.00$ Each Permanent Blow-Off Assembly W-13 1,950.00$ Each Air-Vac Assembly, 2-Inch Diameter W-14 3,050.00$ Each Air-Vac Assembly, 1-Inch Diameter W-15 1,725.00$ Each Compound Meter Assembly 3-inch Diameter W-16 9,200.00$ Each Compound Meter Assembly 4-inch Diameter W-17 10,500.00$ Each Compound Meter Assembly 6-inch Diameter W-18 11,500.00$ Each Pressure Reducing Valve Station 8-inch to 10-inch W-19 23,000.00$ Each WATER SUBTOTAL:6,800.00 SALES TAX @ 10.1%686.80 WATER TOTAL:7,486.80 (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR WATER Quantity Remaining (Bond Reduction) (B)(C) Page 13 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.d WATER Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 CED Permit #:C22005922 Existing Future Public PrivateRight-of-Way Improvements Improvements (D) (E)Description No. Unit Price Unit Quant.Cost Quant.Cost Quant.Cost Quant.Cost Clean Outs SS-1 1,150.00$ Each 2 2,300.00 Grease Interceptor, 500 gallon SS-2 9,200.00$ Each Grease Interceptor, 1000 gallon SS-3 11,500.00$ Each Grease Interceptor, 1500 gallon SS-4 17,200.00$ Each Side Sewer Pipe, PVC. 4 Inch Diameter SS-5 92.00$ LF Side Sewer Pipe, PVC. 6 Inch Diameter SS-6 110.00$ LF 45 4,950.00 48 5,280.00 Sewer Pipe, PVC, 8 inch Diameter SS-7 120.00$ LF Sewer Pipe, PVC, 12 Inch Diameter SS-8 144.00$ LF Sewer Pipe, DI, 8 inch Diameter SS-9 130.00$ LF Sewer Pipe, DI, 12 Inch Diameter SS-10 150.00$ LF Manhole, 48 Inch Diameter SS-11 6,900.00$ Each Manhole, 54 Inch Diameter SS-13 6,800.00$ Each Manhole, 60 Inch Diameter SS-15 7,600.00$ Each Manhole, 72 Inch Diameter SS-17 10,600.00$ Each Manhole, 96 Inch Diameter SS-19 16,000.00$ Each Pipe, C-900, 12 Inch Diameter SS-21 205.00$ LF Outside Drop SS-24 1,700.00$ LS Inside Drop SS-25 1,150.00$ LS Sewer Pipe, PVC, ____ Inch Diameter SS-26Lift Station (Entire System)SS-27 LS SANITARY SEWER SUBTOTAL:4,950.00 5,280.00 2,300.00 SALES TAX @ 10.1%499.95 533.28 232.30 SANITARY SEWER TOTAL:5,449.95 5,813.28 2,532.30 (B) (C) (D) (E) SITE IMPROVEMENT BOND QUANTITY WORKSHEET FOR SANITARY SEWER Quantity Remaining (Bond Reduction) (B)(C) Page 14 of 15 Ref 8-H Bond Quantity Worksheet SECTION II.e SANITARY SEWER Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 1055 South Grady Way – 6 th Floor | Renton, WA 98057 (425) 430-7200 Date: Name: Project Name: PE Registration No: CED Plan # (LUA): Firm Name:CED Permit # (C): 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)63,589.08$ Future Public Improvements Subtotal (c)17,995.57$ Stormwater & Drainage Facilities (Public & Private) Subtotal (d) (d)84,835.79$ (e) (f) Site Restoration Existing Right-of-Way and Storm Drainage Improvements Maintenance Bond 33,284.09$ Bond Reduction2 Construction Permit Bond Amount 3 Minimum Bond Amount is $10,000.00 1 Estimate Only - May involve multiple and variable components, which will be established on an individual basis by Development Engineering. 2 The City of Renton allows one request only for bond reduction prior to the maintenance period. Reduction of not more than 70% of the original bond amount, provided that the remaining 30% will cover all remaining items to be constructed. 3 Required Bond Amounts are subject to review and modification by Development Engineering. * Note: The word BOND as used in this document means any financial guarantee acceptable to the City of Renton. ** Note: All prices include labor, equipment, materials, overhead, profit, and taxes. EST1 ((b) + (c) + (d)) x 20% -$ MAINTENANCE BOND */** (after final acceptance of construction) 18,229.26$ 63,589.08$ 180,219.41$ 18,229.26$ -$ 84,835.79$ -$ 198,448.67$ P (a) x 100% SITE IMPROVEMENT BOND QUANTITY WORKSHEET BOND CALCULATIONS 5/23/2023 Schwin Chaosilapakul 43640 Patrick Harron & Associates R ((b x 150%) + (d x 100%)) S (e) x 150% + (f) x 100% Bond Reduction: Existing Right-of-Way Improvements (Quantity Remaining)2 Bond Reduction: Stormwater & Drainage Facilities (Quantity Remaining)2 T (P +R - S) Prepared by: Project Information CONSTRUCTION BOND AMOUNT */** (prior to permit issuance) 206-674-4659 schwin@patrickharron.com Shum Short Plat LUA22-000017, SHPL-A, MOD 1157 Queen Ave NE 106570-0100 FOR APPROVAL C22005922 14900 Interurban Ave S., Ste. 279, Seattle, WA Page 15 of 15 Ref 8-H Bond Quantity Worksheet SECTION III. BOND WORKSHEET Unit Prices Updated: 01/07/2022 Version: 01/07/2022 Printed 5/23/2023 Appendix G Backwater Analysis for Proposed Pipe on Queen Ave NE 080160NOTES:Civil Engineering & Planning14900 Interurban Ave. S,Suite 279, Seattle, WA 98168Phone : 206.674.4659BACKWATER AREA EXHIBITSHUM SHORT PLATNPROPOSED CONDITIONS Civil Engineering & Planning14900 Interurban Ave. S,Suite 279, Seattle, WA 98168Phone : 206.674.4659ADDITIONAL BACKWATER INFORMATIONSHUM SHORT PLATNOMOGRAPH TO ESTIMATE TW FOR SDCB #1BACKWATER PROGRAM OUTPUT