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Home My WebLink About03758 - Technical Information Report �° Shetden Short Plat m LUA 13-0001728; SH PL-A U14004548 1318 Kennewick Avenue NE �, Renton, Washington 98059 � TECHNICAL INFORMATION REPORT I August 14, 2014 Updated December 19, 2014 Updated March 9, 2015 , '�!�/�t.. M� t�f 20 �S Prepared for: E�cceptional NW Homes, LLC Attn; Mike Woodbridge 5603 SE 2"d Court Renfion, Washington 98059 (425) 235-2841 offioe vmark50@comcast.net Prepared by: �,, � g � � Offe Engineers, PLLC Darrell Offe, P.E. � o � 13932 SE 159�' Plaoe x Renton, Washington 98058-7832 �'� °� 4so ,�,� (425) 260-3412 office ,'1 �lo��$�� (425) 227-9460 fax � darreli.offe@comcast.net �( � '��,� Zp (5 . � y � 3 ��"8 Table of Content- • Technical Information Workshet • Section 1: Project Overview • Section 2: Conditions and Requiremerts �ummary • Section 3: Offsite Analysis � Section 4: Flow Control and Water Quality Facility Analysis and Design ' � Section 5: Conveyance System Analysis and Design • Section 6: Special Reports and Studies � Section 7: Other Permits • Section 8: CSWPPP Analysis and Design • Section 9: Bond Quantities, Facility Summaries, and Declaration of Covenant • Section 10: Operations and Maintenance Manual ; '�� , � " ' , � ;-� ; ;_ , r' City of Renton TECHNICAL INFORMATION REPORT {TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner_ KRRV Development, LLC Project Name: Shelden Short Plat Address: P.O. Box 908 Ravensdale,WA 98051 Location Phone: (425) 432-5932 Township: 23 North Project Engineer. Darrell Offe, P.E. Range: 5 East Company: Offe Engineers, PLLC Section: 5 Address/Phone: 13932 SE 159th Place � Renton,WA 98058 425 260-3412 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION Subdivision ❑ DFW HPA ❑ Shoreline Management - X Short Su6division ❑ COE 404 Rockery ❑ Grading ❑ DOE Dam Safety Structural Vaults ❑ Commercial ❑ FEMA Floodplain Other NPDES ❑ Other Part 5 SITE COMMUNITY AND DRAlNAGE BASIN i Community Upper Kennedale Area Drainage Basin Lake Washington Part 6 SITE CHARACTERISTICS ❑ River ❑ Floodplain � SeepslSprings ❑ Stream ❑ High Groundwater Table ❑ Critical Stream Reach _ ❑ Groundwater Recharge ❑ DepressionslSwales ❑ Other ❑ Lake ❑ Steep Slopes ': Part 7 SOILS Soil Type Slopes Erosion Potential Erosive Velocities Qva 10—25% minor ❑ Additional Sheets Attached Part 8 DEVELOPMENT LIMITATIONS REFEREPJCE LIMITATION/SITE CONSTRAINT � Ch. 4—Downstream Analvsis � -� iJ ❑ ❑ ❑ ❑ Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION ❑ Sedimentation Facilities ❑ Stabilize Exposed Surface ❑ Stabilized Construction Entrance ❑ Remove and Restore Temporary ESC Facilities ❑ Perimeter Runoff Control ❑ Clean and Remove All Silt and Debris ❑ Clearing and Grading Restrictions ❑ Ensure Operation of Permanent Facilities i ❑ Cover Practices ❑ Flag Limits of SAO and open space ❑ Construction Sequence preservation areas ❑ Other ❑ Other Part 10 SURFACE WATER SYSTEM I, ❑ Grass Lined Dispersion Infiltration Method of Analysis I� Channel �- X 2009 City of Renton X Pipe System J Energy Dissipater ❑ Flow Dispersal Drainage Manual ❑ Open Channel � wetland � N/aiver Compensation/Mitigati � ❑ Dry Pond ❑ Stream !] Regional on of S oraaeed Site Detention 9 Brief Description of System Operation: Catc� basin within access road to convey flows into a water quality faality Iocated near Kennewick Ave. NE. Strom outfall into existing storm system within Kennewick. Lots 4-6 to install full infiltration systems when construction of houses. Facility Related Site Limitations Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSlTRACTS X Drainage Easement , i Cast in Place Vault � � � ❑ Retaining Wall Access Easement '; Rockery > 4' High Tract i ❑ Structural on Steep Slope � ❑ Other ❑ Other , Part 13 StGNATURE OF PROFESSIONAL ENGINEER � I or a civil engineer under my supervision my supervision have visited the site. Actual site ; conditions as abserved were incorporated into this worksheet and the attachments. To the best of ; my knowl e the information provided here is accurate. � � r r � �� ' Sr ned/Date �, Section 1: Project Overview The proposed project is to create six (6) single family lots from this 1.1Q acre property located at the south end of Kennewick Avenue NE ofF of NE 14�' Street. There are two existing residences on the property 1318 and 1316 Kennewick Avenue NE. These buildings and out structures will all be removed as part of the site improvements. The proposed development is to create a new public street along the southerly side of the property where all 6 lots will take access. The property is located within the Aquifer Zone 2 area. There are no sensitive areas on the property. The soils were evaluated by a Geotechnical Engineer and found to be well drained, this will allow for infiltration of developed runoff on certain lots. Further discussion of the proposed mitigation for developed drainage runoff can be found in Section 4. F'E�n: The property is located within the City of Renton "Flow Control Duration Standard — existing site conditions"detention requirements, see attached map. The property is also located within a� Aquifer Protection zone #2. 6 ih Ave� , y )� .^�. 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' . . � �� ..._ . . � _�; _ � __ _ __ I.]—------��-`---_ ---- ._. � _ __ � � . .._. --- _._-' -_- ' Section 2: Conditions and Requirements Summary Preliminary Short Plat Conditions, attached 2009 City of Renton Drainage Manual ,� . I, � DEPARTMENT OF COMMUNITY - c�tyof,�_ � r� ,��- � � .. _ ��. AND ECONOMIC DEVELOPMENT ; C' ° � � � :.� � _.� � r�.ti ADMINISTRATIVE SHORT PLAT REPORT & DECISION A. SUMMARYAND PURPOSE OF REQUEST REPORT DATE: July 31, 2014 Project Name: Shelden Short Plat Project Number: LUA13-0001728;SHPL-A Project Manager. Kris Sorensen,Associate Planner Owner(s): Andy Hai Nguyen &Tram T. Sui; 1318 Kennewick Ave NE; Renton 98056; and Hollie Shelden; PO Box 1073; Black Diamond WA 98010 Applicant: Kyle Miller- KRRV Development; PO Box 908; Ravensdale WA 98051 Contact: Darrell Offe -Offe Engineers; 13932 SE 159`h PI; Renton WA 98058 Project Location: 1316 Lincoln PI NE and 1318 Kennewick Ave NE; 3 parcels—PID#s 3343903365,3343902563, 3343902564 Project Summary: The applicant is requesting Short Plat Review for three parcels that total 48,054 sf(1.1 acres)to subdivide into 6 lots in the Residential-8 (R-8). Net density after subtracting public raadway dedication of 10,278 sf and private driveway access easements of 1,986 sf, is 7.3 du/acre. Lot sizes for the residential parcels would range from 8,686 sf to 4,738 sf. Access would be taken from a public street that connects to Kennewick Ave NE and would run along the southerly property lines of Lots 1, 2, 3, and 4.Studies submitted include G ' ' - ,. . ' Tree Retention Plan. Exist. Bldg.Area SF: 4,280 sf Nroposec7 New ts�ciy. Area ��r. (footprintJ: Proposed New B/dg.Areo(gross): N/A Site Area: 48,054 sf(1.1 acres) Torol Surldinc� Areo GSF: N/A �� . �� E:�� = � �:.s�� _ _ ___ _ �� . _ � '� - - ��`� �� .� � . � � � - t � � �� : � � . �� 4 � �;�. � �� ; � � ; �>� �� = �` ` ,.. � ��;�1 �� ' � �'-�� J: � Project Location Map City of Renton Department of Community&Economic Development Administrative Short Plat Report&Decision SHELDEN SF10RT PLAT �UA13-0001728;SHPL-A Report of luly 31,2014 Page 3 of 24 E. PUBL/C SERVICFS: 1. Utilities a. Water: Water service would be provided by City of Renton. b. Sewer: Sewer service would be provided by City of Renton. c. Surface/Storm Water: Drainage is provided from the westerly portion of the subject site to facitities in Kennewick Ave NE. 2. Streets: Kennewick Ave NE is a residential street without sidewa{k and planter strip improvements along the subject parcel. 3. Fire Protection: City of Renton Fire Department provides service. F. APPLICABLE SECTIONS OF THF RENTON MUNlCIPAL CODF: 1. Chapter 2 Land Use Districts a. Section 4-2-020: Purpose and Intent of Zaning Districts b. Section 4-2-070:Zoning Use Table c. Section 4-2-110: Residential Development Standards 2. Chapter 4 Property De�elopment Standards a. Section 4-4-030: Development Guidelines and Regulations b. Section 4-4-060: Grading, Excavation and Mining Regulations 3. Chapter 6 Streets and Utility Standards a. Section 4-6-030: Drainage (Surface Water) Standards b. Section 4-6-060:Street Standards 4. Chapter 7 Subdivision Regulations a. Section 4-7-070: Detailed Procedures for Short Subdivisions b. Section 4-7-120: Compatibility with Existing Land Use and Plan—General Requirements and Minimum Standards c. Section 4-7-150: Streets—General Requirements and Minimum Standards d. Section 4-7-170: Residential Lots—General Requirements and Minimum Standards 5. Chapter 11 Definitions G. APPLICABLF SFCTIONS OF THE COMPRFHENSIVF PLAN: 1. Land Use Element: Residential Single Family (RSF) land use designation 2. Community Design Element H. DFPARTMENT ANALYSIS: 1. Proiect Description/Background The applicant, Kyle Miller, has requested preliminary short plat approval for a 6-lot short plat. The appficant is proposing to subdivide the 1.1-acre (48,054 sfl subject site in the Kennydale SheJden Short Plat Report LUA13-001728 City of Renton Department of Community&Economic Development Administrative Short Plat Report&Decision SHELDEN SHORT PLAT LUA23-0001728;SHPL-A Report of July 31,2014 Page 5 of 24 contained in the official fle, and the essence of the comments have been incorporated into the appropriate sections of this report and the "Advisory Notes to the Applicant" in Exhibit 12. 4. Comment from the Public Five public comment letters were received (Exhibit 10) with comments asking about the use of the southerly Lincoln PI NE, location and potential use of the initial proposed street at the north of the subject site, concerns about impacts to utilities, new street location, off-site trees, off site parking, and safety of all users of Kennewick including children playing. No comments were received from agencies. 5. Consistency with Short Plat Criteria Approval of a plat is based upon several factors. The following short plat criteria have been established to assist decision-makers in the review of the plat: l. FINDINGS: Having reviewed the written record in the matter,the City now enters the following: 1. Request:The project proponent has requested approval of a short plat subdivision of a 48,054 sf(1.1 acre) property in the Kennydale community into 6 lots suitable for development with single-family residential structures.The project would have a density of 7.3 du/ac. 2. Applicatian:The subject site, located on the east side of Kennewick Ave NE, south of NE 14th St and north of NE 12`h St, is made up of multiple properties owned by Andy Hai Nguyen &Tram T. Bui; 1318 Kennewick Ave NE; Renton 98056; and Hollie Shelden; PO Box 1073; Black Diamond WA 98010. 3. Comprehensive Plan:The property has a Comprehensive Plan land use designation of Residential Single-Family(RSF).The proposed project furthers the objectives and policies of the RSF section of the Land Use Element of the Comprehensive Plan. The objectives and policies of the Community Design Element are also supported by the project as it has been proposed. 4. Zoning: Objectives and policies of the RSF designation are implemented by standards and regulations of the Residential 8 zone. The project, as proposed, meets or exceeds the R-8 zone standards and regulations. 5. Subdivision Regulations:The short plat, as proposed,would meet the requirements of RMC 4- 7 Subdivision Regulations. 6. Existing Land Uses:The site consists of three parcels,two of the parcels have existing single family homes. 7. Setbacks: Minimum setback requirements of the R-8 zone could be met. 8. Short Plat Review Criteria: Approvai of a plat is based upon several factors.The following shart plat criteria, in the matrix below, have been established to assist decision-makers in the review of the plat. The criteria are evaluated on compliancy, and the depth of compliance is provided through a denotation next to the criteria text as foliows: (✓ Compliant; Note 1: Partially compliant; Note 2: Not compliant; Nate 3: Compliance not yet demonstrated). Si►elden Sflort Plat Report LUA23-001728 Cify of Renton Department of Community&Economic Development Administrative Short Plat Report& Decision ShIELDEN SHORT PLAT LUA13-0001728;SHPL-A Report of July 31,2014 Page 7 of 24 Staff Comment: The six proposed lots would allow for updated housing stock. Policy CD-15. Infill development should be reflective of the existing character of established neighborhoods even when designed using different architectural styles, and /or responding to more urban setbacks, height or lot requirements. Infif! development should draw on elements of existing development such as placement of structures, Note �egetation, and location of entries and walkways, to reflect the site planning and scale of 3 existing areas. Staff Comment: �etailed site and architectura/designs, will be reviewed to determine compatibility with the context of the site, at the time building permits are submitted. 2. COMPLIANCE WITH THE UNDERLYING ZONING DESIGNATION: Objectives and po(icies of the Comprehensi�e Land Use Plan Residential Single Fami[y designation are implemented by Residential8 zoning (R-8). RMC 4-2-110A provides development standards for development within the R-8 zoning classification.The proposal is consistent with the following development standards if all conditions of approvel are met, unless noted otherwise: ' Density:The minimum density allowed in the R-8 zone is 4 dwelling units per net acre (du/a). The maximum density permitted in the R-8 zone is 8.0 du/a. Net density is calculated after the deduction of critical areas, areas intended for public rights-of-way, and private access easements. Calculations for minimum or maximum density that result in a fraction that is 0.50 or greater shall be rounded up to the nearest whole � number.Those density calculations resulting ir� a fraction that is less than 0.50 shall be rounded down to the nearest whole number. Staff Comment: The gross site area is 48,054 sf with a deduction of 10,278 sf for ROW. Along Kennewick and 13rh a tota!of 10,278 sf of right-of-way dedication is required where it is 2.5 feet along Kennewick and a half street and dead end for 13th. The shared driveway for Lot 5 and Lot 6 is deducted for density calculation. Tl�erefore, the density for the proposed project is 7.3 du/ac. ' Lot Dimensions: R-8 Standards apply. Proposed Lots Lot Size Width minimum Depth 4,500 SF 50 feet-interror, 60 65 feet mrnimum minimum feet-corner Lot 1-Corner 5,320 sf 50 ft 89.24 ft ✓ Lot 2-fnterior 4,738 sf � 51 ft 100.37 ft average (89.24+ 111.5/ 2) Lot 3-Interior 5,587 sf 60 ft 97.62 ft average (111.5 + 83.73/ 2) Lot 4-Interior 5,572 sf 58.75 ft average 87.79 ft average Shelden Short Plat Report LUA13-001728 City of Renton Department of Community&Economic Development Administrative Short Plat Report&Decision SHELDFN SNORT PLAT LUA13-OQ01728;SHPL-A Report ofJuly 31,2014 Page 9 of 24 missing. The other missing landscaping is the first 10 feet from the property lines along b�th Kennewick Ave NF and NE 13th St. Street Trees and Front Yard Trees: The landscape plan does show front yard trees for each lot that would be installed at time of single family home construction. RMC4-4-070Fstipulates when trees are required within right-of-way planter strips and when front yard trees. The city requires trees in the p(anting strip when ovailable. Street trees and front yard trees count towards replacement trees. • Show trees to 6e planted in the planting strip for Lots 1, 2, and 3 along NE 13th St and Kennewick Ave IVE. • Lots 4,5, and 6 need to show 2 front yard trees on each lot to meet the Note required tree planting as there are no public planting strips fronting the 2 lots. The City of Renton handout, "Tree planting in the right-of-way"provides spacing between trees and size of tree to be planted in the planterstrip. For the size of rree, where there is 8 feet or wider p/anting strip, a "Large"tree is to be planted. Approved "Large"trees, in relation to the size of moture growth, are listed in the "Approved tree Jist."The approved tree list is available from the Department and is also available on the city website.Additionally, the trees cannot be maple or cherry species. !f conifers or evergreens are considered for planting in the public planting strip,please contact the City Arborist for approval at the contact below. It is recommended that street trees be approved by the Crty Arborist if the tree considered is not on the approved tree list(Arborist Terry Flatley,phone#425- 430-6601 J. Street Frontaqe Landscapinq Required:RMC 4-4-070F.1 requires 10 feet of on-site landscaping along all public street frontages, with the exception of areas for required walkways and driveways. The provided landscape plan (Exhibit 6)does not show this landscaped areas or the plantings thot would go into the space. The landscope plan does nor show the frontage landscape buffer along the public streets, Kennewick Ave or NE 13r�'St, but does show the required right-of-way planting/andscape strip. Code requirements call for 10 feet of streei�frontage landscape buffer that has a mix of trees,shrubs, and groundcover(RMC 4-4-070J. Staff recommends, as a conditron of approval, that an updated landscape plan be provided and approved by the Current Planning Profect Manager prior to construction permit approva!with the locations of required street trees and front yard trees and I required street frontage landscaping of 10 ft. Tree Retention: Existing trees shall be retained where feasible. RMC 4-4-130 requires 30 percent of trees to be retained. lf the required number of trees cannot be retained,they must be replaced according to RMC 4-4-130H. Staff Comment:According to the Tree Retentron Worksheet and Tree lnventory(Exhibits 4 and 5), there are 21 significant trees with 6-inch diameter or greater on the site.Al! trees would be removed as part of the proposal according to the Tree Retention Shelden Short Plat Report LUA13-001728 City of Renton Deportment of Community& Economic Development Administrative Short Plat Report&Decision SHELDEN SHORT PLAT LUA13-0001728;SHPL-A Report ofJufy 31, 2014 Page 11 of 24 the garage for at least the width of the garage, plus the porch/stoop area, or Note 6. Sized so that it represents no greater than 50 percent of the width of the front 3 fa4ade at ground level, or 7. Detached. The portion of the garage wider than 26 feet across the front shall be set back at least 2 feet. Staff Comment:Building plans, which would be used to determine visual impact of garages, have nor been submitted yet. They would be submitted for building permir review(compliance not demonstratedJ. Primary Entry: Entrances to houses shall be a focal point and allow space for socia[ interaction. One of the fol(owing is required: 1. Stoop: minimum 4 feet by 6 feet and 12 inches above grade, or , Note 2. Porch: minimum 5 feet deep and 12 inches above grade. 3 Exception: An ADA accessible route may be taken from a front driveway. Staff Comment: Building designs, which would be used to evaluate design of entrances, have not been submitted yet. They would be submitted for building permit review (compliance not demonstrated). Fa�ade Modufation: Buildings shall not have monotonous facades along public areas. One of the following is required: 1. An•offset of at least one story that is at least 10 feet wide and 2 feet in depth an - Nate fa�ades visible from the street, or 3 2. At least a 2-foot offset of second story from first story on one street-facing fa�ade. - Staff Comment: Building designs, which would be used to evaluate design of fa�ades, have not been submitted yet. They would be submrtted for building permit review (compliance not demonstrotedJ. Windows and Doors:Windows and front doors are an integral part of the architectural � character of a house. Windows and doors shall constitute 25 percent of all fa�ades � - facing street frontage. Note Staff Comment:Building designs, which wou/d be used to evaluate design of windows 3 and doors, have not been submitted yet. They would be submitted for building permrt review(compliance not demonstrated). Lot 1 wou/d need to, at minimum, meet the openings requirement of 25 percent for two facades, the fa�ode facing Kennewick and the fa�ade facing 13�'. Scate, Bulk, and Character: Neighborhoods shall ha�e a variety of home sizes and character. Abutting houses shall have differing architectural elevations. Note Staff Comment: Building designs, which would be used to evaluate scale, bulk, and 3 character of structures, have not been submitted yet. They wou/d be submitted for building permit review(compliance not demonstratedJ. � Roofs: Roof forms and profiles are an important architectural component. One of the Shelden Short Plat Report LUA13-001728 City of Renton Department of Community&Economic Development Administrative Si►ort Plat Report& Decision SHELDEN SHORT PLAT LUA13-0001728;SHPL-A Report of July 31,2014 Page 13 of 24 � regulations if all conditions of approval are complied with: Access: Each lot must have access to a public street, private road, or by a private access easement per the requirements of the street standards. Staff Comment: The new lots wou/d be accessed from a new street, NE 13�'St and, a � private driveway extending east off the new street. Lots 1, 2, 3, and 4 would take access from the new street which would be constructed as a ha/f-street improvement for a new residential access street(Exhibit 3). tof 5 and Lot 6 would have access from a private driveway that connects to the new public street, where the private shared driveway would have 20 feet paved. Streets: The short plat layout includes the creation of a new street, NE 13th S#, heading east from Kennewick Ave NE.Additionally 2.5 feet of dedication for right-of-way will be required along Kennewick. A private shared driveway will be created at the end of NE 13th St to provide access to a couple lots within 30-foot shared driveway and utility easement where 20 feet wil) be paved. The NE 13ih St would be a half-street improvement as allowed by code, where the other half would be created if future development occurs to the south.The half-street terminus at the east is a half cul-de-sac.The half-street is to be improved with 20 feet paving, gutter, 0.5-foot wide curb, 8-foot wide landscaped planter, 5-foot wide sidewalk untif the cul-de-sac begins,where only the sidewalk would be required.The cul-de-sac provides the 55 feet minimum radius as required by code.The slope of NE 13th St is greater than 8 percent and is less than 15 percent, at approximately 12 percent at the most steep slope (Exhibit 7). Greater than S percent slope requires Administrative approval. Staff has reviewed the grades and recommends approval of the approximate 12%slope as shown on Exhibit 7. Note 1 Along Kennewick,the applicant will provide a 2.5-feet wide right of way dedication on the frontage, which will be subject to survey and field verification.The applicant will construct frontage improvements including gutter, 0.5-foot wide curb, 8-foot wide landscaped planter, and 5-foot wide sidewallc. Fourteen feet paved section is required to the street centerline. A hammerhead is usually required to be installed as part of a half-street improvement per RMC 4-6-060 where the applicant would provide the space for a hammerhead to fit within the half cuf-de-sac to be installed. Therefare, staff recommends, as a condition of approval, that a modification request shall be made and approved, by the Development Senrices Manager or other assigned person, prior to construction permit approval which requests the NE 13th St cul-de-sac be allowed to be installed rather than the ' hammerhead turn around as required in the half-street improvement section of RMC 4- ' 6-060. With the original application that had 7 residential lots proposed, Lincoln PI NE was used II as vehicle access to one lot in the proposal.The use of Lincoln PI NE is not proposed to Shelden Short Plat Report LUA13-001728 City of Renton Department of Community&Economic Development Administrative Short Plat Report&Decision SHFLDEN SHORT PLAT LUA13-0001728;SHPL-A Report of July 31,2014 Page 15 of 24 It is unknown at this time whether students of the short plat would be bussed to each school facility or not. If students are required to walk, a Safe Routes to School finding is �, needed. A safe route can include having sidewalks the full distance of the route between �'� the subject short plat site and the school or a stripe in the right-of-way, separating vehicle travel lanes and a walking area. I School impact fees shall be paid prior to issuance of building permirs. This fee is assessed , per new single family lot at the rate in place at the time the building permit is issued. For 2014 the fee is$5,455 per dwelJing and sha/l be paid prior to building permit issuance. ' Fees may increase year to year. �, Staff recommends, as a condition of approval, that the applicant be required to show that short plat students would either be bussed or have safe walking conditions to the schools where bussing is not provided. Parks: Although there would be no significant impacts to the City of Renton Park System anticipated from the proposed project, an impact fee is required of all new residential � development. i Park impacr fees shall be paid prior to issuance of building permits. This fee is assessed per new single fomily lot at the rate in place ar the time the building permit is issued. For 2014 the fee is$963.01 per dwelling. Fees may increase year to year. Stormwater:A drainage report was submitted by Offe Engineers {Exhibit 9)with the land use application,with the most recent revision dated June 17, 2Q14. The drainage report follows the 2009 King County Surface Water Manual and City Amendments. Based on the Cit�/s flow control map,this site fafls within the Peak Rate Flow Control Standard Existing Site Conditions.The proposal is to mitigate lots 1-3 with "limited infiltration"; lots 4-7 with "full infiltration"; and treat the roadway runoff with a water quality facility {Exhibit 9, page starting with "Section 4").The mitigated developed runoff from the project is {ess than the existing conditions at the 100 year storm event on the property. The report also mentions on the same page, that water quality review requires water quality treatment as the proposed "Developed Condition" generates greater than 5,000 square feet of pollution generating impervious surface (PGIS).The water quality . treatment would be obtained by using a filter vault as part of final engineering design � plans. An example of such a vault is provided in the report. Subsurface Exploration and Infiltration Assessment prepared by Robert M. Pride, LLC (Exhibit 8), included excavation of ten test pits with an understanding that onsite infiltration is proposed.This investigation was performed for the revised lot layout with a new road location and orientation of the six residential lots. Based on site inspection, test pits, and geologic research,the upper soils consist of silty sands and sands that would perform adequately for low storm water discharge, where the upper soils are classified as "medium sand." For Lots 1-3,there would be limited infiltration in the upper 2 to 3 feet. Lots 4-6 would allow for full infiltration. More specifics of the test pits are provided for depths up to 4 and 4.5 feet on page two. No ground water seepage was observed during test pit explorations except for pit#7 where seepage was encountered at 3 feet. Shelden Short Plat Report CUA13-0017Z8 City of Renton Department of Communrty& Economic Development Administrative Short Plat Report& Decision I� SNFLDEN SHORT PLAT LUA13-0001728;SHPL-A Report of Jufy 31,2014 Page 17 of 24 issued. ' 9. System Developmen#Charges:As of the date of this report the Surface Water System Development Fee is$1,228.00 per new lot; and sanitary sewer and water are provided by City ' of Renton 10. Pub[ic Utilities: Impacts to public services are assessed on a per single-family dwelling basis at the rate in place at the time the construction permit is issued.There is concern from one of the nearby homeowners,that one or more utilities including phone and electrical service may run � through the subject site to be developed and is concern about impacts to neighbors (see public ', comments, Exhibit 11). Therefore,staff recommends as a condition of approval,that the applicant confirm locations of utilities that may connect to next door or nearby residences. 11. Street frontage improvements:The applicant will provide improvements along the length of the subject site along Kennewick Ave NE and the northern edge of the new half-street, NE 13tn St. 12.Safe Routes to School: Students would attend Renton School Distrid. It is unknown at this time whether students would 6e bussed to each school and therefore, a condition of appro�al, would be to show that the students are bussed or that there is a safe route for walking. J. CONCLUSIONS: 1. The subject site is designated Residential Singfe Family (RSF) in the Cornprehensive Land Use Plan and complies with the goals, objectives, and policies established with this designation. 2. The subject site is zoned Residential 8 (R-8) and complies with the zoning and development standards established with this designation, provided the applicant complies with the Renton Municipal Code, mitigation measures, and conditions af approval. 3. The proposed 5-lot short plat complies with the subdivision regulations as established by City Code and state law provided all advisory notes and conditions are complied with. 4. The front yards established for each new residential parce(are south facing. K DEClSION: The Shelden Short Plat, File No. LUAi3-001728; SHPL-A, is APPROVED WITH CONDIT10N5 and subject to the following conditions: 1. Lot 1 would need to, at minimum, meet the doors and windows openings requirement of 25 percent for two facades,the fa4ade facing Kennewick and the fa�ade facing NE 13th as required by Residential Design Standards. 2. Lincoin Place NE shall not be used as a vehicle access point to NE 13th St and a physical barrier shall be provided as part of site development to physically block vehicle traffic from being able to use Lincoln PI NE, and at minimum be a barrier similar to a curb. 3. Each future home built shall be sprinklered as part of the approval for the half cul-de-sac improvemen#as mentioned in the Findings "Availability and Impact on Public Services—Fire" subsection of the report. Shelden Short Plat Report LUA13-001728 City of Renton Departmen t of Community&Fconomic Development Administrative Short Plat Report&Decision , SHELDEN SHORT PLAT LUA13-0001728;SHPL-A Report of July 31, 2014 Page 19 of 24 Glenn Gergen . 1313 Kennewick Ave NE Renton WA 98056 Sheree faulkner 21739 SE 166=h Pl Renton WA 3<�--- lason Golyear. 12915 SE 160 Rentor ,. . lennif� 1493 F�rF�arn�� t Pa�l MN 55108 Leah Davis 10634 RainierAve 5 Renton WA 98178 Don and ludy Sleig.ht 1328 Monterey Ave NE Renton WA 98056 Brian Van Beek 2901 NE 14�'St Rer+ton WA 98056 Gcrry und Lauree Maher 1208 Lincoln PI NE Renton WA 98056 Cloudette Bergman 2208 NE 12`�St Renton WA 98056 TRANSMITTED this 31S`day of July,2014 to the following: Chip Vincent, CED Administrator Neil Watts,OevelopmentServices Director Craig 8urne!!,Building Officia! Vanessa Dolbee, Current Planning Manager Fire Marshal L. LAND USF ACTION APPEALS, REQUEST FOR RECONSIDERATION, & FXP/RATlON: The administrative fand use decision will become final if the decision is not appealed within 14 days of the decision date. APPEAL:This administrati�e land use decision will become final if not appealed in writing to the Hearing Examiner on or before 5:00 PM on August 14, 2014. An appeal of the decision(s) must be filed within the 14-day appeal period (RCW 43.21.C.075(3);WAC 197-11-680). Renton Municipal ', Code Section 4-8-110.B governs appeals to the Hearing Examiner. Appeals must be filed in writing together with the required fee to the Hearing Examiner, City of Renton, 1055 South Grady Way, Shelden Short Plat Report CUA13-001728 City of Renton Department of Community&Economic Development Administrative Short Plot Report&Decision SHEtDEN SHORT PLAT LUA23-0001728;SHPL-A Report of July 31,2014 Page 21 of 24 addition,the applicant shall provide supervision whenever equipment or trucks are moving near trees. Fire• 1. The fire impact fees are applicable at the rate of$479.28 per single family unit.This fee is paid at building permit issuance. Credit will be granted for the two homes to be removed. Code Related Comments: 1. The required fire flow for single family homes is 1,000 gpm minimum for dwellings up to 3,600 square feet(including garage and basements). If the dwelling exceeds 3600 square feet the minimum fire flow increases to 1,500 gpm.A minimum of one fire hydrant is required within 300 feet of the proposed buildings,and two hydrants if the fire flow goes up to 1,500 gpm. If there are any existing hydrants in the area,they can be counted as long as they meet current code including a 5-inch Storz fitting. 2. Fire Department access roadways are required to be a minimum 20 feet wide fully paved,with 25-feet inside and 45-feet outside turning radius. Fire access roads shall be constructed to support a 30-ton � vehicle with 322-psi point loading.Access is required within 150 feet of all points on the build'+ngs. � Approved apparatus turnarounds are required for dead end roads exceeding 150 feet. A 90-foot diameter cul-de-sac turnaround is required. 3. Applicant may install a half cul-de-sac if all future homes are equipped with an approved fire sprinkler system. 4. Fire access road/shared driveway to lots 5 and 6 shall be 20-feet wide,fully paved. Community Services: 1. Park impact fees per Ord 5470 applies. 2. Policy related comments there are no impact to Parks. 3. Landscape Plan and Tree Retention P{an trees along south property line at 1316 Lincoln Place NE are dying and should not be retained. Provide additional tree replacements for those. Streets/Transportation: 1. Transportation Impact fees of$1,430.72 per new dwelling unit will be assessed at the time of building permit for the new home. 2. Roadway frontage improvements along the east side of Kennewick Avenue NE shall include a 0.5-feet � wide vertical curb at the edge of the existing pavement, 8-foot wide landscaped planter,and a 5-foot j wide sidewalk(RMC 4-6-060F). Right of way dedication of approximately 2.5 feet, subject to survey, is ' required on the Kennewick frontage.A rockery wall is proposed at the back of the sidewalk. The rockery walf should be located outside the public right of way and also not at the end of the sidewalk. 3. The proposed access half street, NE 13`"Place, includes a 48.5-foot wide right-0f-way(which satisfies the Cit�s minimum requirements of 35 feet),with a 20-foot pavement width,0.5-feet wide vertical curb, gutter,an 8-foot wide planter strip(measured from the back of the curb to the sidewalk)and a 5- foot wide sidewalk. A rockery wall is proposed at the south properly line. There should be a minimum separation of 2 feet between the face of the rockery wall and the curb/travel surface edge. New pavement shall be a minimum of 4-inch of asphalt over 6-inch of crushed rocks. 4. A dead end street tumaround is required at the end of the proposed dead end public street. As per Fire , section's requirements a half cul de sac with a minimum paved radius of 45 feet within a right-of-way of � radius of 55 feet is needed. A street modification request will be subrrtitted by the developer during the utility construction permit for constructing the half cul de sac instead of the turnaround that is required by RMC 4-6-060. � 5. Street lighting is required to be provided by the project. I 6. All the lots will have access from NE 13`h Place. Lots 1,2,3, and 4 are proposed to connect to NE 13�' Ptace via individual driveways,and Lots 5, and 6 are proposed to gain access from NE 13th Place via a shared driveway. Fire section requires minimum 20 feet paved width for the shared driveway width to serve Lot 6. All driveways must meet the requirements of RMC 4-4-080. 7. A street name sign will be required at the intersection of NE 13th Place and Kennewick Ave NE. 8. All electrical, phone,telecommunication, natural gas,N cable services and main lines serving the proposed development must be underground. The applicant shall coordinate with the franchise Shelden Short Plat Report LUA13-001728 Gty of Renton Department of Community&Economic Development Adminisirative Short Plat Report&Decision SHFLDEN SHORT PLAT LUA13-0001728;SHPL-A Report of July 31, 2014 Page 23 of 24 adopted 2009 King County Surface Water Drainage Manual and City Amendments is required to be submitted with the application for the roadway and utilities construction permit. The offsite analysis must include the upstream analysis also. The infiltration trenches must be located parallel to the contours. No fill is allowed in the area where infiltration is proposed. 2. A geotech report prepared by Robert M Pride LLC,was submitted for the project. The report discusses site condition and mentions that there will be limited infiltration on Lots 1, 2,and 3 and there will be full infiltration on Lots 4,5,and 6. The test samples in the soils report must be for a depth of atleast S feet.The soils report test samples show the soils as silty fine soil and not medium soils.The revised report can be submitted during utility construction permit stage. 3. The drainage report mentions that the c[earing and grading of the site will be less than 0.50 acres. A Construction Stormwater General Permit from Department of Ecology is required for projects if the grading and clearing of the site exceeds one acre. 4. The Surface Water System Development Charge(SDC)fee for 2014 is$1,228.00 per each new lot. The SDC fee is payable prior to issuance of the construction permit. 5. Stormwater main on the Kennewick Ave NE is a frontage improvement. General Plan Review : , 1. All street improvements plans, drainage plans and supporting calculations shall6e prepared in accordance to the Cit�s development and design standards. The plans shall be prepared by a licensed Civil Engineer and shall conform to the Renton Drafting Standards. 2. Upon completion of the plans are complete,the applicant shall submit three(3)copies of the drawings, two (2) copies of the drainage report, permit application, an itemized cost of construction estimates for various disciplines, and an application fee at the counter on the sixth floor. 3. All subdivisions shall provide water,sewer, and storm stubs to each new lot prior to recording of the plat. 4. Separate permit and fees will be required for the watermeter installation,side sewer connection and storm water connection. Technical Services: 1. Note the City of Renton land use action number and land record number, LUA13 001728 and LND 20 0597, respectively,on the final short plat submittal.The type size used for the land record number I should be smallerthan that used forthe land use action number. '' 2. The dedication of right of way for short subdivisions requires a separate Deed of Dedication; provide a space to the recording number of same on the short plat. The Deed of Dedication document includes both a legal description exhibit and a map exhibit of the dedicated parcel. The legal description exhibit should be prepared, stamped,dated and signed by the applicant's surveyor. The surveyor should also prepare ihe map exhibit. The dedication process requires an updated P[at Certificate dated within 45 days of approval of said dedication. Talk to the Project Manager if there are questions or further ' information is needed. 3. To formally release the 20' road easement AF#7509124572 across parce13343903365 a petition to that effect together with a fee must be submitted to the City Clerk's office. 4. Show two ties to the City of Renton Survey Control Network. The geometry will be checked by the city ; when the ties have been provided. S. Provide sufficient information to determine how the properties boundaries were determined. 6. Include a statement of equipment and procedures used, per WAC32 130100. I 7. Provide short plat and lot closure calculations. ' 8. Note what was found when visiting the existing monuments. 9. lndicate what has been,or is to be, set at the corners of the proposed lots. 10. Note discrepancies between bearings and distances of record and those measured or calculated, if any. il. The city will provide addresses for the proposed lots as soon as possible. Note said addresses on the Shelden Short Plot Report LUA13-001728 Kris Sorensen From: James Hanson <jchanson@frontier.com> Senr Thursday,July 24, 2014 3:22 PM To: Kris Sorensen Subject: Fw:2 requests I brought in last week- Lim Short Plat(Pre14-000195), Sheldon Short Plat (Pre13-000979) Attachments: Corey W Thomas.vcf Here is the approval from Corey. I will be happy to work with Jan. ---- Forwarded Message ---- From: Corey W Thomas <CThomasCa�Rentonwa.qov> To: 'James Hanson' <ichanson(a)frontier.com> Cc: Kris Sorensen <KSorensen(a�Rentonwa.qov>;Jan Illian <JillianCc�Rentonwa.qov>; Rohini Nair <RNair(aaRentonwa.gov> ' Sent: Monday, March 10, 2Q14 10:56 AM Subject: RE: 2 requests I brought in last week-Lim Short Plat(Pre14-000195), Sheldon Short Plat(Pre13-000979) Jim, i I have met with Fire Chief Peterson and here are his determinations: Lim Short Plat —The proposed modification request dated March 4th, is acceptable as submitted. A 20-foot wide paved access road shall be provided, maximum length 150-feet, along with an approved fire sprinkler system in the new house. No fire apparatus tumaround required. Cfarification that one new fire hydrant is required at the driveway entrance off of Meadow Avenue North as you made no mention of it in the proposed modification. Sheldon Property Short Plat —The proposed modification request to provide half of a public street width improvements (not less than 20-feet wide) and half of a normal 90-foot wide cul-de-sac with a temporary hammerhead turnaround is acceptable with the condition that all six lots of the new plat provide an approved fire sprinkler system. Please note that it was already a condition that Lot 5 and Lot 6 required fire sprinklers as they were over our 500-foot dead end limitation as required by city street ordinance. Access to Lot 6 is to be via a paved 20-foot wide private road, not the 16-feet width shown. The new public street would be located on the south side of the property so as to align with existing utilities and for future connection to under developed properties located directly south of this development. Please do not hesitate to contact me further if we have not answered all of your questions. From: James Hanson �mailto:ichanson�frontier.coml Sent: Monday, March 10, 2014 8:55 AM To: Corey W Thomas Subject: 2 requests I brought in last week Any news? i A PORTION OF THE SW t14,SE 1/4,SECTION 5,TOWNSHIP 23 N.,RANGE 5 EAST,W.M.,CITY OF RENTON,WASHINGTON N°" pf57N0 VfR1IT l0GTI0N5 SMOYIN N(11COM ME AVPqOIIN�R � DRNEWAY DROF ONLT. II SI141 BC 1NC COHIP.1Cfp1'S NESGON99U1'f lo "� FOR IA15 J 4 4 o[tcmuwc n,c ouc�v�miu�u/o Honuonrµwc�nox a � ALL p6TNC UMOE�NOUNO VILiES PPqp f0 COMIENCUq . 4 COHSiRUCI10N. W IICPR6CM�iqN 6 WAE i1NT ALL IX6IIM0 VfM1[S NtC L101N NfREON. 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" { ; � �.� ; \ q,.y PRIVAIE ACLESS EASAIY: 1,ODB 50.FEEf i [ ,1� � �'W' 1+' 7 .��\\,.,._..F+i'�%;, . ' . '. / R[1aEu/ n�^ �� r DfCLDEDMEAS: 1Y.2l1550.FFE I �', � r � , ,o � � � � �-:. j I / � � \ _...._.... I � i W � . [r� }�. � '1 .,,6�� :. � "��i`�.'%//i,.g `' ��'�`� :=�.z 1 NEr uru ss.�uo so.ac�r � ` " �� I1��54��-• �'��'� _ .�, >S 4�`rt �' - Sp' '�� .' p1 6 QE�' NEr MFA: UCRES) �.82 nCRES 1 Z .�d �� ' (��//y 'C`y �'� \ (r �.� �r W�' $ DWE�LING UNTIS: 6 10T5 1 I i � / ry j ►'� g�S(�,•�� /;i'� h ^��` 0$� i � �Z. bg0� �t 1 NEf DENSItt: 7.�DV/ACRE � \�' 1..,�.1� '��%{�¢ 1 h� v'I.�� !L {.��F}\ •�iy L'� ,t \'l..\l �� rn �, � �� ;, ��,¢�j""q ��I� I� h. � Y `� 1 I . � .�,` ZDNINO:R-B � �� .� L i10�F' j _i��..�^ ...�1 d }_ �' y. �,n, � r:i R. 2 � Z d�4e�� _�i �i�, ,, `� � . ,��+' CONTACT INFORMATIQN � i, i �.L \ 1 , � z� . � L'1.. " . . , ��i� ..� �ty.."":1r.•• 1�t :!"�� 6.b DEVELOVER: KXIN DEKL.OVM�llC ; �'�i �`. {� I y ,�. - ....,.�..... .. - .. •, . }.. Aml:IfYIE M , .,.. �y e... -.E. ._�,l•,' � � 1� --- - -- --------- „ v.o.eox uoe n � 1 + i � ..,_.... . .P . `�^�� MVENSMLE.WASHINCTON 9800) w `�\ � � � �f+ �5 � �` OFFIGE OIIONE: �25-432-59J2 � ,,,,,�y,.�, _,,.,a,�.,��.I NE 13th PLACE �� \ . H �\ Jf� —7C-�-�- �,--�--�—- •,, ;' ' iuµat�n'w��ia eve2m',.'�omos J � � g� � ,i': `: . , �h r _ � ` � �1 \� L �.�n _..� .,` � _., ._. �js��." .I(.�. �7yb _ 6sA7' _ �In.0 "0.7.86'_ ENpNCER: �TTN ENRREIEI OFFE�PE t � � ...._._ .......' '_— � \ , �� .�.�A +.�� "_:/.•y�� -...-..Y.__.........' 'l ' """ " _� _....._ . _...... 13932 OUTHEAST 160TH PUCE ..... . ._.__ ... ..�� :,"" _ (�J � ., � `e/�'':.�i v_ _.._.._ r�o, eme-�es: . � ,., �, �'�• .,(r'i� � `�• � T• OFFICENNUNBE:47,-zao-anx 'T �.�'" � :.I \� � ;� ewi�eF mRi.abeoancii�n�.l TNC GIY d'RF7/10N ]90�112W)1 m . � ,•.:f� • , � � SUNVEYOR: SIIE SINNEY k 4MVINC,INC. IE 121h STREEf �. ..'� + ` (PPN�tq . �5 2�10111�VENVEpNE� \ UNqVN[D IM[II[ST�ACCE55 NP LVI PMCEL�]N]9U-AS�� pE0MON0.WASNBlCTON 9BOSJ _____ i.. �� 10!E A55qNfD OF NEMION 0lFlGE NUM6ER:�2S-28B-��1Y � t; :� � � �� `,1��. .�' 'I IJA'R �� 13.0'p I � ^ � PROVOSED R 27.�' � { � l � � .om.,,,...�,..,,,i. .�� . ___'. .._.._._ � o � o � � � � � :�• � ��,,p�� .�...,, a '•-, �_ zz' u' � s�'i� :.� 'ti 6'snexux Ell.PIwED SECTqN E%.P�VED SECTNIN 1).4' P�' .. �`\ !'IANDSCAPF STIIIP a'�nN.GU55'B'AS%W.11C CONCNEIE VERT.CURB k PAVEMENT-7-2'UFfS PEONRED I _;S I'. ' 'I �ER 6'MM.CRUSH[0 SUIIiKNb lOP COURSE � ��n......_...._..,............................_..............._......._._�..,r CRuSHED SURF�CINO B�9E CWI�SE f0!F� �'�� DEfERMINEO BY FlELD CONIX1qN5 BY KENNEWICK AVENUE NE SIOEWMN�E G[oTFCHNICAL ENGINEER. N.T.3. B'UN09GAP[STRIP � �- NE 13th PLACE zo o zo ,o N.T.S. norkontai woie i..t OFFE ENGINEERS :��` ' • ' „1 _ � ��" � CITY OF SHELDOtJ PROPERTY SHORT PLA7 �M/io�� w�� Z w� �'� � d.` RENTON KRRVDEVELOPMENT �+ w� SITE PIAN /LAYOUT � cwrrwCnu�vxet.tael�.ea ��•�' � � �nYqI��O/NMb MM�Orpl LUA73-001728 w z� • ra. rMsox n o�rz nnvn .� t � City of Renton TREE RETENTION WORKSHEET 1. Total number of trees over 6" in diameteri on project site:l. ! trees 2. Deductions: Certain trees are excluded from the retention calculation: Trees that are dead, diseased or dangerous2 trees Trees in proposed public streets _�trees Trees in proposed private access easements/tracts trees Trees in critical areas3 and buffers trees Total number of excluded trees: 2. 1 j trees 3. Subtract line 2 from line 1: 3. � � trees 4. Next, to determine the number of trees that must be retained4, muttiply line 3 by: 0.3 in zones RC, R-1, R-4, or R-8 0.1 in all other residential zones 0.05 in all commercial and industrial zones 4. -3 trees 5. List the number of 6" or larger trees that yau are proposing5 to retain4: 5. � trees 6. Subtract line 5 from line 4 for trees to be replaced: 6. J� trees j (If line 6 is less than zero,stop here. No replacement trees are required). i 7. Multiply line 6 by 12"for number of required reptacement inches: �I 7. ? inches ; 8. Proposed size of trees to meet additional planting requirement: , (Minimum 2'caliper trees required) $. O IC1Ch2S per tree I 9. Divide line 7 by line 8 for number of replacement treess: (ff remainder is.5 or greater,round up to the next whole number) 9. trees ''Measured at chest height Z Dead,diseased or dangerous trees must be certified as such by a forester,registered laridscape architect,or cerbfied arborist,and approved by the City. a CritjdbrlB�bt-!t vd lbt!xf�net-!t�bn t-!gppeq�hjot!boelq��f dif elt�pqf t-bsf!ef gof e!jolTf dypot5.4.161!p� u f!Sf o�po!Nvojd�ri[)pef!�SND7l � y!Dpvoilpomlu pt f I�f t linlcf�ibiof e!ovd ief!ndds�idbrlb�bt!boe!cvS�f�I! ! �`!!lf f!Dj¢�n bz!� �f oijpotp�u f!n byjn vn lovn cf slp� �f t!qf�SN D!5 "?.bd i t lp�t�f�i EX H I B IT 5 :�jo�i f t tp�f t!��bjof e!pok jif!d b�l b�!rf6 t!u bot7� �rhdF n f aJ�r vj�n f aJi H:�CED�DatalFarms-Templates\Self-Hdp HandontslPla�mg�TYceReLeatiaaWad�shxt.doc 1?J08 I - _ - - - - A PORTION OF THE SW 1/4,SE 1/4,SECTION 5,TOWNSHIP 23 N.,RANGE 5 EAST,W.M.,CITY OF RENTON,WASHINGTON N01E [MIflNO UIILIIY LOCA7qN9 9110WN HCNCON MC MVNOqNAiF I ONLY. 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Z�� 1400 2i00 PO 0 20 40 hoAxonlal�cok leel OFFE ENGIIVEERS ��"�'�S �---- scrae ^�'��w � CITY OF SHELDON PROPERTY SHORT PLAT �/�S/�a�� . u9usovitren�'�esixrwcs _ " � � ,, KRRV DEVELOPMENT rternvN,w/4vmici�mv9eme �z T PM$[�P R CRY EMM.MiFll 0!R xoi� o� � "'b,� �,� � �RENTON GRADING & ROAD PROFILE � °`�� nanx�a/aunaioa/n�euv wan.ow�. nioN[�.t-7tau�a !p crrr soi o � �� LUnt3-007728 ODNfACT:DAPAeILOA/q,P.6 �d'+C�'1� �e m�� No. nensioN erc ah .acn � �••••• � i Sheldon Short Plat ., 1318 Kennewick Avenue NE PRE 13-00097g - _ Renton, Washington 98059 DRAINAGE REPORT December 18, 2013 � . Updated May 20, 2014 Updated June 17, 2014 Prepared for; KRRV Development, LLC Attn: Kyte Miller P.O. Box 908 Ravensdale,Washington 98051 � (425} 432-5932 offioe Prepared by: OfFe Engineers, PLLC �: ..._ EXHIBIT 9 Darrell Offe, P.E. � 13932 SE 159�' Place _ � '� Renton, Washington 98058-7832 (425) 260-3412 OffIC@ � CR1'OF RENTON (425) 227-9460 fax : RECEIUED 18T�b : darrell.offe@comcast.net �UN 1 ��24�� '�rQN�'� . � ?�p�� LptR�IC,�DIV1SiON (''r � BUI � January 19,2014 .Subject: Sheldon Short Plat/LUA13-001728 Location:1318 Kennewick Ave NF and 1316 Lincofn PI NF Dear Dept.of Community&Fconomic Development CC/Kris Sorensen; I am a property owner ot 1208 LincoM PL NE and partiol owner of the adjocent/ot. I want to know whot the plan is for the use of Lrncoln PL NE as they describe in the Site Plon. Access to Proposed Cot 3 would be via an existing driveway from NE 12t6 ST." Questrons: 1. What exactly does this mean to me? 2. Does the developer irove to pave[he driveway? 3. Does the developer hove to put in sidewalks? 4. Wi!!it require the developer to put in lighting? 5. How much of my property will get taken away from me for any of this project? b. What if ine or my co-owners want to develop in the future—does this mean they would NOT be allowed to tap into Lincoin PL NE to use as an entrance to their property? !wou/d Irke to understand the project before ii gets past the planning stage. Please keep Gory and Lauree!✓iaher in the loop as a party of record. Gory ond Lauree Maher . i208 Lincoln PL,NF Renton, V✓A 98056 (��--f-.�;_..,, ,,�,�— 1 1 i�i..,�., :_.. �. ;_�.!�� .��.., .' .� �^�-�r �, - -: _ ,;�,-� ;;€ ' .. .. t',.. . .�V.i f" F:_4.i: . ' r �,•-�� _ . ��.J,, EXHIBIT 11 - From: BRIAN VAN BEEK— __ 1901 NE 14�' Street,Renton WA 98056 206 240 7448 Kris Sorensen January 29, 2014 Associate Planner Dept. of Community&Economic Development 1055 South Crrady Way, Renton, WA 98057-3232 RE: Project name/number: Sheldon short platlLUA13-001728 I live in a properry which will be adjacent to the planned access road. My parcel number is 334396-2565. Address is 190I NE 14th Street,Renton, WA 98056. I was wondering about the possibility of being able to have access from the back yard of my property to the new road, rather than having a cvrb and a solid fence without a gate,put along the back side of my properly. I tallced with the builder and he didn't seem to mind but informed me that only 4 houses can be accessed from the road, so it would be up to the city to say it was oka.y. I �� ; have an eYisting hnuce �n T «�nuld ask the cif��lannerc t� c�n�id?r rri�. T`hank�-nu. Sincerel� . `� , Brian Van Beek. CITY OF RENTON RECElVED • JAN 3 0 2014 BUlLDING DIUISION � Project#: LUA13-001728 Kris Sorenson Associate Planner Dep� of Community and Economic Development 1055 South Grady Way ��,�r�� Renton,VJA 98057 �•— �� '!. `� t�'i 4 1.,:,�� !:T�� May 28�'2014 �,;,�,:•,;�,.�!»v°s;��•'� � , ; r � Dear Kris Sorenson, We own a home at 1325 Kennewick Ave NE and I have a concern about about using this road to access a new raad if the new road is narrow and doesn't have space for parking cars on both sides. If the new road does not ma.tch the width of Kennewick Ave NE and is lacking parking then residents in the new community are likely to use Kennewick Ave NE for pazking. One reason we purchased the home on Kennewick Ave NE was for the Iarge quiet dead end that is spacious and safe for kids to play. The ne��. ' development on Monterey has a street that is too narrow and lacks parking and I don't want this to happen near Kennewick Ave NE. Please follow up and ad.dress these concerns. Thank you, �L ah Davis 10634 Rainier Ave S. Seattle WA 98178 20b-349-2630 leahj davis@gmail.com EXHIBIT 12 Section 3: OfFsite Analysis The Shelden Short Plat property slopes from the east towards the west and drains into Kennewick Avenue NE. The drainage flows within the existing gutter and into a catch basin located off the southwest corner of the property. The catch basin has an existing b"concrete pipe which crosses Kennewick from the east to the west side. This 6" pipe will be replaced with a new 12"ductile iron (DI) pipe. The drainage then turns south wi�hin a 12" PVC pipe and travel about 10' into a catch basin located in the driveway of the house at 1313 Kennewick Avenue NE. The drainage then turns ' west within a 12" PVC pipe and discharges into the open area to the west of 1313 Kennewick. The pipe end is exposed at the edge of the landscaping on the property. The pipe end shows minimal signs of erosion. The drainage course west of the outfall pipe is no longer viable due to the heavy vegetation. The cErainage appears to continue down slope (within the heavy covered blackberries) into a pond located north of NE Park Drive and east of I-405. The pond is not readily accessible due to a locked gate off of NE Park Drive. The pond is City of Renton ID#145343. The pond discharges into a conveyance system under I-405 and into an open channel at the intersection of Lake Washington Blvd and the Park Avenue overpass, railroad under crossing. This area was viewed, there does not appear to be any capacity or erosion concerns at the outlet. The channel then continues under Lake Wash. Blvd and through Coulen Park and into Lake Washington. There appears to be adequate capacity from the Sheldon Short Plat property to Lake Washington. The fi"concrete pipe within Kennewick Avenue NE wil! be up-sized to a 12" D.I. pipe, to meet City standards. 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Y q` _,� �..�5"a.�' '�� 616 �r,.s.�s � t a � �� . �� _ � � � .. p ;; � Section 4: Flow Control and Water Quality Facility Analysis and Design FLOW CONTROL REVIEW The properly is located within the"Peak Rate Flow Control Standard (Existing Site Conditions) boundary from the"Flow Control Application Map", Reference 11-A, City of Renton Storm water Drainage Manual. Based upon the City Drainage Manual, the foflowing steps are required to determine the mitigation of storm water runoff of the developed project: Full Dispersion — N/G (no good) —the property does not have 100 feet of flow path available on each new lot; Fuil Infiltration — Acceptable —Certain lots were found to contain sands and gravels from the Geotechnical Report attached to this report and subsequent evaluation by Robert Pride dated April 24, 2104. The lots were 4-6 for full infiltration design. The use of infiltration trenches and/or dry weils on each of these lots will be used to mitigate future developed runoff of impervious sur�aces. The location of these BMP's will be determined by the builder on each new building permit submittal. At this time, a layout was shown on page 5 of the civil construction plans indicating the location for gravel flfled infiltration trenches. This will provide a "worse case"envelope for setbacks for the builder. If the builder uses dry wells on the lots, the required setbacks could be reduced to those required by dry wells. Limited Infiltration — Not Acceptable- Lots 1-3 were determined to have poor draining soils to depths necessary for infiltration. These three lots were not providing infiltration due to the poor soils. Connection to public storm — Lots 1-3 will use two methods of mitigation for storm water treatment; (1) limited impervious surface covenant to limit the developed impervious surface to a maximum of 3,000 square feet per lot; (2) perForated pipe connections placed on the downstream connection to the public storm system. The proposal is to mitigate lots 1-3 with "Limited Impervious Surface Covenants" and perforated pipe connection to public storm; lots 4-6 with"full infiltration"; and treat the roadway runoff with a water quality facility (storm filter vault). An analysis was performed on the project to compare the existing runoff of from the property to the mitigated developed runoff after development. The calculations are attached to Section 4 of this report. Pre-Developed Existing Condition (runof� Mitigated Developed Condition (runofF} 2 Year 0.099 cfs 2 year 0.163 cfs 10 year 0.148 cfs 10 year 0.192 cfs 100 year 0.310 cfs 100 year 0.375 cfs The difference between the mitigated developed runoff from the project and the existing runoff (in a 100 year event) is 0.065 cfs. Based upon Section 1.2.3. Exemption within the 2009 King County Surface Water Manual, the project discharges less than 0.10 cfs in a 100 year event. Therefare the project is exempt from storm water flow control (detention). - � � DETENTION CALCULATIONS I�' ; , ' Existing Condition Area B�eakdown Property(site) Impervious Pervious Existing House, D/W, walkways, patio (Nguyen) 3762 9493 shed 80 Existing House (Sheldon) 1720 29968 garage 1958 driveway(compacted gravel) 2,140 sq. feet(use 50% as impervious) 1070 Frontage a/ong KennewickAve NE 2005 1125 10595 40586 0.24 0.93 acres ac�es She/den Short�P/at , Area Breakdown � Deve%ped Conditions Mitigated un-Mitigated (rotaiarea-Miti.Imp.) Impervious Impervioas Pervious Area Breakdown Proposa/ S es Sy aces , feet Lots Lot 1 House, driveway, and walkways 3000 0 3000 l..awn/landscaping 2320 2320 Total Area of Lot 5320 Lot Z House, driveway, and walkways 3000 0 3000 Lawn/landscaping 1738 1738 Total Area of Lot 4738 Lot 3 House, driveway, and walkways 3000 0 3000 Lawn/landscaping 2587 2587 Total Area of Lot 5587 Lot 4 (full Inflltration) House, driveway, and walkways 3200 3200 0 Lawn/landscaping 2372 5572 Totai Area of Lot 5572 Lot S (full Infiltration) House, driveway, and waikways 3200 3200 0 Lawn/landscaping 3411 6611 Access Road 1260 1260 Total Area of Lot 7871 Lot 6 (full infiltration) House, driveway, and walkways 3200 3200 0 Lawn/landscaping 5486 8686 Total Area of Lot 8686 Proposed NE 13th Court Paved section 6722 6722 Sidewalk 1330 1330 Landscape areas 2225 2225 10277 Fronta�e (sidewalk) 405 405 (Landscape Area) 720 720 (Kennewick Avenue NE) 2005 2005 3130 9600 2 7 2 30459 0,22 0.48 0,70 acres acres acres SHELDEN SHORT PLAT (PRE-DEVELOPED CONDITION) Existing Site Conditions 2 . �� '��`,��k � `.:.�� i Area ?} - Ti11 Forestj U.00 acres - Til! Pasturel 0.00 acres( � � Tiii Grass 0.93 acres� - � Outwash Foresti O.00 acres Ouiwash Pasture� 0.00 acres Outwash Grass� 0.00 acres i Wetland� 0.00 acres Impervious� 0.24 acres �-Total - � 1.17 acresj ; : Scale Factor: 1.00 Hou�ly Reduced :< Time Series: Shelden pre-devetoped existing » Compute Time Series � Modiiy User Input � File for computed Time Series [.TSF� �,�S,�±� �_ �, t � F•�x h'tM1+�'�Y.�.'=v�5 �s' . �1J Flov,Frequency Analyszs s'�� •��' � ^�Y f � , � ------------------------------------------------------- Time Series File:shelden pre-developed existing.tsf Project Location:Sea-Tac j- ---Annual Peak FloW Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Feak - - Peaks - - Rank Return Prob (CFS} (CFS) Period 0.141 9 2i09i01 2:00 0.310 1 100.00 0.990 0.093 7 1i05i02 16:00 0.174 2 25.00 0.960 0. 174 2 2i27iO3 7:00 0.146 3 10.00 0.900 Q.0�7 8 8i26iO4 2:00 0.141 4 5.U0 0.800 0.099 6 10i28iO4 16:00 0.13b 5 3.00 0.667 0.148 3 1i18i06 16:00 0.099 6 2.00 0.500 0. 136 S 11i24i06 3:00 0.093 7 1 .30 0.231 0.310 1 1i09i08 6:00 0.077 8 1 .20 0.091 Computed Peaks 0.265 50.00 0.980 . .� � ► , SHELDEN SHORT PLAT(DEVELOPED CONDITONS) �4 :�� f ? n��,�. x� �.� f JJ.X.{ s:�._� Area---- � =t Till Fores� : 0.00 acres � Tiil Pasture� 0.00 acres Till Grass� 0.70 acres Ouiwash Foresti 0.00 acres - Outwash Pasture� 0.00 acres �' Outwash Grass (1.00'acres ' , '°,,� ` V�letland 0.00 acresi - impervious 0.48 acres a � �Total_ - r.�'{ i .. . � � �. - - . . I Y.y$ BCfCS , Scale Factor: 1.00 Houriy Reduced Time Series: Sheiden developed condition » Compute Time Series , f�Aodify Use�lnput , � � File for computed Time Series [.TSF] . - +y�r--�- �- �., JJJ ... .'��4b�f. ". . �. . . . . . Flow Frequency Analysis � -------------------------------------------------------- Time Series File:shelden developed condition.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period ' 0.179 5 2i09i01 2:00 0.375 1 100.00 0.990 0.135 � fiD5i02 16:00 0.218 2 25.00 0.960 0.218 2 2i27iO3 7:00 0.192 3 10.00 0.900 0.132 8 8i26iO4 2:00 0.189 �i 5.�0 0.800 0.163 6 10i28iO4 16:00 0.1�9 5 3.00 0. 657 0.189 4 1i18i05 16:OD 0.163 5 2.00 Q.5a0 0.192 3 10i26i05 0:00 0.135 7 1.30 0.231 0.375 1 1i09i08 6:00 0.132 8 1.10 0.091 Computed Peaks 0.323 50.00 0.980 . �� / WATER QUALITY REVIEW The City of Renton Storm Water Manual requires water quality treatment for proje�cts that add 5,000 , square feet of"new" pollution generating imperious surfaces (PGIS). The proposed developed (PGIS) condition consists of: Developed Condition (PGIS� , NE 13�' Street 6,722 sq. feet �' Access Driveway (lots 5 & 6) 1,260 sq. feet (treated on lots, separate BMP) Lots 4-6 (D/W) 960 sq. feet (3 each @ 20'x 16� (treated on lots, separate BMP) Kennewick (apron) 400 sq. feet Lots 1-3 (D/W) 960 sq. feet (3 each @ 20'x 16� , Total PGIS = 9,902 Square feet (developed PGIS} Existing Condition (PGIS) , Driveway to Nguyen House 681 Sq. feet �, Driveway to Sheldon House 1,720 Sq. feet Total Ex. PGIS = 2,401 sq. feet (existing PGIS) The difference between the existing and developed condition is 7,501 square feet of PGIS. The project therefore is required to provide water quality treatment for all the PGIS. The proposed treatment for the frontage; the new road (NE 13�' Street); the driveways for lots 1-4 and the shared driveway for lots 5 and 6 will be treated by using a storm filter vault. The runoff from these PGIS wiil flow towards the intersection of NE 13�' Street and Kennewick Avenue. A storm filter vault, sized by Contech Engineering Solutions, will be placed within the landscape area on the north side of NE 13"'. The storm filter will then discharge into a new (replaced) storm system crossing Kennewick Avenue to the west. A specification sheet on the proposed storm filter vault is attached, Contech Contact Filter Vault. Contech Filter Vault design: Impervious surFace runoff treated Per Section 6.5.1.1.2, of the Manual, the water quality facility is sized using 35% of the developed 2- year storm event, @ 15 minute intervals. The calculations are attached; the 2-year peak runoff is 0.08fi cfs. The Filter Vault sizing will be for 0.35*0.086 cfs = 0.03 cfs (13.5 gpm}. A two-cartridge filter vault has been sized by Contech Engineering Solutions, LLC and is included within this report and shown on the civil engineering plans, sheet #8. Correspondence with Contech Engineered Solutions C=..:NTECH EtVGINEERED SOLUTIONS April 28, 2015 Darrelle Offe Offe Engineers, PLLC 13932 SE 159�' Pi. Renton, Washington 98058 RE: StormFilter Review, Shelden Short Plat Project Contech Engineered Solutions LLC has reviewed the plans showing the StormFilter stormwater treatment system for the Shelden Short Plat project in Renton, Washing#on. The plans were prepared by Offe Engineers, PLLC. This appears to be a good application for the StormFilter. The designer reports a water quality flow rate of 0.030cfs. The designer has spe�ed a steel catch basin StormFilter unit with 2 filter cartridges and ZPG fitter media.Two 7.5-gpm filter cartridges will treat 0.034cfs, which meets the treatrnent requirement. The system appears to be constructible and the honzontal configuration of the inlet pipe and outlet pipe is acceptable for the StormFilter specified. The vertical separation between the inlet and outlet pipe does not provide the prescribed 2.3 feet of drop required for the filter cartridges to operate; however,the rim of the upstream catch basin is 1.19 feet above the 2.3 feet of required head. Other head losses should be taken into account by the EOR. It should be noted that the design of the StormFifter allows for flow to pass through the cartridge without achieving the design head, albeit at flow rates that are far lower than design. In standard design,this feature allows nuisance flows and runofr from small events to drain through the system without causing standing water issues. In constrained designs, runoff volumes purposefully stored upstream will also drain dawn even if the HGL does not achieve the required driving head. All such flows must pass through the StormFifter cartridges, receiving treatment at or above the pollutant removal efficiencies associated with treatment at the syst�m's prescribed design flow rate. In addition, these low flow rates do not utilize the syphoned actuated hood and only enter the StormFifter through the bottom portion of the media. !f this happens with great frequency, it may occlude the bottom portion of inedia prematurely, thus increasing the maintenance cycle. The location of the StormFitter on the site appears to allow adequate maintenance access and the inside height af the unit will provide sufficient ciearance for maintenance activities. In summary,the StormFilter is expected to operate in accordance with Contech Engineered Solutions' design intent. Please note that Contech Engineered Solutions has not reviewed the hydraulics of the collection system upstream or downstream of the fil#er. Please do not hesitate to call if you have any questions or require more information. Sincerely, Stephanie Jacobsen 002012 Contech Engineered Solutions LLC 11835 NE G►enn Widing Dr.,Portland OR 97220 Page 1 of 1 ��v�v, tion�e�hES cor- Toll-free 800.548.4667 Fax: 800.5fi1.1271 TS-P052 Offe Engineers, PLLC ' From: Jacobsen, Stephanie <SJacobsen@conteches.com> I Sent: Monday, December 15, 2014 11:50 AM To: Offe Engineers, PLLC Subject: RE: Stormfilter Vault for Shelden Project in Renton, WA. Attachments: SFCB2-DTL-2007.dwg; SFC62-DTL.pdf I had enough inforrnation tc� size y�ur system but th� portions on the size and cost estirn;�tc� tfi��t s�y "Unknown" are pieces of inforrnation that we use to chcck to double check that our system is adequate. If you'd like to send me tF7e print out. I can extr-�3ct the inform�i ion from there. I don't have any drawings in the '07 version af C1�D. �s soon as wt� capc�n t:hc:im in our '14 version, it converts t:r7c�rri. I'vc att�ached the drawin�that i've savF:ci .-��, �3n `07 version. Maybe this wil)work. I've also attacried the pdt vcrsiori so y�u can �t least o{�en it and make sure that everything��pens {�raperly. Let rnc kr�c�w if you want me to try anything else. 5te�hanie.6acobsen, E.I. ;i��n�r til�caiir�wal�f�r I�� ,rr ,� _ Contech Engineered Solutions N L;a1.5 NF Gl�nn Widinrr �: ��{�rtland, C��)rc��:,R�� 9722(? . � � : i _r ��`_�)�ti�-� �. U"a F�t X �S G.7�.I � �� i �� " � siacobsen@canteches.com wwv�r.C:ontechES.c��m .. _ __ _ . From: Offe Engineers, PLLC [maiito:darrell.offe@comcast.net] Sent: Monday, December 15, 2014 9:13 AM To: Jacobsen, Stephanie Subject: RE: Stormfilter Vault for Shelden Project in Renton, WA. The flow pri�vided is 35%��f the 2-yc��r peak flaw r�tc as required by the City. If you neecl rr�y KCRTS print out tn complete ynur work, ( can provide. Coulc� you please resend Autocad in 'Q7 vcrsion? Thiaril<s D 1 From: Jacobsen, Stephanie [rr�ailto:SJacobsen�c�conteches.corn] '� Sent: Monday, December 15, 2014 9:00 AM To: Offe Engineers, PLLC Cc: Macnoskey, Michael Subject: RE: Stormfilter Vault for Shelden Project in Renton, WA. Hi Darrell, Att�ched you will find � size and cost estirr�al� that shows the your 0.030c(s reyuiring� 2-27" cartridg� catch basin for�bout$12,400. 7his assumrs that you h�ve a grated inlet along with an inlet pipe. Since the iniet pipe is set at the same elevation as the outlet pipe, during your design storm, 3.05' of w�ter wiil back u�� into your upstream pipe system. If yau are able to accommodate more drop between the inlet and outlet,this can be avoid�d. !� portian of my size and cost estimate is missing since I didn't have your peak flow or contributing area and its respective impervious area. I figured that I'c� get you the estimation now and �ather the fore mentioned infarmation later. Please let m� know if you need anything else or if you have any questions. Stephanie Jacabsen, E.I. �;i�,r7Pr- `�t:c�r�r�v�,itf�i 3� ,, �� Contech Engineered Solutians ;t>l i NE C�lenn Wiclinr; f��. ' rtland, Oregon '3722U i f; 503-258-i,1f3`i F�x. ;'t.)l.i '�t�i G '!r'; siacobsen@conteches.com www.ContechES.corn From: Offe Engineers, PLLC [mailto:darrell.affeCa�comcast.net] Sent: Monday, December 15, 2014 6:30 AM To: ]acobsen, Stephanie Subject: RE: Stormfilter Vault for Shelden Project in Renton, WA. Stephanie—will yo�.i have a chance t� look �t this tod�y? Regards Darrell From: Offe Engineers, PLLC [mailto:darrell.offe@comcast.net] Sent: Friday, December 12, 2014 7:03 AM z To: 'Jacobsen, Stephanie' I Subject: RE: Stormfilter Vault for Shelden Project in Renton, WA. Gaod Marning, I was able to get some further input frorn the City on sizing. Here are revised numbers: Water Quality flow rate: O.Q30 cfs- 13.5 gpm (this flow rate is 35%of the KCRTS 15 min. 2-year release rate) Structure ID: WQ#1 Rim Elev. = 237.20 Inlet= 12" D.I.; IE=234.03 Outlet= 12" D.I.; IE=234.03 Media type: ZPG Please provide a revised design. This filter system is independent of detention,there is no detention required for this project,just water quality of the new road. Please provide the design in pdf Email me if you have any other questions. Thanks Darrell From: Jacobsen, Stephanie [mailtaSJacc�t�sent�conteches.c�m] Sent: Wednesday, November 26, 2014 11:40 AM To: Offe Engineers, PLLC Subject: RE: Stormfilter Vault for Shelden Project in Renton, WA. Hi Darrell, With just the information you've pravided below, it lonks like you'll need 6- 18" LPG cartridges in a 72" rnanhole fior about$23,500. I cio have a couple issues with the elevations and the peak flow rate. Usually the peak flow is found from the 100-year peak flaw called out in your WWNM report. Also, our systems require a 2.3' drop between the inlet and outlet inverts for out 18" cartridges. Also, we'll require about 5.5'from rim to aiatlet so we are physicaily able to fit the cartridges and top slab together. I've attached our standard detail so you can get a visual. If you can get 3.05' of drop from the rim to the outlet,we'll be able to use 4 af our 27" cartridges and you'll only need a steel catch b�3sin wit�� pipe and gratecl inlet.This configuration doesn't require the same depth since it doesn't have a top slab. This sized unit will cost about$16,7Q0. I also want to m�ke sure th�at tf7is system is not dawn stream of dctentian. We can design the system this way but we would n�ed coniributing areas anr� t:he release rate. We'll also not be able to use the steel catch basin downst:ream of dctcntion. Let me know which direction you'd like to go or if you have any question;. Have a great Thanksgiving if I don't speak with you befare then. 3 5tephanic�J�cobsE�n, E.i. � � � ; , Contech Engineered Solutions i �`;l`_� Nf�: Glcr�n WidinK I�?��. ' ;rt:fand, Qregon �.37Z2U � 'Fi: iQ3-Z5$-31�35 Frax: 800 561-12 71 sjacobsen@conteches.com www.ContechES.com From: Offe Engineers, PLLC [maiito:dar_re.l.l....offe c�comcast.net] Sent: Wednesday, November 26, 2014 9:00 AM To: Jacobsen, Stephanie Subject: Stormfilter Vault for Shelden Project in Renton, WA. Hi Stephanie, I talked with you earlier this morning. The filtervault will be used for Basic Water Quality treatment within the City of Renton, Washington. Here is the design information: Water Quality flow rate:0.095 cfs- 43 gpm Structure ID: WQ#1 Rim elev. = 236.90 Inlet = 12" D.I.; IE=233.99 Outlet= 12" D.I.; IE=233.99 Media type: ZPG Return Peak Flow Rate: 60%of 2 year developed event Please email me if you need anything further to size this facility. Rega rds Darrell Darre//Offe, P.E, Offe Engineers, PLLC 13932 SE 159th Place Renton, WA 98058-7832 Office: 425-260-3412 Fax: 425-227-9460 Darrell.offe@comc.a.st.net 4 B C 2 2 5'-3" 2'��" 2'-2y2" 3" ' e ^ 1/2'PVC WEIR � 0 -' A � 1 `� 4"OJ CLEAN OUT WITH PLUG � 1/2"PVC BAFFLE 1-CARTRIDGE CATCHBASiN - PLAN VIEW 1 1 s�-o^ � . � a 2 �� , a. 4 �—� 1/2"PVC WEIi2 'v � o � f 1 � � 1/2"PVC BAFFLE \��/ � � 4"QJ CLEAN OUT �? 8 WITH PLUG a ` " 3}�4" � 1-CARTRIDGE CATCHBASIN - SECTION VIEW A 1 1M1e 51m�ter�/r�pe�w�t� StormFilter' ow�w�r�c CONCRETE CATCHBASIN STORMFILTER C%�►�NTECH� PLAN AND SECTION VIEWS � ENGINEERED SOLUTIONS LLC 1 CARTRIDGE UNIT - STANDARD DETAiL www.ContechES.com �� DATE:10C26105 SCALE:NONE FILE NAME:CBSFI�DTL DRANM:MJW CHECKED:ARG 0 a 1-CARTRIDGE CATCHBASIN - SECTION VIEW �� 2 d S M�p T � � N 07 �� H n �ti M N •e � O OUTLET PIPE 1-CARTRIDGE CATCHBASIN - SECTION VIEW C 2 nrsw....a.� � StormFilter' DRAWING CONCRETE CATCHBASIN STORMFILTER C=:::NTECH• SECTION VIEWS 2 , ENGINEERED SOLUTIONS LLC � CARTRIDGE UNIT - STANDARD DETAIL �� www.ContechES.com � , DATE 10l26l0.5 SCALE:NOPE FILE NAME:CBSFI�OTL DRANM:MJW CHECKED:ARG STORMFILTER CATCHBASIN DESIGN NOTES STORMFILTER TREATMENT CMACIN IS A FIINCTION OF THE CARTRIOOE&ELECTION AND THE NUMBER OF CARTRID6E8.Z CARTRIDOE CATCHBA8IN HASAMA7(IMLIMOFTWOCARTRIOQE&.SYSTEM198HOWNWITHA27'CARTRIOGE,/W019 ALSOAVAIUBLEWI7HANiB•CARTRIDOE. 9TORMFILTHR CA7CHBA3IN CONFIGURATIONS NiE AVAILABLE WITH A DRY INLET&1Y FOR VECTOR CdVTROL. PEAN HVDRAULIC CAPACITY PER TABIE BELOW.IF THE SITE CONDRIONS E%CEEO PEAK MVDRAUIIC CAPAGITY,AN UP6TREAM eYPABS BTRUCTURE 18 VANED INLET GRATE REQUIREO. (BOLID COVeR CANCRETE COLLAR OPTIONAL) AND REBAR T�MEET CARTRIDOE BELECTION HS201f APPLICABLE BV CONTRACTOR CnRTRIDGE HEIGHT 1T 1B' 18'oBEP •i��r�� r�l��m�0ee�� MINIMUMHVDRAULICDROP(H) 3.05' Y.3' 3.3' � ' . M. SPEGFIC FL.OW RATE m/5 2 pprtJfP 1 9pmIR' 2 ppmMl' 1 OOm/fN 2 ppmltl' 1 gpMll' � � CAR7RIWE FLOw RA7E(gpm) 12.5 11.25 76 7.6 15 7.6 A o'. . {�. A PEAK HVDfiAULIC CAPACI7Y 1.0 1.0 1.8 1 II� 8 1 INLET PERMANENT POOI LEVEI(A) 1'-0' 1'-0' 2'-0' L . ;;� � ; • �o T OVERALL 6TRUCTURF NEIOHT(B) 4'-B' 3'•B' 4'-B' :II N. y I II.; �'M •• Z ^� GENERAL NOTES � Y�. � I 1.CCNJTCCH 70 PROVIOE ALL huTERIALS UNLESS NOTED OTHERWIBE. "�� ,1, 2.FOR SITE SPECIFIC ORAWINGS WITH DETAILED 9TORMFILTER CATCHBA9IN STRUGNRE OIMENSIONS ANp WEIGHTS,PLEASE CONTACT YOUR � I ' �� .• . • � • ,. " '� . CONTECH ENOINEERED SOLUTIONS LLC REPRESENTATNE.rm�w.CanlechES.wm ve�veee ��mem em r�t J.STORMFILiERCATCHBASINWATERQUAUTVSTRl1CTURESHALLBEINACCORDANCEWITHALLDESIONDATAANOINFORMATIONCONTAINEDIN . .• . THIS DRAWIN(3. ACCESS COVER �•�NIET SHOULO NOT BE LOWE.R IHAN OUTIET.MLET pF APP�ICABLE)AND OIITLET PIPING TO BE 3PEGFIED BV ENOINEER AND PROVIOED BY CONTRACTOR. Z,�, 2,�, Z,�, 6.9TORMFILTER CATCHBASIN EOUIPPED WITH 4 INCH(APPROXIMATE)LONG STUBS FOR INLET(IF APPLICABLE)I1ND OUTLET PIPIN(i.STANDAFtD INSIOE RIM'~IN91DE RIM '–IN91DE RIM OUTIET STUB IS B INCHE9IN DIAMETER.MA7(IMUM DUTLET 6TU818151NGHE6IN OIAMETER.CONNECTION TO COLLECTION PIPINO CPN BE MADE U31NQ FLEXIBLE COUPLING BV CIXJTRACTOR. 1'-0' T-1" 8.STEEL S7RUCTURE TO 9E MANUFAC7URED OF t/a INCN BTEEL PLA7E.CABTINO6 BHALL MEE7 AA8MT0 M306 LOAO RATINO.70 MEET HS20 LOAD COIIAR OUTSIOE RIM RATIN6 4N STRUC7l1RE,A CONCRE7E COLLAR I6 REQl11RE�.WHEN REOIJIRED,CONCRETE COLLPR WITH OUAMTITY(2)tt4 REINFORCINO BARS T� BE PROVIDED BV CONTRACTOR. P LAN VIEW 7.FILTER CAR7RIOOES SHALL 9E MEOIA-FILLED,PABSNE,91PHON ACTUATED,RADIAL FLOW,ANO BELF CLEANING.RADIAL MEDIA DEPTH SHALL 6E 7-INCHEB.FILTER MEDIA CONTACT TIME 9HALl BE AT LEABT 37 SECONDB. B.SPEGIFIC FLOW RAT815 Eql1AL 7D THE FILTER TREATMENT CAPACITV(gpm)DIVIDED BV THE FILTER CAMACT BURFACE AREA ppll). INBiALLATION NO�S A ANV S110-&4SE,BACKFILL DEPTH,AN�/OR ANTI-FLOTATION PROVISIONS ARE SITESPECIFIC�ESIGN CON9I�ERATION3 AND SNALL BE BPECIFIED BV ENGINEER OF RECORD. B.CONTRACTOR TO PROVIDE E�UIPMENT WITH SUFFICIENT IIFTING AND REACH CAPACITY TO LIFT AND SET iHE CATCI�ASM(LIFTINO CLUTCHES PROVIDE�). 0.COMRACTOR TO TAI�nPPROPWATE MEASURES TO PROTECT CARTRID6E$fROM CONSTRUCTION-RELATED ER0810N RUNOFF. °�� OPTIONAL9LOPEDLID 2-CARTRIDGE DEEP CATCHBASIN � --2'-0'�--�'-B' 7'-0' CORNERELEVATIONSTOBE FLOATABLEBBAFFLE I' BPECIFIED9VENOWEER STORMFILTER DATA �; � ^� PERMFNENT STRl1CTUREID XXX I � B I _ POOL LEVEL � ' WATER QUAI.ITV FLOW RATE Me X.XX – �– FINISHEO PRADE PEAK FLOW RATE <1.8 cis X.J(X '� b �I–pj� � RETURN PERI00 OF PF.AK FLOW re XXX ' � _–'--�"�'– �I Wil��`�< CARTRIOGE FLOW RATE m XX � L—_ MEDIA NPE CSF PERLITE ZPO OAC PHS XXXXX LIFTINO EVE ' (7yp,pF q� RIM ELEVATION XXX.XX' VERMANENT FILTftATION S BAY IN�ET WEIR WA�L plpE DATA: I.E. DIAMEfE POOL ELEVATION 6, 6. IN�FT STUfl XXX.X%' XX' 3TORMFILTER 1 �1 FLOW OUTLE7 STUB XXX.XX' XX" CARTRIDO@TYP. 's' - CONFIGUR4TIONS OU� � FILTRATION O O I � BAV INLET T'P. B�P�T� INLET BTUB OUTLET 9TUB � – (Oa710Nn�)' OUT ET INLET OU LET � FLOW KRTYP. WTLETPIPE OQ INLET INLET QQ FRpM FLOWKIT CLEANOUT Y'-0" INLET INLET CATCNBASIN FOOT ACCES$PLUO g INSIDE CATCHBASIN FOOT ON WEIR WALL (T�'p.OF A) G 2A� (TYP.OF4) SOLDFCOVER YE3W0 � Ou751�E NOTES/SPEqAL REQUIREMENTS: �I � SECTtON A-A SECTION B-B g � 2 CARTRIDGE CATCHBASIN � C�'. NTECH' ,,,�� ENOINERRED SOIUTIONS LLC STORMFILTER � StormFilter' '""""'�°""`"E�'`°"' STANDARD DETAIL �a�'::,.�AY.:iL^��..' B0Y6 Canve Pdme Dr.,8ula/00,Wee�Cneeter,OH 15069 E00.73&7111 511BIS7oo0 67}8157099FAX B C 2 2 ; � 5'-3" 2'�y2" 2'-2%z° 3" � � - 1/2"PVC WEIR 0 -; A � 1 � � "' 4"f6 CLEAN OUT WITH PLUG � � 1!2"PVC BAFFLE ( 1-CARTRIDGE CATCHBASIN - PLAN VIEW �� 1 s�-o^ � �a M d r : a I ,. _ 2 1l2" � , a a ——— — c / �\ 1 2"P I / VC WEIR 0 v �r a � r � � � 1/2"PVC BAFFLE �`_'� � � 4"0 CLEAN OUT Q WITH PLt1G a . < , 3%a" � 1-CARTRIDGE CATCHBASIN - SECTION VIEW A 1 ... TTe Srorrmwa.M�na9emm��';1 StormFilter' CONCRETE CATCHBASIN STORMFILTER ��NG C%�►�NTECH� PLAN AND SECTION VIEWS � ENGINEERED SOLUTIONS LLC 1 CARTRIDGE UNIT - STANDARD DETAlL www.ContechES.com ��3 DATE:tOr26105 SCALE:NONE FILE NAME:CBSFt-C-DTL DRAWN:MJW CHECKED:ARG 0 e a � 1—CARTRIDGE CATCHBASIN — SECTION VIEW B 2 a $ � � �, � N � MO O � F- i a ih � � CV a O OUTLET PIPE � 1—CARTRIDGE CATCHBASIN — SECTION VlEW C 2 ,�_��.,,.�� StormFilter ', �li� � CONCRETE CATCHBASIN STORMFILTER DRAWING C=...NTECH SECTiON VIEWS 2 ENGINEERED SOLUTIONS LLC 1 CARTRIDGE UNIT — STANDARD DETAIL www.ContechES.com 2/3 DATE:10/26lOS SCALE:NONE FILE NAME:CBSF1-GDT.L DRAWN:MJW CHECKED:ARG GENERAL NOTES 1)STORMFILTER BY C�NTECH STORMWATER SOLUTIONS;PORTLAND,OR(800)548-4667;SCARBOROUGH,ME(877)907-8676; LINTHICUM,MD(8fi6)740-3318. 2)FILTERS TO BE SIPHON-ACTUATED AND SELF-CLEANiNG.STANDARD DETAIL SHOWS MAXIMUM NUMBER OF CARTRIDGES. EXACT NUMBER REQUIRED TO BE SPECIFIED ON SITE PLANS. 3)iNLET AND OUTLET PIPES TO BE GROUTED INTO HOLES PROVIDED.JOINTS TO BE WATER-TIGHT. 4)STORMFfLTER REQUIRES BETWEEN 2.75'AND 2.9'OF DROP FROM RIM TO OUTLET_INLET(IF APPLICABLE}AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVlDED BY CONTRACTOR. PIPES TO BE GROUTED INTO PROVIDED CORINGS BY CONTRACTOR. 5)ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE IN FORMATION. 1 CARTRIDGE CONCRETE ATCH BASIN STORMFlLTER DAT STRUCTUREID XXX WATER QUALITY FLOW RATE cfs X.XX PEAK FLOW RATE <1 cfs X.XX RETURN PERIOD OF PEAK FLOW rs XXX CARTRIDGE FLOW RATE 15 OR 7.5 m XX MEDIA TYPE CSF, PERLITE,ZPG XXXXX RIM ELEVATION XXX.XX' PIPE DATA: I.E. MATERIAL DIAMETE INLET XXX.XX XXX XX" OUTLET XXX.XX XXX XXX CONFIGURATION OUTLET O I� �� iNLET I � � OPTIONS(AVAILABLE AT EXTRA COST): I ❑HOLE FOR OUTLET STUB OTHER THAN 12" ❑CLEAN-OUT IN WEIR OTHER THAN 4" _ ❑CORED HOLE FOR WLET PIPE ❑DEEP OUTLET CORING ❑OTHER:XXX . 6'-0" 1'-5" 1'$" � � _ , , a _ . ad . . e a a .. r i��.��'��L� p ... �' ��-�� ai � i C � � r, O e � ��' C� � � :^ I1; — a n i � b T � _J_�—.�— __-- ac , o ' , ` ' a . 1-CARTRIDGE CATCHBASIN - TOP VIEW 1 �S,�,M,.,�.,,�.,� j 3 StormFilter• �U/i e CONCRETE CATCHBASIN STORMFILTER ��`� C%�►�NTECH TOP VIEW, DATA AND NOTES 3 ENGINEERED SOLUTIONS LLC 1 CARTRIDGE UNIT - STANDARD DETAiL www.ContechES.com 3l3 DATE:10l26105 SCALE:NONE FILE NAME:CBSFI-C-DTL DR,4WN:MJVJ CHECKED:ARG WATER QUALITY TREATMENT . � � �-' N � � z � 4��_v. .ytJ rArea � , =i Tiit Fores � 0.00 acres Till Pasture� 0.00 acres TiH Grassj O.OQ acres Ouiwash Fores� D.00 acres _ , - - Outwash Pasture� 0.00 acres ,_�` Ouiwash Grass� 0.00 acres - , , �,2 Wettand� 0.00 ar.�es - lmpervious 0.18 acres - . , �Total 0.1 a �� 'Scale Factor: 1.00 15-Min educed C�C. �- �� r Edit Flow Pati�s � Time Series: Water Qualiiy Sizing » Compute Time Series f Modiiy User input I I ' File for computed Time Se�ies [.TSFj y 'V�r " ' _ ��.-�_;�.. . . :, _ ',=LJ xl Flow Frequency Analysis � ------------------------------------------------------- Time Series File:water quality sizing.tsf Project Location:Sea-Tac ---Annual Peak Fiow Rates-- -----Flov Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Proh (CFS) (CFS) Period O.D86 6 8i27iD1 18:00 0.212 1 100.00 0.990 0.060 8 9i17i02 27:45 0.162 2 25.00 0.960 0.162 2 12i08i02 17:15 O.lI6 3 10.00 0.400 0.069 7 8i23/04 14 :30 0.096 9 5.D0 0.800 � 0.091 S 10i28/04 I6:00 0. S 3.D0 �� `.� � 0.096 9 10i27i05 10:45 0.086 5 2.00 0:500 0.116 3 10i25i06 22:�15 0.069 7 1.30 —0.��1 ` 0.212 1 1i09i08 6:30 0.060 8 1.1Q 0.091 Computed Peaks 0.195 50.00 0.980 . �l I ► / SECTION 6.5 MEDIA FILTRATION FACILITY DESIGVS 6.5.5 STORMFILTER The Stormwater Management StormFilter�(StormFilter}is a flow-through stormwater filtration system comprised of a vault that houses media-filled cartridges. As stormwater fills the treatment chamber, stormwater filters through the media to the center of the cartridge,and treated stormwater is collected and discharged through underdrain collection pipes. Figure 6.�.�.A(p. 6-1�?};ho�i�s a schematic representation of a StormFilter. Applications and Limitations A StormFilter with ZPGT"'(zeoliteiperliteigranulated activated carbon)media may be used as a single facility(with pretreatment)to meet the Basic treatment requirement. In addition,the StormFilter with ZPG may be used as the first(Basic)facility in a treatment train to meet Enhanced Basic, Sensitivc Lake Protection,or Sphagnum Bog Protection. Use of the StormFilter with ZPG as the first faciliTy in a treatment train will require pretreatment. A StormFilter with CSFTM(leaf compost)media may be used as a second water quality facility in an Enhanced Basic treatment train(per Table 6.1.2.A,p.6-8)or a Spagnum Bog Protection treatment train (per Table 6.1.4.A,p.6-14). StormFilters are especially effective in situations where removal of inetal contaminants is desired. The StormFilter may be filled with several types of filter media. Until additional performance data is collected for additional types,only the CSF leaf inedia is acceptable to meet Enhanced Basic and oniy the ZPG media is acceptable to meet Basic water quatity requirements. Other types of inedia may be allo«�ed with an Experimental Design Adj ustment after the media has been approved through the state Department of Ecology's TAPE program(see Section 1.4.2). An adjustment without presettling may be considered on an experimental basis for drainage basins less than'/2 acre of impervious area. The StormFilter with ZPG media does not meet the Lake Protection Standard as a stand-alone facilih-. Consult the water quality menus in Section 6.1 (p. 6-3J for specific information on hox a StormFilter mal� be used to meet Core Requirement�8. 6.5.5.1 METHODS OF ANALYSIS StormFilter sizing is based on the water quality�design flow and a mass loading method. Since the process and the compost are patented,CONTECH Stormwater Solutions(CSS)personnel will configure a StormFilter based on the design flow provided and specific site characteristics. The WQ design flow should be based on the KCRTS modeled flows, described in Chapter 3,rather than on other flow- estimation methods. An accucate description of land use and potential sediment and pollutant loading sources shall also be provided to CSS personnel,who will consider these factors in sizing. The specific sizing methodologies are described below. StormFilter with ZPG Media for Basic Water 4uality Treatrnent 1. The ma3cimum flow rate(gpm/cartridge)is based on the effective cartridge height. The maximum flow rate per cartridge shall be per Table 6.S.S.A(below). The ma�cimum specific flow rate is I gPm/ft. 2. The water quality design flow shall be as follows,whichever is applicable: __ • Preceding detention(or no detentioo): 35%of the developed two-year peak flow rate,as detennined using the KCRTS model with 15-minute time steps calibrated to site conditions.� • Downstream of flow control: The full 2-year release rate from the detention facility. 3s The StormFilter was approved by DOE for Basic treatment(80%TSS removal)based on DOE's water quality design flow. This is the KCRTS flow rate equivalent to that approved in the General Use Level Designation for Basic(TSS)Treatment: h?'a:1!wv.�w.ecv.��va.gov;arograms;wq.s:ormwatert�ewtechruse desiqnationsr'StormFilterGULC1230i.pdf. 1i9,�2009 2009 Surface Water Design Manual 6-134 6.5.5 S"rOR'�iFILTEK 3. The StormFilter shall be sized using both the flow-based and mass-based methods as described in the Product Design Mam�al Yersion 4.1 (Apri12006),or the most current version, and the designer shali select the result yielding the larger number of cartridges. 4. Presettling shall be provided per Secrion 6.S.1,General Requirements for Media Filtration Facilities. 5. StormFilter systems shall be installed in such a manner that the flows ezceeding the design flow rates{Tabie 6.S.S.A)are bypassed or will not suspend captured sediments. 6. ZPG media shall conform to the following specifications. Verification that these specifications are met shatl be required. a) Each carhridge contains a total of approximately 2.6 cubic feet of inedia. The ZPG cartridge consists of an outer layer of perlite that is approximately 13 cubic feet in volume and an inner layer,consisting of a mixhue of 90%zeolite and 10%granular activated carbon,which is approximately 1.3 cubic feet in volume. b) Zeolite Media: Zeolite media shall be made of naturally occurring clinoptilolite. The zeolite media shall have a bulk density ranging from 44 to 50 1bs per cubic foot and particle sizes ranging from 0.13"(#6 mesh)to 0.19"(#4 mesh). Additionally,the cation exchange capacity(CEC)of zeolite shall range from approximately 1.0 to 2.2 meq/g. c} Perlite Media: Perlite media shall be made of natural siliceous volcanic rock free of any debris or foreign matter, The expanded perlite shall have a bulk density ranging from 6.5 to 8.5 lbs per cubic foot and particle size ranging from 0.09"(#8 mesh)to 038"(3/8"mesh). d) Granular Activated Carbon: Granulaz activated carbon(GAC)sha11 be made of lignite coal that has been steam-activated. The GAC media shall have a bulk density ranging from 28 to 31 lbs per cubic foot and particle sizes ranging from a 0.09"(#8 mesh)to 0.19"(#4 mesh). I ` TABLE 6.5.5.A MAXIMUM STORMFILTER DESIGN FLOW RATES PER CARTRIDGE FOR BASIC TREATMENT WITH ZPG MEDIA Effective Cartridge Height(inches) 12 18 27 il Cartridge Flow Rate(gpm/cartridge) 5 7.5 11.3 StormFilter with CSF Leaf Media for Enhanced Basic and Spagnum Bog Protection Treatment. 1. The StormFilter with CSF leaf inedia shall be sized based on the water quality design flow specified � in Section 6.2.1. Exception: If the StormFilter with CSF follows a StormFilter with ZPG in a treatment train,then the water quality design flow used for sizing the StormFilter with CSF inay be as specified above for the StormFilter with ZPG. 2. The maaimum specific flow rate shall be 2 gpm/fl per cartsidge. i , 3. T'he StormFilter shall be sized using both the flow-based and mass-based methods as described in the Product Design Manual Yersion 4.1 (Apri12006),or the most current version,and the designer shall select the result yielding the lazger number of cartridges. 2009 Surface Water Design Manual 1/9/2009 6-135 SECTION 6.5 MEDIA FILTRATION FACILITY DESIGNS 6.5.5.2 DESIGN CRITERIA � Figure 6.S.S.A(p.6-137)illustrates the general configuration of a typical StormFilter unit using standard I precast concrete vaults. General � 1. Vaults used for a StormFilter shall conform to the"Materials" and "Structural Stability" requirements specified for detention vaults(see Section 5.3.3). 2. Several vault sizes are available for the StormFilter. The details of cartridge configuration and maximum number of cartridges allowed in each size vauit are available in Reference Section 7C, StormFilter Access and Cartridge Configuration. Pretreatment The StormFilter for Enhanced Basic treatment is the second or third facility in a treatment train,and I pretreatment is provided by the first facility. Currently,the use of the StormFilter for Basic treatment or as the first facility(Basic)in a treatrnent train requires pretreatment. If nsed in another situation, an approved adjusiment is required(see Section 1.4}. See Section 6.5.1,p. 6-143 for general pretreatment requirements. Access Requirements 1. Access must be provided by either removable panels or other King County approved accesses to allow for removal and replacement of the filter cartridges. Approved access details aze available in Reference Section 7C, StormFilter Access and Cartridge Configuration. Removable panels,if used, shall be at grade,have stainless steel lifting eyes,and weight no more than 5 tons per panel. 2. Access to the intlow and outlet cells must also be provided. 3. Ladder access is required when vault height exceeds 4 feet. 4. Locking Gds shall be provided as specified for detention(see Secrion 5.3.3). 5. If removable panels or the Reference Section 7C access configurations are not used,corner I, ventilation pipes shall be provided,and the minimum internal height and width and maximum depth shall be met(see Section 53.3). Access Roads, Right of Way, and Setbacks Same as for detention vaults{see Section 5.33). Construction Considerations Installation of a StormFilter shall follow the manufacturer's recommended procedwes. Maintenance Requirements Maintenance needs vary from site to site based on the type of land use activity,implementation of source controls,and weather conditions. The StormFilter shall be inspected quarterly or at a frequency recommended by the supplier. Inspection and maintenance shall include the following: 1. The operation and maintenance instructions from the manufacturer shall be kept along with an inspection and maintenance log. The maintenance log sha1l be avaiiable for review by County inspectors. 2. Routine maintenance shall include inspecting for debris,vegetation,and sediment accumulation, flushing the underdrain,and removing or replacing media. 1/9/2009 2009 Surface Water Design Manual 6-136 6.5.5 STORMFILTER 3. Maintenance is required w6en1/4 inch of sediment has accumulatedon top of the cartridge hood,or 2 inches of sediment have accumulated on the floor. If the cartridges are in standing water more than 12 hours after rainfall has occurred,maintenance is required. The inspector should make sure that the carnidges are not submerged due to backwater conditions caused by iugh groundwater,plugged pipes, or high hydraulic grade lines. _ 4. CSF(leaf compost)media used for Enhanced Basic or Spagnum Bog Protection treatment should be replaced according to the sediment recommendations above or at a minimumof every two years. 5. Media shall be disposed of in accordance with applicable regulations,including the Seattle-King County Department of Pub(ic Health solid waste regulations(Title 10)and state dangerous waste regulations (WAC 173-303). In most cases,the media may be disposed of as solid waste. FIGURE 6.S.S.A STORMFILTER SCAEMATIC — ,°.��ct�_ uooF�. r�o�� Przrar�rrz -- _ o�.��r=i.ow r�: � ��F� � �r,��T� f2A�lAl_ �LOW CAhTRIDCES i' YVITIi CGMPOST j �]UTL�T F'iPF --'� -_.._ UNUER[�KAIFJ MANIFOI f�� 2009 Surface Water Design Manual 1/9/2009 6-137 Section 5: Conveyance System Analysis and Design The analysis of the new conveyance system is attached to this Section. The new conveyance system was analyzed using the"Rational Method of Analysis" per section 3.2 King County Drainage Manual. The calculated 25 year storm event was broken into three separate sub-basins on the project. Sub- basin 1 is the area above CB#4; sub-basin 2 is the area above CB#2; and sub-basin 3 is the frontage area of Kennewick, north to NE 14th Street intersection. Based upon these contributing areas and flows, a backwater analysis was performed on the new system (see attached). The analysis concluded that the storm system is adequate to convey the developed 25 year storm event. . - ,.. � � � � STORMWA TER CONVEYANCE BACKWA TEK CALCULA TION SHEET (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) (11) (12) (13) Barrel Entrance Entrance Pipe 25 year Pfpe Outlet Inlet Barrel Barrel Velocity TW Friction HGL Head Segment Q Length Pipe "n" Elev Elev Area Velocity Head Elev Loss Elev Loss CB to CB cfs ft Size Value feet feet (s . feet) f s feet (feet feet feet feet #EX CB - #1 0.94 6 12" 0.012 233.60 233.64 0.785 1.20 0.022 235.00 0.006 235.01 0.004 #1 - #2 0.94 34 12" 0.012 233.64 233.81 0.785 1.20 0.022 235.05 0.034 235.09 0.004 #2 - #3 0.88 28 12" 0.012 233.81 233.96 0.785 1.12 0.019 235.14 0.026 235.16 0.004 #3 - #4 0.88 31 12" 0.012 233.96 234.29 0.785 1.12 0.019 235.21 0.029 235.24 0.004 #4 - #5 0.84 20 12" 0.012 234.29 234.69 0.785 1.07 0.018 234.31 0.018 234.33 0.004 #5 - #6 0.84 80 12" 0.012 234.69 241.55 0.785 1.07 0.018 234.71 0.066 234.77 0.004 #6 - #8 0.84 110 12" 0.011 241.55 250.54 0.785 1.07 0.018 241.57 0.066 241.63 0.004 (14) (15) (16) (17) (18) (19) (20) (21) Exit Outlet Inlet Approach Bend Junction Head Control Control Velocity Head Head HW RIM ELEV Loss Elev Elev Head Loss Loss Elev UPSTREAM feet feet) feet feet feet feet feet) CB 0.022 235.03 233.64 0.022 0.00 0.00 235.05 235.35 OK.� 0.022 235.12 233.81 0.022 0.00 0.00 235.14 235.93 OK.� 0.019 235.19 233.96 0.019 0.00 0.00 235.21 236.01 OK.� 0.019 235.26 234.29 0.019 0.00 0.00 234.31 237.12 OK.� 0.018 234.35 234.69 0.018 0.00 0.00 234.71 237.12 OK.� 0.018 234.79 241.55 0.018 0.00 0.00 241.57 245.30 OK.� 0.018 241.65 250.54 0.018 0.00 0.00 250.56 253.69 OK.� 4.2.1 PIPE SYSTEMS—METHODS OF ANALYSIS FIGURE 4.2.1.I BACKWATER CALCULATION SHEET NOTES Column(1) - Design flow to be conveyed by pipe segment. Column(2) - L.ength of pipe segment Column(3) - Pipe Size;indicate pipe diameter or span x rise. Column(4) - Manning's"n"value. Column(5) - Outiet Elevation of pipe segment Column(6) - Inlet Elevadon of pipe segment. Column(7) - Barrel Ares;this is the full cross-sectional arca of the pipe. Column(8) - Barrel Velocity;this is the fiill velocity in the pipe as determined by. v= QiA o� cot.�s� = co�.�►��cot��> Column(9) - Barrel Velocity Head = [�/2g or (Col.(8))�12g where g=322 ftlsec (acceleration due to gra��it}) Column(10) - Tailwater(T'W)Elevadon;this is the water surface efevation a[the ouUet of the pipe segment. If Yhe pipe's outlet is not submerged by the TW and the TW depth is less than(D+d�2,set TW equal to(D+c��2 to keep the analysis simple and still obtain reasonable results (D=pipe barret height and d=critical depth,both in feet. See Figure 43.1.F(p.4-49)for determination of d). Column(ll) - Friction Loss =S�x L [or Slx Col.(2)] where S�is the friction slope or head loss per linear foot of pipe as determined by Mannings equation expressed in the form: S�_ (n[7'12.22 R'� Colimm{12) - Hydraulic Grade Line(HGL)Elevation just inside the entrance of the pipe barrel;this is determined by adding the friction loss to the TW elevation: CoL(12) =Co1.Q1)+Col.(10) If this elevation fal[s below the pipe's inlet crown,it no longer represents t[ie true HGL when computed in this manner. The true HGL will fall somewhere between the pipe's crown and either nortnal flow depth or critical flow depth,whichever is geater. To keep the analysis simple and still oDlain reasonable results(i.e.,erring on the conservative side),set the HGL elevation equal to the crown elevation. Column(13) - Entrance Head Loss = K x[�12g [or I�x CoL(9)] where K�= Entrance Loss Ccefficient(from Table 4_3.1.B,p.4-42). This is the head lost due to flow contractions at the pipe entrance. Column(14} - Exit Head Loss = 1.0 x I�/2g or 1.0 x Col.(9) I I This is the velocity head tost or transferred downstream. Column(15) - OudetControlElevation = Col.(12)+CoL(13)+Col.(14) IThis is the maximum}�eadwater elevation assuming the pipe's barrel and inleVoutlet chazactensucs are controlhng capaciri�. It does not include strucdue losses or approach velocity considerations. Column(16) - Inlet Control Elevation(see Section 4.3.1.2,page 439,for compufation of inlet control on culverts);this is the ma�cimum headwater elevation assumi�g the pipe s inlet is controlling capaciry. It does not include structure losses or approach velociry considerations. Column(17) - Approach Velocity Head;this is the amount of head/energy being supplied by the discharge from an upstream pipe or channe]section, which serves to reduce the headwater elevation. If the dischazge is from a pipe,the approach velocity head is equal to[he barrel velocity head computed for the upstream pipe. If the upstream pipe outlet is significantly higher in elevarion(as in a drop manhole)or lower in elevation such that its discharge energy would be dissipated,an approach velociry head of zero should be assumed. Column(18} - Bend Head Loss = ICb x i�/2g [or Ka x Col.(17)] where K6 = Bend L.oss Ccefficient(from Figure 4.2.1.K,p.427). This is the loss of head/energy required to change direction of flow in an access struchue. �I Column(19) - Junction Head Loss. This is the loss in head/energy that results from the riubulence created when two or more streams are merged into one within the access structure. Figure 4.2.I.L(p.4-28)may be used io determine this loss,or if may be computed using the following i equations derived from Figure 4.2.1.L: 7unction Head Loss = K,x V'12g [or K,x Col.(17)] where K;is the Junction Loss Ccefficient determined by: Kj = �Q3�Q�Y�1.18+0.63�Q�Q�)) Column(20) - Headwater(}IVV)Elevation;this is determined by combining the energy heads in Columns 17,]8,and 19 with the highest control � elevation in either Column 15 or 16,as folfows: CoL(20) = CoL(IS or 16)-CoL(17)+CoL(18)+Col.(19) 2009 Surface Water Design Manual 1/9/2009 425 � SECTION 4.2 PIPES,OUTFALLS,AND PUMPS Y _ 1.49 Rz�3 s�;z �4-1) n or use the continuity equation,Q=AY,such that: l.49 A Rzr3 si�z (4-2) Q — n where Q = discharge(cfs) V = velocity(fps) A = area(s fl n = Manning's roughness coefficient;see Table 4.2.1.D below R = hydraulic radius=area'wetted perimeter(ft) S = slope of the energy grade line(ft/ft) For pipes flowing partially full,the actual velocity may be estimated from the hydraulic properties shown in Figure 42.I.G by calculating Qfurt and V,;�«and using the ratio Q�e„K„IQ��t to find V and d(depth of flou�). Table 4.2.1.D provides the recommended Manning's "n" values for preliminary design using the Uniform Flow Analysis method for pipe systems. Note: The "n"values f��r this rnethod are I��o hrgher ir7 order to account for entrance, Prit,junction, and bend head losses. TABLE 4.2.1.D �'IA�i1�iING'S "n" VALLES FOR PIPES Type of Pipe Material Analysis Method Uniform Flow Backwater Flow (Preliminary (Capacity design) Verification) A. Concrete pipe and LCPE pipe 0.014 0.012 B. Annular Corrugated Metal Pipe or Pipe Arch: 1. 2-2/3'x '/z'corrugation (riveted): a. plain or fully coated 0.028 0.024 b_ paved invert{40%of circumference paved): 1) flow at full depth 0.021 0.018 2) flow at 80%full depth 0_018 0.016 3) flow at 60%full depth a.015 0.013 c. treatment 5 0.015 0.013 2. 3"x 1"corrugation 0.031 0.027 3. 6"x 2"corrugation(field bolted) 0.035 0.030 �, -1 Z C. Helical 2-2/3'x'/2'corrugation and CPE pipe 0.028 0.024 D. Spiral rib metal pipe and PVC pipe 0.013 0.011 E. Ductile iron pipe cement lined 0.014 0.012 D�� F. SWPE pipe(butt fused only) 0.009 0.009 1/9/2009 2009 Surface Water Design Manual 4-20 �� ,�-l�' .p� � (� � -0 ��'�� . �� .•..� "1� � r .. .4�� I �E_14th STREET'� �� 1.�� / D ♦, Q � � N ERS+� N '♦ (PUBLIC) �� 'Cl � j NE 14T STREET dc KENNEWICK A�.� ; �'D,.i,� _ � E . COLLECTOR 80X �� - I C(� � P AT 4•1 � _ --- - ------ -- � � TA. 1+ _ � _R ■ ■�� BEGIN 5 SI —y � _ � --y- �� a O O O sOio 0 � . ♦ � ' r `� �P . tr . u! u! ...... I � �. .. . � 1 � .• .STA. 10+ 28.5:..LT. i `---'�� ---^----`�� --- --- � ;� � C 1 � �� STA. 2+1$A � ,q, . � RIM=2� .87 VpK .�II ,� A . : i N E IE�2 .16, 12" i 40 1 i BEGIN VERT, CURB dc � z € y IE= 4.66, 6" i � ' CUTTER b i� ,K 12",CONC. �1 u'onn�wr eur VOq g �: � i C8N2. TYPE 1- �1. OS PRIVATE) � ' \; ��'t I RIM-235.93 � � OF D N 'uYST_� `, .• ---- : � IE-233.81, 12" � � �R ;1TY SPldJDARD D�fAI I �*� R yy : � W/SOLID �OCKING LID � : /� �225.00 � . . ' U ``�� (PUBUC) �^ _'" ---`.` 1 F � A ��G_ _�9 f PRIYAT� F�1�'� '.t " �' c',:..�� O `�� ., ., ___' ' L_ ___'_ i� i . �4j �1 . � ��\ CB 1 TYP 1-1 }i�`�" � +' � � rc..r..:...c. =`" "'' f__,_�� D,L ` �f' O.--0-----�------ -- __,,` W H UR IN � � ``.�•: .,,.,� '`� ` r W�BI-DIRECTIONAL VANED CRATE 8 -,}�'�? ' '�.�. �ci1� � R M=235.35 � '"�' / r�a�661�-' IE=233.64, 12" � 11+00 (PUBLIC) 12+00 R�yp,�'� '� 0 13i•00 ��\ I (PUBLIC) -- —' - ---+-------- �------�� - -- -----�,. y � i 9LF., 12' D.I.OS�0.507G � OLF., 12' U.I.OS=8.58X 110LF. 12" -1205-8.17% '' 0 1 i � 0 i........�... _. _' --� ° NE 13th STREET IE-2J3.l0. f4'(N) ' ..._. 6LF.. 12" D.I.OS=2.00X $TA. 10+64 9.08' LL STA. 12+ .0 9.08' RT. (PUBUC) C8 4, PUBUC) CB 8, E 1 , CB 2A TYPE 1-L FlLTER VA T RIA1=237.12 RIM=253.69 W RU CURB NLET RIM�237.45 IE=234.29, 12" IE=250.54, 12" i W/BI-DIREC710NAL VANED GRATE IE=234.11, 12"(IN) (PRIVATE) RIM=235.78 IE=234.05, 12"(OUT) 20LF., 12"0.1. OS=2.007G STA. 11+44.0 9.08' RT. IE=233.93, 12" CB 3 TYP 1- STA. 10+51.77, 15.5 LT. CB 6, TYPE PUBIIC STA. 11+98.21 10.0� RT. (PUBLIC) RIM=238.01 STA. 10+64.0 9.08' RT. RIM�245.30 CENTE OF 45 PAVED SAC STA. 10+35.91, 9.59' LT. (PUBUC) IE=241.55, 12" ELEV.�250.75 IE�233.96, 12 RI e237.12 IE=242.40, 12"(N) W/THRU CURB INLET(PUBIiC) IE=2J4.69, 12" Rationa/Metfio�d � Runol9Ffrom Basin 25 year event � P(25) 3.40 inches (from attached Isopluvials Map) A(1) 0.92 acres Contributing Area above CB#4 Areas A(1) 0.92 acres single family residential 5.4DU/GA - developed Description of flow Path k0 L1 140 feet sl 0.06 Lawn/landscaping 7.0 L2 265 feet s2 0.08 gutter flow 20.0 Composite Runoff Coefficient A(1); C{1} 0.57 Time of Concentration T(1) 140/60*{(7.0)*(0.06)**0.5)} 2 minutes T(2) 265/60*{(20.0)*(0.08)**0.5)} 1 minutes USE 3 minutes �ompute i� 9�=(aR)*(Tc) ! i� = 0.92*3**-0.65 0.47 Compute I(25) I(25)=(P25)*(i25) I(25)=3.40*0.47 1.60 Q(25) = C*I(25}*A Q(25} = 0.57*1.60*0.92 0.84 cfs Q(IJ P(25) 3.40 inches (from attached Isopluviais Map) A(2) 0.17 acres Contributing Area above CB#2 Areas A(1) 0.17 acres single famity residential 5.4DU/GA-developed Description of flow Path k� L1 100 feet sl 0.12 Lawn/landscaping 7.Q L2 50 feet s2 0.03 gutter flow 20.0 Composite Runoff Coefficient A(1); C(1) 0.57 Time of Concentration T(1) 100/60*{(7.0)*(0.12)**0.5)} 1 minutes T(2) 50/60*{(20.0)*(0.03)**0,5)} 1 minutes USE 2 minutes Compute i0 i0=(aR)*{Tc) i� = 0.17*2**-0.65 0.11 Compute I(25) I(25)={P25)*(i25) I(25)=3.40*0.11 0.37 Q(25) = C*I(25)*A Q(zs) = o.s�*a.3�*o.i� o.oa Q�z� P(25) 3.40 inches (from attached Isopluvials Map) A(3) 0.26 acres Contributing Area above Ex. CB on west side of Kennewick Areas A(1) 0.26 acres single family residential 5.4DU/GA- developed Description of flow Path kp Li 160 feet sl 0.07 Lawn/landscaping 7.0 L2 150 feet s2 0.05 gutter flow 20.0 Composite Runoff Coefficient A(1); C(1) 0.57 Time of Concentration T(1) i60/60*{(7.0)*{0.07)**0.5)} 2 minutes T(2) 150/60*{(20.0)*(0.05)**0.5)} 2 minutes USE 4 minutes :ompute i0 ip=(aR)*(Tc) i� = 0.26*4**-0.65 0.11 Compute I(25) I(25}=(P25)*(i25) I{25)=3.40*O.i1 0.37 Q(25) = C*I(25)*A Q(25) = 0.57*0.37*0.26 0.06 cfs Q(3) ; `, � � , � 3.2.1 RATIONAL METHOD TABLE 3.2.1.A RUNOFF COEFFICIENTS-"C"' VALLES FOR THE RATIOI�iAL riETHOD ' General Land Covers Single Famity Residential Areas Land Cover C Land Cover Density C Dense forest 0.10 020 DU/GA(1 unit per 5 ac.) 0.17 Light forest 0.15 0.40 DU/GA(1 unit per 2.5 ac.) 0.2Q Pasture 0.20 0.80 DU/GA{1 unit per 1.25 ac.) 027 Lawns 0.2b 1.00 DU/GA 0.30 Playgrounds 0.30 1.50 DU/GA 0.33 Gravel areas 0.80 2.00 DU/GA 0.36 Pavement and roofs 0.90 2.50 DU/GA 0.39 , Open water(pond, lakes, 1.00 3.00 DU/GA 0.42 wet{ands) 3.50 DU/GA 0.45 4.00 DU/GA 0.48 4.50 DUIGA 0.51 5.00 DU/GA 0.54 5.50 DUiGA 0.57 6.00 DU/GA 0.60 �Based on average 2,500 square feet per lot of impervious coverage. For combinations of land covers listed above,an area-weighted"C�:x A;'sum should be computed based on the equation C�: x A,_ (C,x A,) +(C2 x AZ)+ ...+(C�x An),where A,_ (A,+Az+ ...+A„),the total drainage basin area. TABLE 3.2.1.B COEFFICIENTS FOR TNE RATIONAL METHOD "iR" EQUATION Design Storm Return Frequency aR bR 2 years 1.58 0.58 5 years 2.33 0.63 10 years 2.44 0.64 25 years 2.66 0.65�-'-'' ' S0 years 2.75 0.65 100 years 2.61 0_63 TABLE 3.2.1.0 kR VALUES FOR Tr USING THE RATIONAL METHOD Land Cover Category kR Forest with heavy ground litter and meadow 2.5 Fallow or minimum tillage cultivation 4.7 Short grass pasture and lawns 7.0�� Nearly bare ground 10.1 Grassed waterway 15.0 Paved area (sheet flow)and shallow gutter flow 20.0 �� 2009 Surface VVater Design'�4anual 1/9/2409 3-13 SECTION 3.2 RUNOFF COMPUTATION AND ANALYSIS METHODS FIGURE 3.2.1.0 25—YEAR 24—HOUR ISOPLiTVIALS �S � (--� : — �—r — 'r _� _ q_ __ �_ __ __SM MOMISH COUNTY I f. I�� 6 � xc��Lc � `�� E`� ' - i� M NING COUNTY �- �� •K^�,�., �, ; .y -- � - - / �.� � _ —T _ � � 7 i i f i � - _` �F�� j � ii 2,9 '� 'm ` t -f �' ' r _ � ''�.' h I ` =i p`' 3 0 ! .� �� _.— — :— - , � =:E , ' , ge. �e 3� _ `_� /j _ ,1 Fu.l�o—�� il ; , _ �`� �A� � `� 3 � ' � - 1 � � SaiR�- � �. s A i �-� ! �° � " : � _.� I 3 ;� �` � _,-� ,ry, ; o �_.� � � �, � `{ ''_":� � Q y' f( Y_' ,.. ;�-- `l `� .�a �` {:, m �` " ,+ _ c` ,� ry i //� \ � �.�}�" j.. �oS �'^`�/ 7� � �.'�! il f � \ -1 .r j I�i , ' � ` �` ��11 �t r / T �, Fo.� 1 .�..� S �"�I �. r� i 'l r .�..rs� � ,,^.. . � �,, �.,� / i t _ O � _ `�,� � _ �.,, �� r y ��.i �� \\L / ri� �I y i� �` I , ` ' /' � '" �,' , ` _ �� ' 'z ; -- '._ � � J ,f � ` Y � '.-- F � ,�t_�tl, � •� ''�. ; , .. , _� � , ;�`" �^�'-:�jj _, �,,,,` 5.0 _r� � 1 _�iLc J � � � � '11 \ ��, 1 . ~��t� - / \� l.w�' �� v�"�\� / �' r �I�o I , .. ,R_ `D'i V• f` i�' 1�� __J.____ _ ' �� \ - \ . I I� � \.. �� r4 � �lY �' _ � \ . �� . 1 i�i. � -� Q ��-�,l ��`!I�'�� ,1. _ �/ `�\ 1 `_I' � . (' � , r ; i�� ! �rb �, . ..� �,� .ch _y �—.—_y �t` _ � -A � , I �.p � J� � � �� r.fJriy� �{ \� ^� % f `j F _ �.-- / S � �f `p � � � � �.� �� _ � � Q Q � � _ ' � _ -- --- -'I o y ' / �� + � 9 ��oti�! � _ �_i i _i _ J.,, � � - � �r �"� _ � f ` r i' , � �i r , �� - .�.i \.i I i I " ' , �r � � � ` S� � `�r� �,� � `,�� - "V`r' ',��F: I ��f�$e _ r--�n_.` f,'�� ._� - - � � � � ��o`L� r ii - :i ��, �� / i `,i . . � n�4_—__�_[�. i ) v�u� //ti��_-��\ � 1/i rI _ � M _Y' �1 ��1, / �, G •v ; f�/' �i ' --'--�. � � � R � e � \ .�- �! '. i�._ � �'�� ._ i - -- • �� ^ .."i� O �i ,� �"'_ \ I_ � q, . y ii � �• �O �. `\ ��%'� pj E:��•�, ` i �' �%"� � - i � '�jn�T6A;�'��' ._�KINU COUNTY \� " / �� VIERCE COUNTV WESTERN � �=� j �=��., = . KING COUNTY � p��-- � ''� --- ss � � -_ 5 , �` ,�_ -- j��-�: ° 4.5 � � �J 25-Year 24-Hour �• � � , � � - /r�; Precipitation �' � � � o -��,;=;ti�r" i n 1 nches � ��Miles �. _ �,. 1/9/2009 2009 Surface Water Design Manual 3-16 Section 6: Special Reports and Studies Department of Eco%gy(NPDES)permit— Based upon the limited clearing areas (required trees retention), the site cannot be entirely cleared and graded. The Site slopes gently to the west with minor grading needed along the west and south property lines for the frontage widening and the new road (NE 13"' Street). The remainder of the site is not needed to cleared and graded. The site disturbance through the house construction phase will be less than 1.0 acres (0.90 acres). Therefore a DOE permit is not needed for these improvements. If the developer/builder decides to disturb more area than that shown on the erosion/clearing plans, then a DOE permit will be required. Geotechnical Studies attached ; i ' , i � , ; ; J � , �, ,;' 1 '� J _,, � _, � � � _..... , ... , � Geotechnical & Infiltration Report 6 Lot Short Plat 1318 Kennewick Ave NE Renton, Washington Submitted to: Donogh Homes c/o Monsef Donogh Design Group, LLC Attn: Timothy Collins 4735 N E 4th Street Renton, Washington 98059 i Submitted by: E3RA, Inc. 9802 29th Ave W#B102 Everett, Washington 98204 October 31, 2014 - - � -- � `- : �`�� ; � _ , -- � , Project No. E14062 9802 29'"Ave W#6102 '� Everett WA 98204 425-356-3372 425-356-3374fax E3RA October 31,2014 E14062 Donogh Homes c%Monsef Donogh Design Group,LLC 4735 NE 4'�Street Renton, Washington 98059 Attention: Timothy Collins Subject: Geotechnical& Infiltration Report 6 �ot Short Plat 1318 Kennewick Ave NE Renton, W'ashin�on Dear 'vlr. Collins: E3RA, Inc. (E3RA) is pleased tosubmit this report describing the results of our evaluation of geotechnical conditions at the site of your planned 6 lot subdivision on the lot at l 318 Kennewick Avenue N`E in Renton, Washington. Plans call for the construction of single family residences and the infiltration of storm water into dry wells on the site. The purpose of our evaluation is to provide data necessary to develop a Design Infiltration Rate for the planned infiltration facilities and to conduct test pit explorations to determine if seasonally high groundwater might impact the facilities. This report has been prepared for the e�:clusive use of Donogh Homes and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The site is a roughly rectangular parcel that is about 310 feet east to west 140 feet north to south. It is located in Renton,Washington,as shown on the attached Topographic and Location Map(Figure 1). The western part of the site is currently occupied by a single family residence and detached garage. Plans call for development of 61ots including a cul de sac for access from Kennewick Avenue NE on the west side of the site. Storm water infiltration will occur at selected locations across the site utilizing relatively shallow drv wells. 1 October 31, 2014 E3RA, Inc. E14062/Geotechnical& infiltration Report 2.0 EXPLORATORY METHODS We explored the site for our infiltration evaluation on October 22,2014. Our infiltration evaluation program comprised the following elements: • A surface reconnaissance of the area; • Five test pits(designated TP-1 through TP-5),advanced at various locations across the site; I and • Five grain-size analyses performed on sampies collected from our infiltration test pits at elevations likely to be used for infiltration. Table 1 summarizes the approximate functional locations,elevations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of test pits. TABLE 1 APPROXIMATE LOCATIONS, ELEYATIONS AND DEPTHS OF EXPLORATIONS Elevation Termination Exploration Functional Location (feet} Dep�►(feet) TP-1 North end of Lot 6 264 6 I TP-2 South end of Lot 6 260 6 TP-3 North end of Lot 5 258 6 TP� Central part of Lot 5 257 6 TP-5 Central part of Lot 4 254 6 Elevation Datum: Site plan supplied by Offe Engineers The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts,and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and e�ctent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time,we may need to modify our conclusions and recommendations contained in this report to reflect the actua] site conditions. 2_1 Test Pit Procedures Our exploratory test pits were excavated using a steel-tracked excavator by a firm under contract to Donogh Homes. A geotechnical engineer from our firm observed the test pit excavations and logged the subsurface conditions. The enclosed test pit logs(Appendix A) indicate the vertical sequence of soils and materials encountered in each test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating,our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits, as well as all sample numbers and sampling depths. j 2 October 31, 2014 E3RA, Inc. E14062!Geotechnical& {nfiltration Report 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil,groundwater, and infiltration conditions. 3.1 Surfaee Conditions It appears that the site was partially graded to a relativelti�uniforrn slope as part ofthe construction ofthe�in;le family residence and garage on the site. Currently,grades at the east boundary of the site are slightly over 20 feet higher than those on the west, for an average site grade of 7 percent from east to west. Vegetation is sparse on the site and consists mostly of grass,weeds and low shrubs. No surface water features were observed on the site and no surface expressions ofgroundwater,such as seeps or springs,were observed. 3.2 Soil and Groundwater Conditions Our test pit explorations on the site indicate that soils there are consistent across the property, including an upper layer of topsoil,underlain by medium dense silty sand which contains more cobbles and becomes denser with depth to the termination of the explorations at a depth of 6 feet. No groundwater or soil mottling were observed in any of explorations,the deepest of which extended down to a depth of 6 feet. Based on these observations,we would infer that the seasona]high groundwater is likely at a depth of 8 feet or greater. The enclosed exploration logs provide a detailed description ofthe soil encountered rn each ofour explorations and Figure 2 depicts the locations of our explorations. The materials encountered by our test pit explorations are consistent with the published USGS mapping of the site,which indicates that soils in the area are recessional outwash sands(Qys)deposited at the end of the last ice age by the receding Vashon glaciers. 3 October 31, 2014 E3RA, Inc. E14062!Geotechnical& Infiltration Report � 3.3 Infiltration Conditions and Infiltration Rate We collected samples from our test pit explorations at depths likely to be used for dry well infiltration. The samples were returned to our laboratory where selected moisture content and grain size distribution testing was ', completed on each. Our Grain Size analyses canducted on the collected soil indicates that there is only minor variation in the grain- size distribution of the near-surface silty sand which is predominant on the site. Due to the higher amounts of ' cobbles encountered at depth,the percentages of silt,sand and gravel would be lower at geater depth,had we been able to obtain and test samples from that soil layer_ � The results of our laboratory soils analyses are presented in Table 2,and the attached Soil Gradation Graphs (Appendix B)display the grain-size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON-0RGANIC ONSITE SOILS WITHIN INFILTRATION ZONE Soil Sample, Depth %Moisture o�o Gravel %Coarse and o�oFine Sand °hFines D�o Content Medium Sand TP-1, S-1; 3 feet 13.0 4 39 34 23 n/a TP-2, S-1, 3 feet 10.3 7 24 37 31 n/a TP-2, S-2, 4 feet 10.7 3 24 40 34 n/a TP-3, S-1, 3 feet 13.7 11 18 35 36 n/a TP-4, S-1, 3 feet 12.5 4 29 38 30 n/a TP-5, S-1, 3 feet 14.4 7 24 26 43 n/a Due to the relative consistency of the soils at the site, from a geotechnical infiltration standpoint, it is appropriate to consider the site as a uniform deposit below the topsoil and extending to a depth of at least 8 feet,with groundwater at least 10 feet below the surface.Dry wells installed in this soil horizon should perform adequately if the soil is considered to have a gradation which is the numerical average of the 6 samples tested for the purposes of this investigation. 4.0 CONCLUSIONS AND RECOMMENDATIONS Plans call for the construction of a new subdivision,new pavements,and onsite infiltration of storm water. We offer these recommendations: • Feasibilitv: Based on our field explorations,research,and analyses,the proposed structure, pavements, and dry wells for storm water infiltration appear feasible from a geotechnical standpoint. • Foundation Options: We recommend conventional spread footings that bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. Where this is not feasible, we recommend over- excavation of the existing soils, and construction of a structural fill bearing pad with a minimum thickness of4 feet. Specific recommendations for Spread Footings and Structwal Fill are provided in Section 4. 4 October 31, 2014 E3RA, Inc. E14062/Geotechnical& Infiltration Report • Floor O.ptions: Native,or existing fill soils observed in the vicinity ofthe plant footprint will adequately support slab-on-grade floors. Surface compaction of floor subgrades is recommended. Recommendations for slab-on-grade floors are provided in Section 4. • Pavement Sections: After removal of any organics underlying pavements,we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared(compacted)subgrade or a granular subbase. All soil subgades should be thoroughly compacted,then proof-rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof-rolling operation should be overexcavated to a minimum depth of 12 inches and replaced with a suitable structural fill material. • Infiltration Conditions: In our opinion,based on our observation of subsurface conditions, seasonally high groundwater will not affect near surface infiltration using dry wells within the contines of the lot. The following sections of this report present our specific geotechnical conciusions and recommendations concerning site preparation,spread footings,slab-on-grade floors,asphalt pavement,and structural fill. The Washington Staxe Department of Transportation(WSDOT)Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-Ol,Standard Plans for Road. Bridge, and.�funicipal Construction,respectively. �3.1 Site Preparation I Preparation of the project site should involve erosion control,temporary drainage,clearing,stripping,cutting, filling, excavations,and subgrade compaction. Erosion Control: Before new construction begins,an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically,holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Draina�e: We recommend intercepting and diverting any potential sources of surface or near-surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence,and contractor's methods,final decisions regarding drainage systems are best made in the field at the time of construction. Based on our cunent understanding of the construction plans, surface and subsurface conditions,we anticipate that curbs,berms,or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Strippin�: After surface and near-surface water sources have been controlled,sod and topsoil, and root-rich soil should be stripped from the site. Our explorations indicate that the sod/topsoil layer is approximately 1 foot thick. Stripping is best performed during a period of dry weather. 5 October 31, 2014 E3RA, Inc. E14062/Geotechnical& Infiltration Report Site Excavations: Based on our explorations,we expect that excavations will encounter medium dense sandy soil which can be easily excavated using standard excavation equipment. Dewaterin�: Our subsurface explorations,which extended to depths of up to 15 feet,did not encounter any groundwater seepage. If groundwater is encountered, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater excavations. Temporar�Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1'/2H:1 V, and should conform to Washington Industrial Safety and Health Act(WISHA)regulations. ' Sub�rade Compaction: Exposed subgrades should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast,any organic,soft,or pumping soils�bserved within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Fillin�: Our conclusions regarding the reuse of onsite soils and our comments regarding wet-weather filling are presented subsequently. Regardless of soil type,all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent(based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structura] �', fill: ' • S�cial Or ang ic Topsoil and OrQanic-Rich Fill Soils: Where encountered,su�cial organic soils, like duff, topsoil, root-rich soil, and organic-rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes,such as in landscaping areas. • Silty, Gravellv Sand: Silty Sand: Underlying the surface topsoiUsod/duff layer, a varying thickness of soils comprised of silty sand is encountered on site. These soils are moisture sensitive and will be difficult to reuse during wet weather conditions due to moisture sensitivity. Permanent Siopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling,sloughing,and erosion. We generally recommend that no permanent slopes be steeper than 2H:I V. For all soil types, the use of flatter slopes (such as 2'/zH:l V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm,swale,or curb be constructed along the top edge of all percnanent slopes to intercept surface flow. Also,a hardy vegetative groundcover should be established as soon as feasible,to further protect the slopes from runoffwater erosion. Alternatively,permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. �I s October 31, 2014 E3RA, Inc. E14062/Geotechnical& Infiltration Report ' 4.2 Snread Footin�s In our opinion,conventional spread footings will provide adequate support for the new south expansion ifthe , subgrades are properly prepared. Footing Depths and Widths: For frost and erosion protection,the bases of all exterior footings should bear at least 18 inches below adjacent outside grades,whereas the bases of interior footings need bear only l2 inches below the surrounding slab surface level. To reduce post-construction settlements, continuous (wa(1) and , isolated(column) footings should be at least 18 and 24 inches wide,respectively. ' Bearin� Sub�rades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils,or on properly compacted structural fill which bears on the soils just described. In the event that this is not feasible,as in the vicinity of test pit exploration TP-1,where existing fill soils are upwards of l 2 feet thick,we recommend the over-excavation of existing soils and the consti-uction of li a structural fill bearing pad with a minimum thickness of 4 feet. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm,unyielding condition,and any localized zones of soft,organic, or debris-laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils,all structural fill placed under footings,should extend horizontally outwazd from the edae of each , footing. This horizontal distance should be equa]to the depth of placed fill. Therefore,placed fills that extend 24 inches below the footing base should also extend 24 inches outward from the footing edges. Sub�rade Obsen�ation: ,All footin�subgrades should consist of firm,un�ieldin�,native soils,or structural fill materials that have been compacted to a density of at least 95 percent(based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion,for static loading,footings that bear on properly prepared subgrades can be designed for a m�imum allowable soil bearing pressure of 2,000 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footin�Settlements: Assuming that sh�uctural fill soils are compacted to a medium dense or denser state,we estimate that total post-construction settlements of pmperly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footin�Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose,contingent on suitable moisture content at the rime of placement. Regazdless of soil type,all footing backfill soil should be compacted to a density of at least 90 percent(based on ASTM:D-1557). 7 October 31, 2014 E3RA, Inc. E14062/Geotechnical& Infiitration Report Lateral Resistance: Footings that ha�e been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 250 psf for and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab-On-Grade Floors In our opinion, soil-supported slab-on-grade floors can be used in structwes if the subgrades aze properly � prepared. We offer the following comments and recommendations concerning slab-on-grade floors. Floor Subbase: Generally, structural fill subbases do not appear to be needed under soil-supported slab-on-grade floors. The final decision regarding the need for subbases should be based on actual subgrade I conditions observed at the time of construction. Surface compaction of slab subgrades is recommended. If a subbase is needed, all subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally,this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains"per WSDOT Standard Specification 9-03.12(4),but clean angular gravel can be used if it adequately prevents capillary wicking. In addition,a layer of plastic sheeting(such as Crosstuff,Visqueen,or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete , slab,the contractor should exercise care to avoid puncturing this vapor barrier. ! 4.4 Structural Fill The term"structural fill"refers to any material placed under foundations,retaining walls,slab-on-grade floors, sidewalks,pavements,and other structures. Our comments, conclusions, and recommendations concerning � structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand,gravel,pea gravel,washed rock,crushed rock, well-graded mi�ctures of sand and gavel(commonly called"gravel borrow" or"pit-run"),and miscellaneous mixtures of silt,sand,and gravel. Recycled asphalt,concrete,and glass,which are derived from pulverizing the parent materials,are also potentia(ly useful as structural fill in certain applications. Soils used for structural fill should not contain any organic maiter or debris,nor any individual particles greater than about 6 inches in diameter. Because pervious pavement may be planned, import fill should be granular and well draining. Fill Placement: Clean sand,gravel,crushed rock, soil mixtures,and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness,and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite agplications be compacted to the following minimum densities: 8 October 31, 2014 E3RA. Inc. E14062/Geotechnical & Infiltration Repart Minimum Fill Application Compaction Footing subgrade and bearing pad 95 percent Foundation backfiil 90 percent Siab-on-grade floor subgrade and subbase 95 percent Asphalt pavernent base 95 percent Asphalt pavement subgrade(upper 2 feet) 95 percent Asphalt pavement subgrade(below 2 feet) 90 percent Sub;rade Observation and Com�action TestinQ: Regardless of material or location,all s#ructural fill should be _ placed over firm,unyielding subgrades prepared in accordance with the Site Preparation section of ttiis repart. The condition of all subgrades should be observed by geoteclmical persom�el before fillin�or construction be�ins. Also, fill soil compaction should be verified by means of in-place density tests performed during fili placement so that adequacy of soil compaction efforts may be evaluated as earthwork prob esses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their " grain-size distribution and moisture content when they are placed. As the °fines" content(that soil fraction passing the U.S.No. 200 Sieve}increases,soiis become more sensitive to small changes in moisture content. Soils containing more ihan about � percent fines (by weight) cannat be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For filt placement during wet-weather site work, we recommend using"clean"fill,which refers ta soils that have a fines content of 5 percent or less(by weight)based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 CLOSL`RE The conclusions and reco�unendations presented in this report are based,in part,on the explorations that we observed for this study;therefore,if variations in the subgrade conditions are observed at a later tiine,we rnay need to modify this report to reflect those changes. Also,because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, moni#oring and testing by experienced geotecluiical personnel should be considered an integral part of the constsuction process. E3RA is availabie to provide geotechnical monitoring of soils throughout construction. p VVe appreciate the opportunity to be of service on this project. If you have any questions regarding this report ' _ or any aspects of the project, please feel free to contact our office. 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" , ,, / ;: ,,\ , �.��"�1,}j ��; -y ..._..._- ----:� _...--- --._�\ _ _.. ` .._._ ___. ` _ _. _7' , {, \��`� � �\ I.. � � � _ a_ � '$�� 1 --��- - �\ \�\ \�\ , PRIVA �` ` , / \ GRAPHIC SC'AL£ � �a o a E3RA PROJECT: TEST PIT LOCATIONS 1318 Kennewick Ave NE TP-1 InC. Renton, Washington B 9802 29th AVe. W. SHEET TIT�E: NOTE: SUite B102 Site and Exploration Plan BOUNDARY AND TOPOGRAPHY ARE Everett, WA 98204 BASED ON MAPPING PROVIDED TO E3RA 425-356-3372 DESIGNER: DMW J�B NO: E14062 AND OBSERVATIONS MADE IN THE FIELD. 425-356-3374 fax DRAWN BY: CRL SCALE: As Shown THE INFORMATION SHOWN DOES NOT W�y e3ra.com CHECKED BY: DMW FIGURE: 2 CONSTITUTE A FIELD SURVEY BY E3RA. DATE: Oct. 31, 2014 FILE:E14062.dwg (� , � .1 � ' '� I �� APPENDlX A ;- SOILS CLASSIFICATION CHART AND ' KEY TO TEST DATA '� LOG OF TEST PITS � � _ , �� - ; ,; ,_. TEST PIT LOGS Death(feetl Material Description Samule No. Test Pit TP-1 I Location:North end of Lot 6 Approximate ground surface elevation: 264 0.0— i.0 Dark brown silty fine to medium sand with some organics(medium dense,moist) I'� (Topsoil) 1.0—3.5 Brown silty fine to medium sand(loose to medium dense, slightly moist)(SM) S-1 3.5—6.0 Gray silty fine to medium sand(medium dense to dense, slightly moist)(SIvn , Test pit terminated at approximately 6 feet No caving observed No seepage observed Test Pit TP-2 Location: South end of Lot 6 Approximate ground surface elevation:260 0.0— 1.0 Dark brown silty fine to medium sand with some organics(medium dense,moist) (Topsoil) 1.0—3.5 Brown silty fine to medium sand(loose to medium dense,slightly moist)(SM) S-1 3.5—6.0 Gray silty fine to medium sand(medium dense to dense,slightly moist)(SM) S-2 Test pit terminated at approximately 6 feet No caving observed No seepage observed Test Pit TP-3 Location:North end of Lot 5 Approximate ground surface elevation: 258 0.0—0.7 Dark brown silty fine to medium sand with some organics(medium dense,moist) {Topsoil) 0.7—6.0 Brown silty fine to medium sand(loose to medium dense, slightly moist)(SM) S_� Test pit terminated at appro�mately 6 feet No caving observed No seepage observed i _� i i i i, \ J Deuth(feet) Material Descriution Samale No. Test Pit TP-4 Location:Central part of Lot 5 Approximate ground surface elevation: 257 0.0—0.9 Dark brown silty fine to medium sand with some organics(medium dense,moist) (Topsoil) 0.9—3.0 Brown silty fine to medium sand(loose to medium dense,slightly moist)(Sl� S-1 3.0—6.0 Gray silty fine to medium sand(medium dense to dense,slightly moist)(SIvn Test pit terminated at approximately 6 feet No caving observed No seepage observed Test Pit TP-5 �- Loca#ion: Central part of Lot 4 Approximate ground surface elevation:254 0.0-1.1 Dazk brown silty fine to medium sand with some organics(medium dense,moist) (Topsoil) ' _ 1.1 —3.0 Brown silty fine to medium sand(loose to medium dense, slightly moist)(SNn S-1 , 3.0—6.0 Gray silty fine to medium sand(medium dense to dense, slightly moist)(Sl� Test pit terminated at appro�umately 6 feet No caving observed No seepage observed Date excavated: 10/22/14 Logged by:DMW ' � -- � � ,_� , ; _.� � , �� \ � � � ��_ � ,-� � I I�� / ; ' �� APPENDlX B LABQRATORY TESTING RESULTS , , . =/; �-�� , - � � . � -,. __., . , Particle Size Analysis Summary Data Jab IVame: Donogh Homes Job Number. E14062 Tested 8y: JHK Date: 10/21/14 Boring#: TP-1 Sample#: S-1 Depth: Mois#ure Content(% 13.Q% Percent Percent By Sieve Size passing(%) Size Fraction y�eight ' 3.0 in. 75.0 100.0 Coarse Gravel 1.5 in. (37.5 100.0 Fine Gravel 3.5 3/4 in. 19.0 100.0 318 in. 9.5-mm 100.0 Coarse Sand 4.8 No.4(4.75-mm 96.5 Medium Sand 34.6 No. 10 2.00-mm) 91.7 Fine Sand 33.8 No.20 _850-mm 80.1 No.40(.425-mm) 57.1 Fines 23.3 No.60(.250-mm 35.2 Total 100.0 No. 100 .150-mm 25.6 No.200 .075-mm 23.3 LL PI D10 D30 0.19 D60 0.46 Cc Cu ASTM Classfication Group Name Red-brown silty sand 5ymbol (SM) Figure Soil Classification Data Sheet Particie Size Analysis Summary Data Job Name: Donogh Homes Job Nurnber: E14062 Tested By. JHK Date: 10/21/14 8oring#: TP-2 Sample#: S-1 Depth: Moisture Content % 10.3% Sieve Size Percent Size Fraction Percent By Passing(%) Weight 3.0 in. 75.0 100.0 Coarse Gravel 1.5 in. 37.5 100.0 Fine Gravel 7.2 3/4 in. 19.0 100.0 318 in. 9.5-mm 97.2 Coarse Sand 3.8 No.4 4.75-mm 92.8 Medium Sand 20.4 No. 10(2.00-mm 89.0 Fine Sand 37.3 No.20(.850-mm 82.8 No.40{.425-mm) 68.6 Fines 31.4 No.60 .250-mm 48.9 Total 100.0 No. 100(.150-mm 36.3 No.200 .075-mm 31.4 LL P1 D10 D30 D60 0.34 Cc Cu ASTM Qassfication Group Name Red-brown silty sand Symbol (SM) Figure Soil Classification Data Sheet Particle Size Analysis Summary Data Job Name: Donogh Homes Job Number: E14062 Tested By: JHK Date: '10l21/14 Boring#: TP-2 Sample#: S-2 Depth: Moisture Content % 10.7°h Sieve Size Percent Size Fraction Percent By Passing (%) Weight 3.0 in. 75.0) 100.0 Coarse Gravel 1.5 in. 37.5 100.Q Fine Gravel 3.1 3/4 in. 19.0 100.0 3/8 in. 9.5-mm 98.8 Coarse Sand 3.9 No. 4 4.75-mm 96.9 Medium Sand 19.9 No. 10 2.00-mm 93.0 Fine Sand 39.6 No. 20 .850-mm) 86.9 iVo.40(.425-mm) 73.1 Fines 33.5 No. 60 .250-mm 51.8 Totaf 100.0 No. 100 .150-mm} 38.3 No.200(.075-mm) 33.5 LL PI D10 D30 D60 0.31 Cc Cu ASTM pdssification Group Name Grayish-brown silty sand Symbol (SM) Figure Soil Classification Data Sheet i �� Particle Size Analysis Summary Data Job Name: Donogh Homes Job Number: E14062 Tested By: JHK Date: 10l21/14 Boring#: TP-3 Sample#: S-1 Depth: Moisture Content % 13.7% Sieve Size Percent Size Fraction percent By Passing (%) Weight 3.0 in. 75.0 100.0 Coarse Gravel ' 1.5 in. 37.5) 100A Fine Gravel 10.5 I 3/4 in. 19.0) 100.0 I 3/8 in. 9.5-mm) 93.6 Coarse Sand 4.2 � No.4 4.75-mm 89.5 Medium Sand 14.1 I No. 10(2.00-mm) 85.3 Fine Sand 35.4 ! No. 20 .850-mm 80.6 No.40(.425-mm) 71.3 Fines 35.9 IVo. 60 250-mm 53.9 Total 100.0 No. 100 .150-mm) 40.7 No.200 .075-mm 35.9 LL PI D10 D30 D60 0.30 Cc Cu ASTM Glassification Group Name Grayish-brown silty sand Symbol (SM} Fi ure 9 Soil Classification Data Sheet ,i �_` I , _ � �� _i Particle Size Analysis Summary Data Job Name: Donogh Homes Job fVumber: E14062 Tested Sy: JHK Date: 10/21/14 Boring#: TP-4 ' Sample#: S-1 Depth: Moisture Content %) 12.5% Sieve Size Percent Size Fraction Percent By Passing(�o) Weight 3.Q in. 75.0 100.0 Coarse Gravel 1.5 in. 37.5 100.0 Fine Gravel 3.9 3/4 in. 19.0) 100.0 3/8 in. 9.5-mm 97.4 Coarse Sand 3.1 No.4 4.75-mm� 96.1 Medium Sand 25.5 No. 10(2.00-mm 92.9 Fine Sand 37.7 N o. 20 .850-mm 86.5 No.40 (.425-mm) 67.4 Fines 29.7 No.60 .250-mm 42.5 Total 100.0 No. 100 .150-mm 31.7 No.200{.075-mm 29.7 LL P1 D10 D30 0.08 D60 0.36 Cc Cu ASTM Classificatan Group Name Brown silty sand Symbol (SM) Figure Soil Classification Data Sheet Particie Size Analysis Summary Data Job Name: Donogh Homes Job Nurnber: E14062 Tested By: JHK � date: 10l21/14 Boring#: TP-5 Sample#: S-1 Depth: Moisture Content % 14.4% Sieve Size Qercent 5ize Fraction Percent By Passing{°k} Weight 3.0 in.{75.0 104.0 Coarse Gravel 1.5 in. 37.5 100.0 Fi�e Gravel 7.2 3/4 in. 19.0) 100.0 3/8 in.{9.5-mm) 96.3 Coarse Sand 6.7 No.4 4.75-mm) 92.8 Medium Sand 17.0 No. 10 2.00-mm 86.1 Fine Sand 26.1 No. 20 .850-mm) 79.1 No.4Q(.425-mm) 692 Fines 43.1 No. 60 .250-mm 55.2 Total 100.0 IVo. 160 .150-mm 46.1 No.200 .075-mm 43.1 LL PI D10 d30 D60 0.30 Cc Cu ASTM Classificabon Group Name Brown sifry sand Symbol {SM) Figure Soil Classification Data Sheet Sample Distribution U.S_ Standard Sieve Sizes tSample Distribution 3" 1.5' 3/4" 3I8" 4 io 20 4o eo 100 zD0 I I I I I I I I I I I I 100 -- ---- -- ---------- -- - __._.. ____ - - _ .-- -- - 90 - -- 80 - - ---- - - -- --- — - -- --_. . _ _.___.--- - - ---__---- - - � c 60 - - - - -----._..-- .N N a50 _ _...- ----- — — ----- ... c d � 40 _._ __ — -- __ ____ a� a 30 ---- -- --- _ -_ _._.. - – 20 - - --- - - --- 10 -- -- -- - - — -- - -- --- - - --- 0 -' ----— -- --- - - --- ------- __—__ 1000 1 QO 10 1 0.1 0.01 0.001 Particle Size(mm) Sample Distribution Job Name: Dono h Homes Sam le#: S-1 Job Number: E14062 Date: 10(21/14 Figure: Tested B : JHK De th: Exploration#: TP-1 Sample Distribution U.S. Standard Sieve Sizes —�—Sample Distribution 3" 1.5" 3/4" 3�8° a �0 20 a0 60 ipp 200 I I I I I I I I I I 100 - - --- - --- - - -- - 90 - - - - - - - 80 ---- -- - - -- --- - - - - 70 - ---- - - - --- - -- --- - - -- c 60 -- - - - --- - .� � n`�. 50 - - ----- - - --- -- - -- - - - - --- - - -- ---- w c a� i 40 - d a 30 - — - ----- --- ---- - - - 20 - - -- - - - 10 - - - p _ .. _ _ _ _-- -- ----___ - - ----- ---.._ 1000 100 10 1 0.1 0.01 0.001 Particle Slxe(mm) Sample Distribution Job Name: Dono h Homes Sam le#: S-1 Job Number: E14062 Date: 10l21/14 Figure: Tested B : JHK De th: Exploration#: TP-2 Sample Distribution U.S. Standard Sieve Sfzes . --�-Sampie Distribution 3" 1.5" 3/4" �r8" a io 20 a0 60 100 200 I I I I I I I I I I 100 -- - - - ---- --- 90 - --- --__ __. . - - - _ _----. ._._...--- - - -- -- I 80 - - --- --- - - - ---- --- 70 � -- — - - - --. .__ 60 - _ ----- - - - - --- - _ -- -- w � a 50 - - ---- - - - -- c i 40 - - -- --- - - --- m a 30 - - - - - — -- -- 20 - - - - - - ---- - - -- 10 - - - - - - -- - -- p __.. _ - -- 1000 100 1 Q 1 0.1 0.01 0.001 Particle Size(mm) Sample Distribution Job Name: Dono h Homes Sam le#: S-2 Job Number: E14062 Date: 10l21/14 Figure: Tested B : JHK Depth: Exploration#: TP-2 Sample Distribution U.S. Standard Sieve Sizes -�-�--Sample Distribution 3" 1.5" 3!4" 3re• a to 20 40 60 100 200 I I I I I I I I I I 100 - - - - - - ----- � 90 -- . .- -__...___---- _-- - - — __ _.___ ----- - - 80 - -- - - - - -- - — 70 - - - - - - --- - .. c 60 -- ------- ------- -- - ._.._ ._ ___.__._ __ _ _-- - - — - ----...-- . ____.._._ N N a50 - ---- - - -- -- -- - c L 40 - - - - - - w a 30 - - -- --- -_. _____.__--- ------_______ _ 20 - - - - -- ---- --- - - - -. _ 10 - -- _____--- --- - --- - 0 - - ----- - --- . _ _ _ --- -------- --- - --._�..._-._.___,__. 1000 100 10 1 0.1 0.01 0.001 Particle Size(mm) Sample Distribution Job Name; Dono h Homes Sample#: S-1 Job Number: E14062 Date: 10121/14 Figure: Tested B : JHK De th: Ex loration#: TP-3 - - -� - -� - ; � �� - , �, � ; . _� --. � , Sample Distribution U.S. Standard Sieve Sizes +Sample Distribution 3" 1,5" 3!4 3�8� a io 20 ao 60 100 200 ( I I I I I I I I I 100 - - - -._....._. --- ____ _ ..__ — 90 - - - - — - --- - ---- -- - --- - I 80 - -___-------__-- - - -- �._ _ __. __ _.__._._.�_....__�.. _....._ . . .-----_---_ ____._...._... _ 70 --- - ----._--- _.-_ _ - ---.___.___ _-- -------- ------------._...__._. a� - ------ -_.. ---------- c --- - - - - — 'N - --- - -- a 5p _ .T-- - -- - . _.----�� - — - - - - - � �. c d � 40 -- - - - --------- ---__ m a. 30 - - - — 20 - - - -- -- - - - - 10 - - - -- - - - ---- --- 0 - - - ---- ----- - - ---�- _- - 1000 100 10 1 0.1 0.01 0,001 Particle Size (mm) Sample Distribution Job Name: Dono h Homes Sam le#: S-1 Job Number: E14062 Date: 10121/14 Figure: Tested B : JHK Depth: Ex loration#: TP-4 Sample Distribution U.S. Standard Sieve Sizes tSample Distribution � 3" 1.5" 3l4" 3l8� a io 20 4o so 100 200 II I I I I I I I I I I I I 100 �-----__ . -- --- - - - ---.--. -.----.--_._ ..__.----____ _. _ ___._____-- -.----__ 9 -- - -__ .... ---- - --- - - - .__-- - ------- - - - ----- 80 --- -- -- -- - 70 __.__..._...____.._..__._._..._ .,____T ----- . � 60 - --- --- - - -- -- .N a ca ----- __._._.._. _ ._.._.......__—_--�---- — ---- � C N � 40 - - - - - - a� a - — -. _ .. _...__._..__._.... 20 ..__. _ ��_ —_. --�- - ----- - 10 - ---- -__- _ - --- - -- - - ---- 0 _ _ -- - _ __ �_..__. - - - __._...____.,T__. 1000 100 10 1 0.1 0.01 0.001 Particle Size(mm) Sample Distribution Job Name: Dono h Homes Sam le#: S-1 Job Number: E140fi2 Date: 10/21/14 Figure: Tested B : JHK De th: Ex loration#: TP-5 ' ' Robert M. Pride, LLC Consulting Engineer Apri124, 2014 Mr. Darrell Offe Offe En ine ers g �'� � 13932 SE i59� Place Renton,WA 98058 Re: Infiltration Assessment Proposed Shelden Short Plat 1 18 Kennewick Avenue NE 3 Renton Washin on � � Dear Mr. Offe, This report provides subsurface soil information regarding discharge of storm water on this new short plat development located on the east side of Kennewick Avenue in ' Renton. It is understood that onsite infiltration is being proposed for this short plat of �I �' six new residences, and that a soil classification is required for infiltration design. � This long rectangular property has a gradual rise in elevation from the west to upper east property line. Total rise in grade is 28 feet over a distance of about 38o feet. There is an existing residence and garage on the lower three parcels that will be removed for the new residence construction. Field e�loration included the excavation of ten test pits as shown on the attached Drawing No. i. Summary logs of these test pits are attached to this report. Based on my site inspection and geologic research the upper soils consist of silty sands and sands that will perform adequately for low storm water discharge into these granular sediments. I have classified these upper soils as"medium sand"in accordance with the King County Design Manual —Table 4.5.2. There will be limited infiltration in the upper 2 to 3 feet on Lots i, 2 and 3 and there will be full infiltration down to 3 feet on Lots 4, 5 and 6. Respectfully, , �� F .�'_,s1. � 1 . . �r,.��,x .r,:`.;-. „'``'� ' � `;i .j ,,� �a .2�;� yr.' 7 t�F - . . . t t�./� �y�t �•�� i �'�J j..a 7 � l i. S g J 4b.. - -- " '�f:' 4. . '. ` .'�, �r�..� � �_��"ii+ r--•--••_�-t-.._-R,_._�_..__ tx=».,:s -t _�`r� ��,^ � � , � i Robert M. Pride dist: {1) addressee _ Principal Geotechnical Engineer rmp: KRRVKennewicki Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland,WA 98034 - SUMMARY LOGS OF TEST PITS ; TP-� Located on Lot 3 �_ o.o to o.5ft Topsoil — Silty Sand;brown,loose, moist; 0.5 to i.5ft Silty Sand; grey brown, medium dense, moist; '__ l. to . ft Sil Sand•brown soft wet• see a e at feet• , 5 35 t}' > > > > P g 3 , � TP-8 Located on Lot 4 ._ o.o to l.oft Topsoil;brown,loose, moist; ', ( l.o to 2.5ft Silty Sand;brown,loose to medium dense, moist; jl , 2.5 to 4.�ft Sand; grey brown, medium dense, moist to very moist; no groundwater; I' i�_ TP-9 Located on Lots 4/5 ; o.o to o.5ft Topsoil; brown,loose, moist; � � � � � ,- 0.5 to 2.5ft Silty Sand; grey, medium dense, moist; - 2.5 to 4.oft Silty Sand and Sandy Silt; grey, dense,very moist; no groundwater; , ,: '�' %�� TP-lo Located on Lot 5 o.o to o.4ft Topsoil;brown,loose, moist; _ 0.4 to 2.oft Silty Sand with cobbles; grey brown, medium dense, moist; �, ;' 2.o to 4.oft Sandy Silt; grey, dense, moist; no groundwater; '�� ;-� �� '� I II ( f Robert M. Pride, LLC Page 2 13203 Holmes Point Drive NE Kirkland, WA 98034 _ _ i .� � ,� ;- � � � —. i— ��, _ . ,., -� %. . � ` � � � 0 � � p -- �- cD o 0°a = �. � � � � � v � � � � � 7� ��`°� � � v� S � a.:�M � � �, � � � � � � � �� rn ' "w'.� � � r � n � � �------, � � � ; ( , - -- ---,�...T------------�_—_---�------ ,�^ � ».�w....�.,.....,.,,.�.... . �.r«..,.«»«.,.w. w'+y�� 1 . z� i_. .�� -r�w.�:� i:w�w�w�y��+*,f yr� ��p � �.w .I � k ( � ti � . �� I �� S � ` � �,`; �� '4 ,�g � �� . � � I Z'I � .....w ,y� �� ., . ��. ,, , '_"N" , . � r •� � i'��. f �2� W 1,' I� 1 CI 1,. 4 . � .. ,�' ' . �� r.C°��' Yi:1 I ��,,� � �•, if£� 1 � 4 Q i. { i �g,�' �. �.,� � ��.1 � 7� Y � 1 'S� �. 1', +�w " , , ,�'� � �� pi �� U I r O� mE�� ' �/ , � � �� ; g� �5�.�� r� �� 1 � � t��t�^ �. �� ,-,. �� p'( �C��t�C�)�w ,� 6 � �! w i i ti�ts�.�' � ,_� ' �, w• � � ��r'i„ �,� Z � � � • T ��- ,•�,.a)� ,' � -:�° � \tJ�'� � � I.i.�� ::� �:,.. � . , 4 M �� % i/ . � �� r��.,1�-� � . �q i M �' r': Y� ; `' ; NE 13th PLACE �� ' � NEW fIRE M'DRANT � „ i � � 'F � , .�. � , _... y � , I � . �' "�4. � ,.�, ....�.�.�«.r�''�w�, �.. , . .:�. � �' ��y.w , ,,,,� . ,� 1, It +.�„,. � � � � . 4 � ,..-� � � � ; , . , 1 I � . 1 � c� � �a � � , ; � +„ ' � ` I � � .� _, �� I �` , � {� I _ _j � ..�'4'`0.1. W.M. y ^ � I� ... _� _4"0.1 W M._� �...,�„� i �4 _ ._,:,�,..r�.a...�l n"S£hVMUr�.�� ,r.,�4 . �'^+�- t�II . � I � � � I . � �'. � . I I � � � M � ! F t i � . �51DE SfWER�jTYP�_—_— n", ,.,� r I� . �. ;. .� . `� � � 220LF.� 8"SSOS.8.87x � ----...__ ,. . M.,..w.a �_ �:.��--------..��'_ �___._ s�_ ... �_.:.._�`-\�-�---__- _.,.---__�.�__�_ ._--- ' � .,.,. ' . (� `SEWER STUB TO_-_ ____- __._.___�.�..�____ �j I TA% PFRCEI �J34J90-2559 � - � � '(E-NEW) 5ERWCE t0 9E ' � C� ABAN�ONED . . . . �� , . � � SSOS-6.�C% 2-E'VERT. 9END5 � �� .=f qy RIM-23 , D � , M��25 . IE�Z20.70, e'IN) IE�247.77.8'(OUl) � �• IE�228.80, 8'�OVn E C.l PIPE .� .. iE�2i7.C4, 8'(M) O ,n—r . � Z N n Q 10' WA7ER EASEMENT� � � � � � � a i �• � � ','�'j �C ,..i � � � N � O � N Q „`tif �1 �a TEST PIT NO. 1 Logged by JAD Date: 7124/13 Elevation: 243' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 OL Sod dry- .-.--- �.' SM Si Sand, i e dense �S�i h �y el�own 6.3 1 w�r�i�sa�do��qr�oe�%z�o 6° mt�is� � 2 3 ----v.dense... ..-brown.-- g�� 4 Maximum depth 3.5 feet. 5 No ground water observed. 6 7 TEST PIT NO. 2 Logged by JAD Date: 7/24/13 Elevation: 246' Depth Btows Class. Soil Description Consistency Moisture Color W(%) Comments � OL Sod &crushed ravel to 1'/z" sli�h�ly brown � SM Silty Sand f-c w/gravel to 5"" d��nse mois 8 6 -�........................................ � ----�----------.. 2 wlsome cementation de se moist be��m moist , , ..----��-------------�------ -._.......--- -------------�-- ----....._..---� 12.6 � 3 cemented hard ray-bm I ; � 4 Maximum depth 2.5 ft. �I ` No ground water observed. 5 6 7 i GEOSPECTRUM CONSULTANTS, lNC. Proposed 7-Lot Shelden Plat I 1318 Kennewick Ave. & 1316 Lincoln Place I Geotechnical Engineenng and Earfh Sciences Renton, Washington � Proj. No. 13-120 Da#e 9113 Figure A-1 � I _ TEST PIT N0. 3 Logged by JAD Date: 7/24/13 Efevation: 255' Depth Blows Class. Soii Description Consistency Moisture Color W(%) Comments 0 OL Sod dense --�ry-------�-�- brown 1 SM w��-Sc sand inE to mt�i��y 8.5 „ dense to 2 ----- ---------------�- ------ ------�- ----------.....---- moist ..----------... cemented hard ra -bm 7.4 3 4 Maximum depth 2.5 feet. 5 No ground water observed. 6 7 TEST PIT N4. 4 Logged by JAD Date: 7/24/13 Eievation: 255.5' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 aht � SM Soty Sand, very fine ��se rri�ist�y brown 8 8 moist --�-�---�-----��- 2 r�edium --�-------�--��----- �-�-��-�--------.. _.._ense.__,__ �� ra = rn� cemented w/acc ravel hard �re - m 6 8 3 4 Maximum depth 3 ft. No ground water observed. 5 6 7 GFOSPECTRUM C�NSULTANTS, INC. Proposed 7-Lot Shelden Plat 1318 Kennewick Ave. & 1316 Lincoln Ptace Geotechnica!Engineering and Earth Sciences Renton, Washington Proj. No. 13-120 Date 9/13 Figure A-2 TEST PIT NO. 5 Logged by JAD Date: 7/24/13 Elevation: 265' Depth Blows Ctass. Soit Description Cortsistency Moisture Color W{%) Comments 0 OL Sod foose ��dry-��----�-�- brown 1 SM w/m-c sancifine m�s��Y u to 2 moist �------------------ -�-------��-�- ---- 6.3 3 r�edium moist ense --�-----�� -----...---�................. ..... ............. ... y��--- 14.0 h 4 Maximum depth 4 feet. 5 No ground water obsenred. 8 7 TEST PIT NO. 6 Logged by JAD Date: 7/24/13 Elevation: 260.5' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 �t y OL Sod ve m ist brown � SM Silty Sand, very fne 1O°�e to w!some gravek moist 9.9 2 ectium... ...............�--� �ense moist -�-��-�--- - ��----� ---�- -------------- -------��--------- �� ray- m� 3 cemented w/occ ra�el hard retl- m 16. 4 Maximum depth 3 ft. No ground water obseroed. 5 � � 6 7 GEOSPECTRUM CONSULTANTS, INC. Proposed 7-Lot Shelden Plat - 1318 Kennewick Ave. & 1316 Lincoln Place Geotechnical Engineering and Earth Sciences Renton, Washington Proj. No. 13-120 Date 9/13 Figure A-3 y � � ��?��ECTRt1M C�1lISULT�4�T�� 1�1�'� _ _ ._ :: r------ . � ,, .� ��,�.. . � .. � y.� �+St*`T+ _ Y f,`$i _ . . . .l IF§'k , .��,;� 4 . . . � . � � - � � s' � ?,�-'-' �' t:y ��c��chniccrl En�►irleering and rEarth Sci�nc�s -- --, . i ; September 5, 2013 i ; � i Mr. Kyle Milier � ; KRRV Development, LLC � � P. 0. Box 908 ' � Ravensdale, WA 98051 � SUBJECT: GEOTECHNICAL EVALUATION ' Proposed 7-Lot Shelden Plat ' 1318 Kennewick Avenue NE & 1316 Lincoin Place NE ' Renton, Washington ; Project No. 13-120-01 Dear Kyle, ' This report presents the results of our geotechnical evaluation for the site of your proposed new residential development on the subject properties. The purpose of our j work was to provide geotechnical engineering evaluations of the site and geotechnical recommendations for the residentia{ development including design of foundations, site grading, erosion control and site drainage. Our work was performed in accordance with the scope and conditions of our proposal dated July 22, 2013. � ; ; A site development plan prepared by Offe Engineers (see Figure 2) was provided to us ! ; and was used as a reference for our evaluations. Based on our review of the plans � ; provided and discussions with you, we understand that the subject two properties will � i be divided into 7 new lots and the development of the new lots will include new 2-story + , or 3-story wood-frame residences supported at grade (no basements) on each of the ; , new lots. The structures will likely include ground level garages with slab-on-grade ; floors. The ground floors of the residence structures may be raised floors with crawi ; . space or may be slab-on-grade. Access to the new lots will be via a driveway on the i , north side of the property connecting to Kennewick Avenue NE as shown in Figure 2. ; � No structural load information was provided but based on our experience we estimate �� that bearing wall loads will be in the range of about 2 to 3 klf and maximum column ' loads will be in the range of about 10 to 20 kips. If actual structural loads exceed the � above values by more than 25%, this office should be notified. � ; � Review of the Renton COR Map Sensitive Areas overlay indicates no Erosion Hazard, ' Seismic Hazarci or Coal Mine Hazard at the site. � . ; , ; � , � �?O. Box 276, lssaquah, V�/A 98C?27-0276 - Phone: (425)391-�4228 Fax (425)39 I,rt228 � KRRV Development, LLC September 5, 20'13 SCOPE OF WORK Our geotechnical evaluation included review of geologic mapping, site explorations, engineering analyses and evaluations and the preparation of this report. The scope of work inciuded the following specific tasks: o Review of published geologic mapping of the site vicinity. o Performed a reconnaissance of the site as well as observations of the adjacent developed lots. o Observed and logged six test pit explorations within the two properties (see Figure 2) to depths up to 4 feet below existing ground. Logs of the test pits and results of field and laboratory testing are presented in the Test Pit summaries of Appendix A. o Performed geotechnical engineering evaluations of the proposed site development and developed our geotechnical recommendations for foundation design, site grading, drainage and observations during construction. o Prepared this geotechnical report summarizing our findings and recomrrjendations. OBSERVED SITE CONDITIONS The property is bordered on the north, east and soutli by developed residential lots At � the time of our field exploration (7/24/13) the properties were developed with the residences and out buildings as shown in Figure 2. The topographic mapping included on the site plan of Figure 2 indicates that the subject site area generaily slopes gently down #o the west/southwest with an average gradient of only about 7+ percent and gradients in localized natural areas range from about 6 to 8 percent. In addition there is an existing minor cut area east of the existing barn on the 1316 Lincoln Place NE property with gradients as high as 20 percent as well as existing fill mounds up to about 4+ feet high in the northeastern area of that property (see estimated fill limits on Figure 2). The site was generally well vegetated including lawns, shrubs, fruit trees and trees around the existing houses. The eastern half of the 1316 Lincoln Place NE property was undeveloped and heavily vegetated with grasses, blackberries and trees. We did not observe any seeps or springs or evidence of current or past erosion on the site on the site in general but much of the ground surface was not visible due to heavy vegetation coverage. Project No. 13-120-0'! Page 2 �� KRRV Development, LLC September 5, 2013 Subsoils i Our evaluation of the subsurface conditions was based on our observations of our six exploratory test pits within the site plus review of published geologic mapping. Approximate locations of the test pits are shown on Figure 2. Logs of the test pits are presented in Appendix A. Subsoils encountered in our test pits were found to include weathered natural glacially consolidated soils as well as outwash deposits. Natural soils encountered at the test pit locations generally were silty fine to very fine � sand with some medium to coarse sand and gravel. Subsoils observed in TP-1 and TP-2 within the 1318 Kennewick Avenue NE property as weA as TP-3 in the western haff of the 1316 Lincofn Place NE property were generally dense to very dense at the surface to the depths explored. Subsoils in the eastern half of the 1316 Lincoln Place NE property (TP-4 through TP-6) inc(uded a loose layer about 2 to 3 feet thick overlying medium dense soils at depths ranging from about 2 to 3 feet below the natural surface becoming hard and cemented at greater depths. Ground Water No ground water or seepage was observed in any of the test pits. Subsoils were generally slightly moist to moist becoming moist near the upper surface of the hard cemented soils. The measured moisture contents of the soifs generally ranged from about 5+ to 16+ percent. Subsurface Variations Based on our experience, it is our opinion that some variation in the continuity and depth ofi subsoil deposits and ground water levels should be anticipated due to natural deposition variations and previous onsite structures and grading. Due to seasonal moisture changes, ground water conditions should be expected to change with time. Care should be exercised when interpolating or extrapolating subsurface soils and ground water conditions between or beyond our test pits. Project No. 13-120-01 Page 3 ' KRRV Development, LLC September 5, 2013 SITE EVALUATIONS General The referenced geologic map of Figure 1 indicates the site to lie across a surface contact between glacial till (Qt) soils in the western site area and recessiona( outwash sand deposits (Qys) near the east end of the site. The Qgt glacial till soils are highly consolidated, heterogeneous mixtures of sand, silt, clay and gravel soils deposited during the advance of the Vashon glaciation, the last glaciaf advance into the Puget Sound area, approximately 13,000 to 16,000 years ago. The recessional oufiivash sand deposits (Qys) are indicated to be typically loose, fine to medium sand soils that were deposited by melt water streams from the retreating glacial ice during the recession of the Vashon glaciation. The Qys deposits are indicated to be no more than 20 feet thick and are underlain by very dense glacial till (Qt) soils deposited at the base of the Vashon glacial ice. Based on the soils obsen►ed on the site and review of the referenced map, it is our opinion that the subsoils underlying the 1318 Kennewick Avenue NE property and the western half of the 1316 Lincoln Place NE property are most likely glacially ' consolidated glacial till deposits (Qt). Subsoils in the eastem half of the 1316 Lincoln Place NE property are most likely a thin layer of recessional oufinrash sand deposits , (Qys) overlying glacial till soils at shallow depths of about 2 to 3 feet below the natural surface. The site also contains some fill deposits which could be imported soils or related to the existing onsite cut area observed east of the barn on the 1316 Lincoln Place NE � property. Limits of the observed fill are approximately shown on Figure 2, but there may be other localized areas of fill as well. Based on #he results of our field investigations combined with our own experience and judgment, it is our opinion that the geotechnical site conditions are suitable for the proposed development provided our recommendations are fol(owed. Hazard Assessment Landslide: The geologic map of Figure 1 indicates no mapped landslides within the site vicinity and our site obsenrations indicate the site is currently stable. Most of the site has gradients less than 8 percent. Considering the gentle slope gradients of the onsite natural slope areas and the observed glacial till subsoils, it is our opinion that the potential for future instability of the natural soil areas on the site is very low. Considering that the maximum height of the existing cut area is only about 4 to 5 feet and the fill mounds are only about 4+ feet and will be removed during construction we conclude that the landslide hazard of these features is insignificant. Project No. 13-120-01 Page 4 , , � KRRV Development, LLC September 5, 2013 Erosion: The Renton COR Maps Sensitive Areas overlay did not indicate the site is within a Erosion Hazard area. We observed that the site is weli vegetated and we observed no indication of any seepage or concentrated water flow or current or past � erosion on the site except within the existing drainage swale. Based on our site observations and explorations it is our opinion that there is no unusual erosion risk at this site and any potential erosion potential resulting from development will be mitigated by our recommended grading procedures and drainage/erosion control measures and by final re-vegetation/landscaping incorporated into the proposed development plans. Coal Mine: The Renton COR Maps Sensitive Areas overlay indicated no Coal Mine Hazard at the site. Seismic: The Renton COR Maps Sensitive Areas overlay indicated no Seismic Hazard at the site, however the Puget Sound region is a seismically active area. About 17+ moderate to large earthquakes (M5 to M7+) have occurred in the Puget Sound and northwestern Cascades region since 1872 (141 years) including the 2/28/01 M6.8 Nisqually earthquake and it is our opinion that the proposed structures will very likely experience significant ground shaking during their useful life. Based on a recently published study the site lies at about 2 miles south of the south edge of the mapped location of the Seattle fault zone which is about 3 miles wide at that location. Another recent study of the Vashon-Tacoma area presents evidence for the east-west trending Tacoma Fault which is indicated to pass through the south end of Vashon and the middle of Maury lsland about 10 miles southwest of the site. The study suggests that the Tacoma Fault and the Seattle fault may be linked by a master thrust fault at depth. The site is also about 19 miles southwest of the estimated trace of the South Whidbey-Lake Alice fault. Both the Seattle and South Whidbey-Lake Alice faults have postulated maximum credible magnitudes of 7.0 to 7.5. The Seattle fault has been documented to have moved at i#s west end (Bainbridge Island) about 1000 to 1100 years ago and evidence of movement at the east end has also recently been documented. Some experts feel that the recurrence interval befirveen iarge events on the Seattle Fault may be on the order of several thousands of years but our calculations indicate it may be on the order of 1200 to 140Q years. The activity of the documented Tacoma fault is considered to be on the same order as the Seattle fault. The recurrence of a maximum credible event on the South Whidbey fault is not known but some experts have assigned a recurrence of about 3000 years, however smaller events will occur more frequently as evidenced by the 5.3 event on ' May 2, 1996 which was attributed to that fault. In addition to Puget Sound seismic sources, a great earthquake event {M8 to M9+) has been postulated for the Cascadia Subduction Zone (CSZ) along the northwest Pacific coast of Oregon, Washington and Canada. The current risk of a future CSZ event is not known at this time. Published reports have indicated recurrence intervals for a CSZ event to range from as little as 100-200 years to as long as 1000+ years and the time of the last event is reported to have been about 313 years ago. Project No. 13-120-01 Page 5 1 � ' KRRV Development, LLC September 5, 2013 The 2009 Internationai Building Code (IBC) adopted by the City of Renton requires consideration of a spectral acceleration level with probability of exceedance of 2 percent in 50 years for seismic structural design. This corresponds to about a 2475- year recurrence interval earthquake ground motion. Based on the short period spectral response accelerations presented in Figure 1613.5(1) of the 2009 IBC, adjusted as per equations 16-36, 16-38 and factored as per section 1803.5.12(2), we estimate the IBC peak ground acceleration for soils and foundation design at this site to be about 0.39g. Please note that the 0.39g peak ground acceleration includes the additional reduction factor of section 1803.5.12(2) and is not intended for structural analyses. We recommend the site be considered a Site Class D for structural design. I Secondary seismic hazards due to earthquake ground shaking include induced slope failure, liquefaction, lateral spreading and ground settlement. Considering the lack of ground water and the very dense/hard nature of the soils recommended for bearing at the site, it is our evaluation that the potential for damage to the structures due to liquefaction, lateral spreading and settlement is very low to nil. The potential for seismicalfy induced shallow failures on the site is also considered very low. Structure Support Considerations The existing onsite fill soils and loose weathered soils are not considered suitabie for structure support. In our opinion all foundations should penetrate through any existing fill, topsoil and loose soils to bear on undisturbed very densel hard natural soils. The undisturbed very dense/hard natural glacial tilt soils encountered in our explorations should provide good support for the proposed structures. Bearing soils are expected to be encountered at depths ranging from about 1 to 3.5 feet below the natural ground surface at the site. Conventionai spread footings are considered appropriate for support of the proposed structures considering that bearing soils will generally be at shallow depths. We have included recommendations for spread footing foundations in this report. � .� _ i Project No. 13-120-01 Page 6 � ' ' . � KRRV Development, LLC September 5, 2013 RECOMMENDATIONS The following subsections present our recommendations for design of foundations, retaining walls, site grading, drainage control and erosion control. Also included are recommendations for plan review and observations and testing during construction. Spread Footinq Foundations Conventional spread footings founded on undisturbed very dense/hard natural glacial till soils should provide good support for the proposed structures. Bearing soils are expected to be encountered at depths ranging from about 1 to 3.5 feet below the natura! graund surface of the site. Continuous wall footings should be at least 18 inches wide. Square footings for column support shoufd be at least 24 inches wide. Footings supported on undisturbed very dense/hard natural glacial till soils may be designed based on an allowable bearing pressure of 2000 psf. All footings should be founded at least 18 inches below the lowest adjacent final grade. Where the natural bearing soils slope, the footing excavation should be stepped to maintain a horizontal bearing surFace. If deep fill or other unsuitabte soils are encountered, foundation loads may be transferred from the recommended minimum foundation depths to the recommended very dense/hard bearing soils by a monolith of lean concrete having a minimum compressive strength of 1000 psi. The width of an un-reinforced lean concrete monolith should be at least as wide as the footing or at least one-third of the monolith ' height, whichever is greater. Reinforced monoliths should be designed by a structural engineer. A suitable width trench should be excavated with a smooth edged excavator bucket (no teeth) to expose the denselvery dense bearing soils under observation by our office and backfi(led as soon as possible with the lean concrete to the footing elevation. � The estimated settlement of a 18-inch wide continuous footing carrying a load of 3 kips per foot is on the order of 1/4 to 1/2 inch. Our settlement estimates assume that foundations are supported on undisturbed very dense/hard natural bearing soils and that all fill and looseldisturbed material is removed from the bearing surface prior to concrete pour. Maximum differential settlement within the proposed structures is expected to be 1/2 inch or less. Settlements are expected to occur primarily during construction. Resistance to lateral loads can be assumed to be provided by friction acting at the base of foundations and by passive earth pressure. A coefficient of friction of 0.45 may be assumed with #he dead load forces in contact with on-site soils. An allowable static passive earth pressure of 250 psf per foot of depth may be used for the sides of Project No. 13-120-01 Page 7 r � ' � KRRV Development, LLC September 5, 2013 footings poured against undisturbed rnedium dense natural soils or properly compacted structural fill. An allowable static passive earth pressure of 15d psf per foot of depth may be used for the sides of footings or grade beams poured against existing loose soils. The vertical and lateral bearing values indicated above are for the total dead load plus frequently applied live loads. For short duration dynamic loading caused by seismic or wind forces, the vertical bearing values may be increased by 50 percent and allowable lateral passive pressures may be increased by 33 percent. Retaining Walls Cantilevered retaining walls as referred to in this report are walls which yield or mo�e outward during and after backfilling. Actuaf wall movements will depend on the wall design and method of backfilling and can range from 0.1% to 0.3% of the wall height. Design pressures for cantilevered walls given below assume that the top of the wall will deflect at least 0.15% of the wall height. Design of wall foundations should be in accordance with the recommendations presented in this report. Static design of permanent cantilevered retaining walls which support a horizontal �, surface of properly compacted clean free-draining granular material may be based on an equivalent fluid density of 40 pcf. These pressures assume that there is no water pressure with the wall backfill. An additional uniform lateral pressure due to backfill surcharge should be computed using a coefficient of 0.27 times the uniform vertical surcharge load. Static design of walls supporting horizontal backfill and structurally braced against movement should be based on an equivalent fluid density of 60 pcf. This pressure assumes that the wall supports a horizontal bacicfill of properly compacted free-draining granular material and that there is no water pressure behind the wall. Uniform lateral pressure due to a uniform vertical surcharge behind a braced wall should be computed using a coefficient of 0.43 times the uniform vertical surcharge load. Seismic design of retaining walls should include a dynamic soil loading. Dynamic soil pressure should be assumed to have an inverted triangular distribution. Based on a Q.39g IBC ground motion level the dynamic soil pressure at the top of the wall should _ be at least 25H (psfl where H is the height of the wall above the footing base. The dynamic soil pressure should diminish linearly to zero at the base of the wall. Combined static plus dynamic soil pressure should be used for seismic design of the walls. Care should be exercised in compacting backfill against retaining walls. Heavy equipment should not approach retaining walls close enough to intrude within a 1:1 line drawn upward from the bottom of the wall. Backfill close to wal(s should be placed and Project No. 13-120-01 Page 8 r � KRRV Development, LLC September 5, 2013 compacted with hand-operated equipment. Recommendations for placement and compaction of structural fill are presented under "Site Grading". Design wali pressures given above assume no water pressure behind the wall. We recommend that a drainage zone be provided behind all walls and a adequate drain system be provided at the base of the walls. Wall base drains should consist of a four- inch diameter perforated PVC drain pipe placed in at least one cubic foot of drain gravel per lineal foot along the base of the wal{. Drain gravel should be washed material with particle sizes in the range of 3/4 to 1-1/2 inches. As a minimum, the drainage zone within the upper wall should consist of a Miradrain drainage mat or equivalent attached to the wall surface for the full height and embedded into the drain gravel at the base of the wall. As an alternative a sand drainage zone could be placed the full height of the wall with a horizontal width equal to at least 1 foot. Backfill within the drainage zone should be a clean sand/gravel mixture with less than 5 percent fines based on the sand fraction. A membrane of Mirafi 140 filter fabric or equivalent should be provided between the drainage zone material and onsite silty soil backfill. The drainage zone backfill should be capped with 12 inches of silty soils to reduce surface water infiltration. Site Gradinq Site grading is expected to consist primarily of minor cut and fill grading and retaining wall construction to create level pads on the proposed lots, excavation for proposed foundations and subgrade preparation for slab and pavement areas and utility trenches. Onsite granu(ar soils cleaned of debris and organics are considered suitable for use in general compacted fifls but in our experience the onsite glacial till soils will be moisture sensitive with regard to grading and compaction characteristics. Grading should be scheduled for the late summer months if possible. Wet weather grading may require the use of imported clean granular fill soils which are more easily compacted at higher moisture levels. Recommendations for site preparation, temporary excavations, structural fill, subgrade preparation, site drainage and trench backfill are presented below. Site Preparation: Existing vegetation, debris, fill soils, and loose or organic natural soils should be stripped from the areas that are to be graded. During rough grading, excess soils may be stockpiled for later use. Stripping in subgrade areas is expected to average about 1 foot. Soils containing more than 1% by weight of organics may be used in planter areas, but should not be used for structural fill. Stumps, debris and trash, plus rocks and rubble over 6 inches in size, should be removed from the site. Subsoil conditions on the site may vary from those encountered in our test pits. Therefore, our office should observe the prepared areas prior to placement of any new fills. Project No. 13-120-01 Page 9 KRRV Deve(opment, LLC September 5, 2013 Temporanr Excavations: Sloped temporary construction excavations may be used where planned excavation limits will not undermine existing structures or interfere with other construction. Where there is not enough room for sloped excavations, shoring should be provided. Based on the subsurface conditions encountered in the test pits, it is our opinion that sloped ternporary excavations may be made vertically to depths of 4 feet or less. Excavations up to 10 feet in depth should be sloped no steeper than 1:1 within loose/medium dense soils and no steeper than %:1 (horizontal:vertical) within the un- weathered, hard cemented natural glacial till soils. It should be noted that the contractor is responsible for safety and maintenance of construction slopes. We recommend that cuts over 4 feet in depth be covered with visqueen tarp to help ' control ravelling and sloughing. Surface drainage should be directed away from the top I edge of cut slopes. Surcharge loads should not be allowed within 5 feet of the top of the slope or within a 1:1 (horizontal:vertical) plane extending up from the toe of excavation, whichever is greater. Structural Fill: Provided that soil moisture can be maintained near optimum, excavated onsite soils cleaned of organics and debris may be used for general structural filt but the onsite soils are expected to be moisture sensitive and during the rainy season the ' soils may become too wet for practical compaction. Therefore imported granular fill soils should be used if moisture conditions cannot be adequately controlled. Loose soils, formwork and debris should be removed prior to placing fill or backfill. Structural fill should be placed in horizontal lifts not exceeding 8 inches in I�ose thickness and compacted to at feast 90 percent of the maximum dry density as determined by the ASTM D1557 test method. fmported granular fill should consist of clean, well-graded sand and gravef materials free of organic debris and other deleterious material. Imported material for wet weather grading should be a sand/gravel mixture with less than 5 percent fines based on the sand fraction. Permanent Slope Design: Ail permanent fill slopes should be constructed with properly compacted structural fill. Permanent fill slopes and cut slopes exposing weathered natural soils should be made no steeper than 2:1 (horizontal:vertical). Permanent cut slopes that expose very dense/hard cemented glacial till should be made no steeper than 1.5:1 (horizontal:vertical). All vegetation, debris and weathered soils should be removed from the proposed fill slope areas and the exposed dense natural soils should be cut to create horizontal benches prior to fill placement. Final graded slope areas shouid be immediately covered with a temporary surface covering such as straw mulch or other suitable erosion resistant material and should be planted with grass and deep rooted plants to provided permanent erosion control. Project No. 13-120-01 Page 10 � KRRV Development, LLC September 5, 2013 Slab/Pavement Support: Slabs-on-grade and pavement should be supported directly on undisturbed dense natural soils or on properly compacted structural fill over dense natural soils. Where unsuitable soils (existing fi11, loose and organic soils) exist at subgrade level, subgrade preparation should include excavation of the unsuitable soils as required to expose dense natural soils and placement of structural fill to final subgrade elevation. Subgrade fill should be placed in accordance with the recommendations for structurai fill except that the top 6 inches of the subgrade fill should be compacted to at least 95 percent of the ASTM D1557 maximum dry density in pavement and driveway areas. � It should be noted that where the proposed slabs cross a fill/natural contact line, there will be a high risk of cracking. Risk ofi cracking can be reduced by placing construction joints at the contact and by proper steel reinforcement of the slab. Interior concrete slabs should be underlain by a capillary break consisting of a polyethylene vapor barrier of at least 6 mil thickness. Utilitv Trenches: Buried utility conduits should be bedded and backfilled around the conduit in accordance with the project specifications. Bedding material shoutd extend from six inches below the pipe to six inches above the pipe. Where conduit underlies pavement or slabs-on-grade, the remaining backfill above the pipe should be placed and compacted in accordance with the recommendations for structural fill. If imported granular fill is used for trench backfill it should be capped with 12 inches of onsite silty soils. � Drainage Control Surface drainage from the site and adjoining upslope areas should be controlled and diverted around the development area in a non-erosive manner. Proposed lots within the area of the existing swale will require a culvert or other drainage conveyance to carry surface and subsurface water. Adequate positive drainage should be provided away from the structures and on the site in general to prevent water from ponding and to reduce percolation of water into subsoils. Granular backfill should be capped with paving or 6 inches of onsite silty soils. A desirable slope for surface drainage is 2% in landscaped areas and 1% in paved areas. Roof drains should be tightlined into the storm drain system (no discharge on the grounc! surface). A permanent perimeter drain, independent of the roof drain system, should be placed adjacent to the base of the continuous exterior foundations. The drain should consist of a four-inch diameter perforated PVC drain pipe placed in at least one cubic foot of washed drain gravel per lineal foot along the base of the foundations. The drain gravel zone around the pipe should be encapsulated with a membrane of Mirafi 140 filter fabric or equivalent between the drainage zone and onsite silty soils. Project No. 13-120-01 Page 11 .� • KRRV Development, LLC September 5, 2013 Erosion Control Although we observed no evidence of erosion, onsite soils are expected to be erodible when disturbed and exposed to concentrated water flows. Siltation fences or other detention devices should be provided around the downslope side of the disturbed site area and soil stockpife areas during construction to control the transport of eroded material. The lower edge of the silt fence fabric should have "J" shaped embedment in a trench extending at least 12 inches below the ground surFace. Surface water flow should be collected in area drains and tightlined to the storm water system, no water should be discharged on the site unless via a properly designed and approved infiltration/dispersion system. Exposed final graded soil areas should be planted immediately with grass and deep rooted plants. Plan Review This report has been prepared to aid in the evaluation of this site and to assist the architect, structura! and civil engineers in the design and construction of the project. It is recommended that this office be provided the opportunity to review the final design drawings and specifications to determine if the recommendations of this report have been properly implemented and to make any supplemental design recommendations which may be required. Observations and Testinq Durinq Construction Recommendations presented in this report are based on the assumption that soil conditions exposed during construction will be observed by our office so that any necessary design changes or supplements may be made. Foundation excavations should be obsenied to verify that they expose undisturbed very dense! hard bearing soils and that excavations are free of loose and disturbed materials. Subsurface drainage provisions should also be verified by our office. All structural fill and slab/pavement subgrade areas should be observed by a representative of this office after stripping and prior to placing fill. Proper fill placement and compaction should be verified with field and laboratory density testing by a qualified testing laboratory. _ Project No. 13-120-01 Page 12 � KRRV Development, LLC � September 5, 2013 CLOSURE This report was prepared for specific application to the subject site and for the exclusive use of KRRV Development, LLC and their representatives. The findings and conclusions of this report were prepared with the skill and care ordinarily exercised by local members of the geotechnical profession practicing under similar conditions in the same locality. We make no other warranty, either express or implied. Variations may exist in site conditions between those described in this report and actual conditions encountered during construction. Unanticipated subsurface conditions commonly occur and cannot be prevented by merely making explorations and performing reconnaissance. Such unexpected conditions frequently require additional expenditures to achieve a proper(y constructed project. If conditions encountered during construction appear to be different from those indicated in this report, our office should be notified. RespectFully submitted, GEOSPECTRUM CONSULTANTS, INC. �� James A. Doolittle Principal Engineer �c, A•�nQQL � � w�F k I. f ,�; �-. � � �q��, " Encl: Figures 1 and 2 y . �� Appendix A r �= �_. ��`5 � �� :�e23 �,� �'O 'P�JI��;.�� Dist: 21Addressee ��5�%ok1;L�`�� . �� EXPIRES 3IS3/ ; �� ,__! � �'_�� Project No. 13-120-01 Page 13 r s r � _,.,+: ..._:- , ��I�rna�? R�inY� : . , '� �a�, t �' --r�` ,<<: �..� .� ��------.��=�-..�_- '; �� ; . , �� .:.� - ��4��-�-"" '"=%'� .`�'`° � .•,� • „m,��-�.�,: `,•��._ `�_�� r :� �` _"�`,,. �� '.� '��; � � �,y...,, •,.;�s,,�t ----.- ..� ` V,:'�,�,.r. ,, i. 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''' asefi'alt, w�, � �yi 4v Cern� „}/ :,' � _ _... . 5 ��1N f��' � f '+ � .`�t k �. �..'ryQ.�� IJ $fd ,i' �� r �,_ _ =l ��z s �' r�� `-' �. ,. I� ��% '4;'; �� ., ti D Qa-�w +R� ,- ,�" { �, �;x � :l�I" �-�, �S ,'_��ti _ ` �`� r /'�� '`� �� :,� � , ~ y� � _. .. .JA`a...��:t�' ' ' . r� � i * '�' � � ��`_�ti ` :�f � ' � . D '�' � R'+ ^�. t' ��, , � '�1f+��,1 y M' Y• �;� ,;(�= ��.�,+�_..' "-t!'�_�,, f r �; • J��. �r� �,% � � ,..�,... '�\`; t- � - �.,`4�`-� �•�_ ..� :�.. ' . � sT A�F � , 1"r � �t,`.'Q�. �. � � � �. _.,. . . i r , .. ;1'� _ ''r"� . � . ,._:t-- ref: Preliminary Geologic Map of Seattle arid Vicinty, Washington, by Waldron, � Liesch, Mullineaux and Crandell, USGS Map I-354, 1962, enlarged scale: 1"=2000' SITE VICINITY GEOLOGIC MAP � Proposed 7-I,ot Shelden Plat GEOSPFCTRUM CONSULTANTS, �n/C. 1318 Kennewic.Jc Ave NE & 'I 316 Lincoln PI NE ::..>.::::�:<:::>::;<� ;. ' <;:>::;::::::::;>�::;:»�:��`� enton Washin on : ..:::.::::. ..��:.: , 9t __ . ......:.;... ., � GootechnJco!En8/nao�/n� ond Eorth Sclancos Proj. No. 13-12 Date 9/13 Figure 1 _ . _. _ _ � � �, . .� _., _ � � :::;<::t;� V/ 0 � 0 `�`>:>:::� O ., :.::::::. 0 's�::>::::: o :s;;<:<;;:; y APProximate Lacation of � '"�`' � observed f il l mound � <::: ;: M n q ':: y � i � � � � C i ' ! ! ` � j...,.,,. � i � i.9:: .....,r ::.::: :•::<:> � ::.�::> �::r.�: ' � .-`xl 1 . �� 0 nX:•::; � ; ♦ � r 1� F • l .:/.. YI%-� � � •:.,:.i ; ti, i i• � :... ...... � ..,.:... , ;..::r: . 1� r� . � : ' � i r C � \ 0 .:+.::• : ,... :.r::;;� ^ �. ��' f�:ltr� -� :�nw� �z"i 0 :,;..; _ i_ � `�. �� '.� �� d . .. i�� .�.�.�-��.w......�. . . >�'� ` / i � ,# \ , ` ~i /� �} � j f; J _�+, i �� 't�� ,�� t� � � �� a - ----------- -- . :.: - - f' .. 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O' ("�' �r� � +. ,Y..� I� �_....-i ' � ' �f'_'"..,.._._..'_" , __" __—_"__ _� � ' •,i�-' "'_'_•�' ".._..,.... � t��',� I ♦ �� O `h' Q t�J � ' ,e..�x:.�¢a� ;�f .Z,� •.t--._..._.._ � „ - '--��ti____.._. � 7� � �� T . 1 t� Z .'"� n.��.. �� I; � �:,�■ � , �—a�. M k �'T � ' ` �,�� \ � - � ` � � M . � i:_�. �.._._. ��... �_..__J�\ . . . _ . � o � � � �y.�� F� �ia' wn� xrEns � j` ��.;' -�,�r�` ��oo+�. ,�...__..._. I �p.00' _4�o:oo' _ �': 57_i e''• _ � . R� EMENT, ,• � _._, _. .,�•„ "� w � � �t—_,_�._�� ,' `i ��✓�� '.-r�'..', 'a' ._ _l x :.. .. 1 � _ _.. .- - -.� __. � .._. __I p� £ v , . N � I tA f3• I `. '', '�, ;\. ; � � , j; µ?,�.� '../�,.� , � `.._. �... � �1 .. .t.. . . . � ` � . , ,� � �, t-+ O .<v.. ': `�� i.�.I ) j � ,.\ I's,,:a ', '�4 ' �,-, 1 \ {, ... .._.. N � rt ro ' �•.,...�..,� '�, .\ ! , .�� i � C � � _�:'�e.�M � ,� '+ ! �� I wv � � � x ,;�' � ,. . , ' � � '.• i m � a y � , � , � �o ao � R° � w wb � rnrt N O � ro � y ref: Site Plan prepared by Offe Engineers, da.ted 9/5/13, m � p reduced scale: 1" = 50' z N H b C� � 'z APPENDIX A FIELD EXPLORATION Our field exploration included a site reconnaissance and test pit explorations. During the site reconnaissance, the surface site conditions were nated, and the locations of the test pits were approximately determined. The test pits were approximately located using the existing structures as a guide. The approximate locations �f the test pits are shown on Figure 2. Test Pit elevations were estimated based on the topographic mapping shown on Figure 2. Test pits were advanced using a trackhoe excavator. Soils were continuously logged and classified in the field by visual examination, in accordance with the ASTM Soil Classification system. Logs of the test pi#s are presented on the test pit summary sheets A-1 through A-3. The test pit summaries include descriptions of the soils and pertinent field data. Soil consistency and moisture conditions indicated on the logs are interpretations based on the conditions observed in the field. Boundaries between soil strata indicated on the logs are approximate and actual transitions befinreen strata may be gradual. b� TEST PIT NO. 1 Logged by JAD Date: 7/24/13 Elevation: 243' Depth Blows Class. Soil Description Consistency Moisture Color W{%) Comments 0 OL Sod dense dry---�� ---- Ii ht SM S�rt�r Sand,�i�e sli�h�ly bt�own 6.3 1 w -c sa��r�o��Z�o 6" m is 2 3 ...............�-•� --------........ 8.0 v.dense brown 4 Maximum depth 3.5 feet. � No ground water observed. � 6 7 TEST PIT NO. 2 Logged by JAD Date: 7/24113 Elevation: 246' � Depth Blows Class. Soil Description Consistency Moisture Color W(�,) Comments O OL Sod &crushed ravel to 1'/2" sli htly brown � SM Silty Sand f-c wlgravel to 5n" d��nse mbist 8 6 .......................................... � . ......-----...... w/some cementation ve moist br n & � 2 dense ��-��:��-�� re��rn moist 12.6 3 cemented hard ray-brn 4 Maximum depth 2.5 ft. No ground water observed. 5 6 7 GEOSPECTRUM CONSUtTANTS, 1NC. Proposed 7-Lot Shelden Plat 1318 Kennewick Ave. & 1316 Lincoln Place Geotechnical Engineering and Earth Sciences RentOtl, Washington Proj. No. 13-120 Date 9/13 Figure A-1 TEST PIT NO. 3 Logged by JAD Date: 7/24/13 Elevation: 255' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 OL Sod dense dry------��---- brown SM S,t�r Sand, fine sli�h�ly 8.5 1 w -c sand to m is „ dense to 2 ��---�--�............................... ................ .� moist ......-----�---� cemented hard ra -brn 7.4 3 4 Maximum depth 2.5 feet. 5 No ground water observed. 6 7 TEST PIT NO. 4 Logged by JAD Date: 7/24113 Elevation: 255.5' Depth 81ows Class. Soil Description Consistency Moisture Color W(%) Comments I � OL Sod sli htly � SM Silty Sand, very fine loose mt�ist brown 8 8 � moist ................. -�----��----�-----� 2 r�edium .......................................... ....ense...... ��aray- m� 3 cemented w/occ ravel hard &red- rn 6.8 4 Maximum depth 3 ft. IVo ground water obsenred. 5 6 7 GEOSPECTRUM CONSULTANTS, INC. Proposed 7-Lot Shefden Plat 1318 Kennewick Ave. & 1316 Lincoln Place Geofechnical Engineerrng and Earth Sciences Renton, Washington Proj. No. 13-120 Date 9/13 Figure A-2 TEST PIT NO. 5 Logged by JAD Date: 7/24/13 Elevation: 265' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments 0 OL Sod loose --ary-------�---� brown 1 SM w�n5-c san'dfine m�iS��Y „ to 2 moist ..................� ---�--------- �---- 5.3 3 +�edium moist ense ....-�--- ------------------------------ ----h.....-------- ---- r. y.&... 14.0 4 Maximum depth 4 feet. 5 No ground water observed. 6 7 TEST PIT NO. 6 Logged by JAD Date: 7/24/13 Elevation: 260.5' Depth Blows Class. Soil Description Consistency Moisture Color W(%) Comments � OL Sod sli�h�ly � SM Sitty Sand, very fine loo�se {o�s brown w!some gravel moist 9.9 2 ---- ectium��-- -------------�--... -�-------...-�----..._................... ...�ense...... moist ��qray- m� 3 cemented w! cc rave! hard i�red�rn 16.8 4 Maximum depth 3 ft. No ground water observed. 5 6 7 GEOSPECTRUM CONSULTANTS, lNC. Proposed 7-Lot Shelden Plat 1318 Kennewick Ave. & 1316 Lincoln Place Geotechnical Engineerrng and Earth Sciences Renton, Washington Proj. No. 13-120 Date 9/13 Figure A-3 Section 7: Other Permits None applicabie at this time �� ' II iI � Section 8: CSWPPP Analysis and Design The proposed development consists of 1.17 acres of property. The proposal is to minimize the amount of area needed to install the required improvements. The access road together with the on- site utilities can be installed with clearing and grading of less than 0.50 acres. The properly is currently covered with grass and landscaping. These areas should be retained to prevent any runoff from occurring during construction. The soils are such that construcdon during the wet months should not cause any major runofF. Minimizing the disturbance of the property will allow for minimal erosion control. An erosion control plan will be provided as part of the civil construction plans submitted to the City of Renton for the utility permit. _:; I Section 9: Bond Quantities, Facility Summaries, and Declaration of Covenant I These documents have been prepared and are included within this Section of the Report. A Declaration of Covenant (Operation, maintenance, and restrictions) has been provided herein for �� the praposed BMP's shown on the civil construction plans. , � , � � , '� ,= �, I li `�_ � � �� , �� , ; , _ I �' � � � _; I , _ I _ i � ; i ` � II � � Site Improvement Bond Quantity Worksheet S,5 Webdate: 02122/2013 � King County Department of Permitting & Environmental Revfew 35�30 5E Douglas 5treet, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-Z96-6600 T7Y Relay 711 Project Name: Date: �� " Location: �/�� ,(�. �� Project No.: `/(IA I7j —DO(� �'7�Z_ (��T�� C�. Activity No.: �"�.. t, � C� Note: All prices include labor, equipment, materials, overhead and Clearing greater than or equal to 5,000 board feet of timber? profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. yes _�� no . If yes, , Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 02/12/02 Version: 11/26/2008 li-wks-sbq.xls Report Date: 09/09/2013 Site Improvement Bond Quantity Worksheet S,5 Webdate: 02/22/2013 Unit #of Reference# Price Unit Quantity Applications Cost EROSION/SEDIMENT CONTROL Number Backfill&compaction-embankment E5C-1 $ 5.62 CY •2 Check dams,4" minus rock ESG2 SWDM 5.4.6.3 $ 67.51 Each "� O Crushed surtacin 1 1/4"minus ESC-3 WSDOT 9-03.9(3) $ 85.45 CY Ditchin ESC-4 $ 8.08 CY Excavation-bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.38 LF p Fence,Temporary(NGPE ESC-7 $ 1.38 LF Hydroseeding ESC-8 SWDM 5.4.2.4 . $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY I Mulch, by hand, straw,3"deep ESC-10 SWDM 5.4.2.1 $ 2.01 SY � Mulch, b machine, straw,2"dee ESC-11 SWDM 5.4.2.1 $ 0.53 SY Pi in ,tem orary, CPP,6" ESC-12 $ 10.70 LF Pi in ,tem ora ,CPP,8" ESC-13 $ 16.10 LF Pipin ,tem orary,CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandbagged ESC-15 SWQM 5.4.2.3 $ 2.30 SY Rip Ra , machine placed;slopes ESC-16 WSDOT 9-13.1(2) $ 39.08 CY Rock Construction Entrance,50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,464.34 Each Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 2,928.68 Each j � Sediment ond riser assembly ESC-19 SWDM 5.4.52 $ 1,949.38 Each �'I Sediment trap, 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 68.54 LF Seedin , by hand ESC-22 SWDM 5.4.2.4 $ 0.51 SY Soddin , 1"deep,�level ground �SC-23 SWDM 5.4.2.5 $ 6.03 SY Sodding, 1"deep, sloped round ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor E5C-25 $ 74.75 HR �Q Water truck,dust control ESC-26 SWDM 5.4.7 $ 97.75 HR WRITE-IN-ITEMS*"** see a e 9 Each ESC SUBTOTAL: $ � 4 30°/a CONTINGENCY&MOBILIZATION: $ ESC TOTAL: $ , - COLUMN: A Page 2 of 9 ��,P?jZ•r Unit prices updated: 02/12/02 Version: 11/26/2008 Ii-wks-sbq.xis Report Date: 09/09/2013 Site Improvement Bond Quantity Worksheet Webdate: 12/02/2008 Existing Future Public Private Quantity Completed Right-of-Way Right of Way improvements (Bond Reduction)' &Draina e Facilfties 4uant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Complete Cost GENERAL ITEMS Na Backfili&Com action-embankment GI-1 $ 5.62 CY Backfill&Com actfon-trench GI-2 $ 8.53 CY Clear/Remove Brush b hand GI-3 $ 0.36 SY Clearin lGrubbin lTree Removal GI-4 $ 8 876.16 Acre � Excavatlon-bulk CI-5 1.50 CY Excavation-Trench GI-6 $ 4.06 CY ' Fencin cedar 6'hi h GI-7 $ 18.55 LF Fencin ,chain link vin I coated, 6'hi h GI-8 $ 13.44 LF FenCin ,chain link, ate,vin I coated, 2 GI-9 $ 1,271.81 Each Fencin ,s lit rail 3'hi h • GI-10 $ 12.12 LF Fill&com act-common barrow GI-11 $ 22.57 CY I Fill&com act- ravel base GI-12 $ 25.48 CY Fill&com act-screened to soll GI-13 $ 37.85 CY Gabion 12"dee ,stone filled mesh GI-14 54.31 SY Gabion,18"dee ,stone filled mesh GI-15 $ 74.85 SY Gabion 36"dee stone filled mesh GI-16 $ 132.48 SY Gradin fine b hand GI-17 $ 2.D2 5Y Gradin ,fine with rader GI-18 $ 0.95 SY Monuments,3'lon GI-19 $ 135.13 Each Sensitive Areas Si n GI-20 $ 2.88 Each Soddin 1"dee slo ed round GI-21 $ 7.46 SY Surve in line& rade GI-22 $ 788.26 Da Surve in ,lot IocatioNlines GI-23 $ 1 556.64 Acre Traffic control crew 2 fla ers GI-24 $ 85.16 HR Trail 4"chi ed wood GI-25 S 7.59 SY Traii 4"crushed cinder GI-26 $ 8.33 SY Trail 4"to course GI-27 $ 8.19 SY Wall retainin ,concrete GI-28 $ 44.16 SF Wall,rocke GI-29 $ 9.49 SF Page 3 of 9 SUBTOTAL ��t �� "�`'� C Unit prices updated: 02/12/02 `KCC 27A authorizes only one bond reduction. Version: 11/26/08 li-wks-sbq.xis Report Date:09/09/2013 Site Improvement Bond Quantity Worksheet "'e°°a`e: „'°"`°°� Existing Future Public Private Bond Reduction` Right-of-way Right of Way Improvements &Drainage Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost ROADIMPROVEMENT No. AC Grindin 4'wide machine<1000s RI-1 $ 28.00 SY �� AC Grindin 4'wide machine 1000-200 RI-2 � 15.00 SY AC Grindin ,4'wide machin�e>2000s RI-3 $ 7.00 SY AC Removal/Dis osal/Re air RI-4 $ 67.50 SY U Barricade t e I RI-5 $ 30.03 LF Barricade, e III Permanent RI-6 $ 45.05 LF Curb&Gutter,rolled RI-7 $ 17.00 LF Curb&Gutter vertical RI-8 $ 12.50 LF Curb and Gutter demolition and dis osa RI-9 $ 18.00 LF Curb e�ruded as halt RI-10 $ 5.50 LF � Curb,eMruded conorete RI-11 $ 7.00 LF Sawcut,as halt 3"de th RI-12 $ 1.85 LF Sawcut concrete er 1"de th • RI-13 $ 1.69 LF Sealant as halt RI-14 $ 1.25 LF Shoulder AC see AC roed unit rice RI-15 $ SY Shouldor, ravel 4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 35.00 SY Sidewalk 4"thick demolition'and dis os RI-18 $ 29.50 SY Sidewalk 5"thick RI-19 $ 38.50 SY � Sidewalk,5"thick,demolition and dis os RI-20 $ 37.50 SY 5i n,handica RI-21 $ 85.28 Each Stri in , er stall RI-22 $ 5.82 Each Stri in thermo lastic for crosswalk RI-23 $ 2.38 SF Stri in ,4"reflectorized line RI-24 $ 0.25 LF Page 4 of 9 SUBTOTAL W _�� _�}7�' 4� CJ`L' Unit prices updated: 02112(02 "KCC 27A authorizes only one bond reduction. Vef5lon: 11/26/08 li-wks-sbq.xls Report Date:09/09/2013 Site Improvement Bond Quantity Worksheet "'ebda`e: ,y°2,z°°e Existing Future Public Private Bond Reduction` Right-of-way Right of Way Improvements 8 Draina e Facfifties Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost OAD SURFACING (4"Rock=2.5 base&1.5"top course) For'93 KCRS(6.5"Rock=5"base&1.5"top course) For KCRS'93 additional 2.5"base add RS-1 $ 3.60 SY AC Overla 1.5"AC RS-2 $ 11.25 SY AC Overla 2"AC RS-3 $ 15.00 5Y , AC Road 2" 4"rock First 2500 SY RS-4 $ 21.00 SY AL'Road,.2",4"rock Qt .over 2500SY RS-5 $ 19.00 SY AC Road 3" 4"rock,First 2500 SY RS-6 $ 23.30 SY AC Road,3" 4"rock,Q .over 2500 SY RS-7 $ 21.00 SY AC Road 5" First 2500 SY RS-8 $ 27.60 SY AC Road,5",GZt .Over 2500 SY RS-9 $ 25.00 SY AC Road 6",First 2500 SY RS-1 $ 33.10 SY AC Road 6" Q .Over 2500 SY RS-11 $ 30.00 SY As halt Treated Base 4"thick RS-1 $ 20.00 SY Gravel Road,4"rock First 2500 SY RS-1 $ 15.00 SY Gravel Road 4"rock Q .over 2500 SY RS-1 $ 8.50 SY PCC Road,5",no base,over 2500 SY S-1 $ 27.00 SY PCC Road, 6" no base,over 2500 SY RS-1 $ 25.50 SY Thickened Edge RS-1 $ 8.60 LF Page 5 of 9 SUBTOTAL ` ��✓ '/ ` �,`��7 -✓��, Unit prices updated: 02/12/02 'KCC 27A authorizes only one bond reduction. Version: 11/26/08 li-wks-sbq.xls Report Date: 09/09/2013 Site Improvement Bond Quanfiity Worksheet webtlate: 12l0212008 Exiating Future Public Private Bond Reduction' Right-of-way Right of Way Improvements 8 Draina e Facilities Quant. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Com lete Cost DRAiNAGE (CPP=Corrugated Piastic Pipe,N 12 or Equivalent) For Culvert rices Avera e of 4'cover was assumed.Assume ertorated PVC Is same rice as solid I e. Access Road R/D D-1 $ 21.00 SY Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each " CBs include frame and lid CB T e I D-4 $ 1 257.64 Each CB T e IL D-5 $ 1 433.59 Each CB T II 48"diameter D-6 $ 2,033.57 Each for additional de th over 4' D-7 $ 436.52 FT CB T e II,54"diameter D-8 $ 2,192.54 Each for additional de th over 4' D-9 $ 486.53 FT CB T e II,60"diameter D-10 $ 2 351.52 Each for edditional de th over 4' D-11 536,54 F7 CB T e II 72"diameter D-12 $ 3 212.64 Each for additional de th over 4' D-13 $ fi92.21 FT 7hrou h-curb Inlet Framework Add D-14 $ 366.09 Each Cleanout PVC 4" D-15 $ 130.55 Each Cleanout PVC 6" D-16 $ 174.90 Each Cleanout PVC 8" D-17 $ 224.19 Each Culvert,PVC,4" D-18 $ 8.64 LF Culvert,PVC 6" D-19 $ 12.60 LF Culvert PVC $" D-20 13.33 LF Culvert,PVC 12" D-21 $ 21.77 LF Culvert CMP 8" D-22 $ 17.25 LF Culvert CMP 12" D-23 $ 26.45 LF Culvert CMP,15" D-2a $ 32.73 LF Culvert CMP, 18" D-25 $ 37.74 LF Culvert CMP 24" D-26 $ 53.33 l.F Culvert CMP,30" D-27 $ 71.45 LF Culvert CMP,36" b-28 $ 112.11 LF Culvert,CMP 48" D-29 $ 140.83 LF Culvert CMP 60" D-30 $ 235.45 LF Culvert,CMP,72" D-31 $ 302.58 LF Page 6 of 9 SU�TOTAL �i�� "� � � Unit prices updated: 02/12/02 "KCC 27A 2uthorizes only one bond reduction. Vel'SIOn: 11/28/08 li�wks-sbq.xls Report Date: 09/09/2013 Site Improvement Bond Quantity Worksheet "'ebda`8 ,y°2'2°°B Existing Future Public Private Bond Reduction• Right-of-way Ftight of Way Improvements DRAINAGE CONTINUED &�raina e Faclilties Gluant. No. Unit Price Unit Quant. Cost Duant. Cost Quant. Cost Com lete Cost Culvert Concrete 8" D-32 $ 21.62 LF Culvert, 12" � D-33 $ 30.05 LF Culvert,Concrete,15" D-34 $ 37.34 LF Culvert Concrete,18" D-35 $ 44.51 LF Culvert,Concrete,24" D-36 $ 61,07 LF Culvert,Concrete 30" D-37 $ 104.18 LF Culvert Concrete,36" D-38 $ 137.63 LF Culvert,Concreto 42" D-39 $ 158.42 LF Culvert,Concrete 48" D-40 $ 175.94 LF Cutvert CPP 6" D-41 10.7D LF CulveH CPP,8" D-42 .$ 16.10 LF Culvert CPP,12" D-43 $ 20.70 LF Culvert CPP 15" D-44 $ 23.00 LF Culvert,CPP 18" D-45 $ 27.60 LF Culvert,CI'P 24" D-46 $ 36.80 LF Culvert CPP 30" D-47 $ 48.30 LF Culvert CPP,36" D-48 $ 55.20 LF Ditchin D-49 $ 8.08 CY Flow Dis ersal Trench 1,436 base+ D-50 25.99 LF French Drain 3'de th D-51 $ 22.60 LF Geotextile iaid in trench ot ro lene D-52 $ 2.40 SY � infiltration ond testin D-53 $ 74.75 HR Mtd-tank Access Riser 48"dia, 6'dee D-54 $ 1 605.40 Each Pond Overflow S illwa D-55 $ 14.01 SY Restrictod0il Se arator, 12" D-56 $ 1 045.19 Each Restrictor/Oil Se arator 15" D-57 $ 1 095.56 Each Restrictor/Oil Se arator, 18" D-58 $ 1 146.16 Each Ri ra laced D-59 S 39.08 CY Tank End Reducer 36"diameter D-60 $ 1 000.50 Each Trash Rack 12" Q-61 $ 211.97 Each Trash Rack 15" D-62 $ 237.27 Each � Trash Rack 18" D-63 $ 268.89 Each Trash Rack,21" D-64 $ 306.84 Each Page 7 af 9 SUBTOTAL � ��/� ��^ I Unit prices updated: 02/12/02 "KCC 27A authorizes only one bond reduction. Version: 11/26/08 li-wks-sbq.xls Report Date:09/09/2013 /-'.. Site improvement Bond Quantity Worksheefi 'NeD°ate: ,L°"1°°� Existing Future Public Private Bond Reduction* Right-of-way Right of Way Improvements &Draina e Facilities Quant. Unit Price Unit Quani. Price Quant. Cost Quent. Cost Complete Cost PARKING LOT SURFACING No. 2"AC 2"to course rock&4"borrow PL-1 $ 21.00 SY 2"AC 1.5" to course&2.5"base cou PL-2 $ 28.00 SY 4"select borrow PL-3 4.55 SY 1.5"to course rock&2.5"base course PL-4 $ 11.41 SY UTILITY POLES&STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Uttl(ty's Cost Statement UtiGty Pole(s)Relocation UP-1 Lum Sum Street Li ht Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS 5uch as detentionJwater ualft vaulfs. No, WI-1 Each W I-2 Fi�f'"' WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 ' wi-�o SU670TAL Q �� [.7 SUBTOTAL(SUM ALL PAGES): „J�� Q l'J�""\'G'�J _'�r/J 30%CONTINGENCY 8 MOBILIZATION. '�i� �— '-t "Z� GRANDTOTAL: _��T"_� ��T�� _��'�L I COLUMN: B C p E Page 8 of 9 Unit prices updated: 02/12/02 I "KCC 27A authorizes only one bond reduction. Vel'SIOI1: 11/26/08 li-wks-sbq.xls Report�ate: 09/09/2013 f/ 1 Shelden Short Plat s/s/Zois - Update Existing Public R/W((Item B)) Estimated uant' Units Price Tota! Sanitary Sewer Connection to existing MH (to exist.) 1 each $2,500 $2,500 8" sanitary sewer{pvc) 14 lin.ft. $38 $532 Traffic Control 1 lump sum $500 $500 Pavement Patch 6 sq. yds. $90 $540 WSST(9.5%) $387 ,45 !I ( Water System Connect to ex.WM w/1-8"cut in valves&parts 1 each $3,5d0 $3,500 � � -- 8" D.i. 10 lin. ft. $48 $480 I� ;'. WSST(9.5%) $378 4,358 � t�_ Street Lighting ( Street Lights 2 each $9,Q00 $18,000 Control Panel i each $3,200 $3,200 '� WSST(9.5%) $2,014 ';_. �23,�- ITEM(B)additiona/cost.• �3�031 Future Public Easement((Item Ci)) nrtary Sewer 48°-8'deep MH 2 each $3,200 $6,400 8"sanitary sewer(pvc) 221 lin.ft. $38 $8,396 Air test and N 1 lump sum $1,200 $1,200 WSST(9.59/0) $1,520 17,518 Water System 8"D.I. 148 lin.ft. $48 $7,104 6"D.I. 95 lin. ft. $40 $3,8U0 Fire Hydrant w/6"foot valve 1 each $4,800 $4,800 2"perm. blow ofF 1 each $1,800 $1,800 8"gate�alve 1 each $800 $800 6"gate valve 1 each $b50 $650 Connect to existing b"w/in Lincoln Place 1 each $2,800 $2,800 Pressure testing and inspections 1 each $1,500 $1,500 WSST(9.5%) $2,209 5,463 Street Lighting Street Lights 2 each $9,000 $18,000 WSST(9.5%) $1,710 $19,710 lTEM(CI)additional cost: $62,691 SITE IMPROVEMENT BOND UANTITY WORKSHEET I Q Original bond computations prepared by: Date: May 5, 2015 Name: �Darreil L.Offe,Jr. Tel#: 425-260-3412 PE Registration Number: _ #27460 Emali:_darrell.offe@comcast.net Firm Name: Offe Engineers,PLLC ' Address: _13932 SE 159th Place,Renton,WA. 98058 Project#:_LUA13-0001728;U14004548� ROAD IMPROVEMENTS&DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND PUBLIC ROAD&CITY UTILITIES AMOUNT MAINTENANCE BOND AI�TEMR9F�dfi1�NEY*** Stabilization/Erosion Sediment Contro)(ESC) (A) $26,662 Existing Right-of-Way Improvements(water for City of (B) $54,892 Renton water service(W)+sewer for City of Renton sewer service(S)+frontage imrovements (F)+signalization if appiicable(SG)+street lighting if applicable(SL)) Future Public Right-of-Way (water for City of Renton water (C,) $119,322 service(W)+sewer for City of Renton sewer service(S)+ frontage imrovements (F)+signalization if applicable(SG) +street lighting if applicable(SL)) Drainage Facilities (Cz) $22,000 Private Improvements (D) $31,974 Performance Bond Amount=(A+B+C2)x1.5=Total (T) (T) $155,331 Maintenance Bond Amount=(B+Cl+Public portion of C2)x0.2 $ $39,243 NAME OF PERSON PREPARING BOND* REDUCTION; � DATE: S/�'/ ?�ll,�"_ *NOTE: The word"Bond"as used in this document mean inancial guarantee acce a e t it of Renton. ---� " The restoration requirement shall include the total cost for all TESC as a minimum,not a aximum. In addition,corrective work,both on-and off-site needs to be included. Quantities sha{I reflect worse case scenarios,notjust minimum requirements. For example,if a salmonid stream may be damaged,some estimated costs for restoration needs to be reflected in this amount. Required Bond*Amounts Are 5ubject to Review and Modificatlons by City of Renton. C:\Offe Lngineers\Aaa Projects\Scott Donogh Homes\Shelden Short Plat\Cost Estimate\Copy of SI Bond Quantity Worksheet.xlsx , �� \ ' 1 , \ � -�__.,+�� !�sl�� - RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: CITY CLERK'S OFFICE CITY OF RENTON 1055 SOUTH GRADY WAY RENTON, WA 98057 DECLARATION OF COVENANT FOR IMPERVIOUS SURFACE LIMIT Grantor: Grantee: City of Renton Legal Description: Additional Legal(s)on: Assessor's T'ax Parcel ID#: IN CONSIDERATION of the approved City of Renton pemut for application file No. LUA/SWP relating to real property legally described above,the undersigned as Grantor(s},declares(declare)that the above described property is hereby ' ; o t rfac l w d on the ro e f r he in li 't nt f' ervious su e al o e li hed as hav a rru to the amou o j ' estab s g �P P P m' I� purpose of limiting stormwater flows and is subject to the following restrictions. �I , � , The Grantor(s) hereby covenants(covenant)and agrees(agree)as follows: no more than , square feet of impervious surface coverage is allowed on the property. Impervious ' surFace means a hard surface azea that either prevents or retards the entry of water into the soil mantle as , under natural conditions before development; or that causes water to run off the surface in greater quantities or at an increased rate of flow from the flow present under natural conditions prior to development. Common impervious surfaces include,but are not limited to,roof,walkways,patios, driveways,parking lats,or storage areas,areas that are paved, graveled or made of packed or oiled � �i earthen materials, or other surfaces that similarly impede the natural infiltration of surface and storm ' water. City of Renton or its municipal successors shall have a nonexciusive perpetual access easement on the Property in order to ingress and egress over the Property for the sole purposes of inspecting and monitoring the Property's impervious surface coverage. This easement/restriction is binding upon the Grantor(s), its heirs, successors, and assigns unless or until a new drainage or site plan is reviewed and approved by the Renton Development Services ,i - Division or its successor. � i I � � � � . IN WITNESS WHEREOF,this Declararion of Covenant is executed this day of ,20 GRANTOR,owner of the Property GRANTOR,owner of the Property STATE OF WASHINGTON ) COLJNTY OF KING )ss. On this day personally appeared before me: , ,to me known to be the individual(s)described in and who executed the within and foregoing instrument and acknowledged that they signed the same as I � their free and voluntary act and deed,for the uses and purposes therein stated. %, Given under my hand and off'icial seal this day of ,20 Printed name Notary Public in and for the State of Washington, - residin at � M a ointment ex ires Y PP P RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: CITY CLERK'S OFFICE , CITY OF RENTON 1055 SOUTH GRADY WAY I RENTON, WA 98057 '� : '� DECLARATION OF COVENANT � `: FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPS � � , I _ Grantor: Grantee: City of Renton Legal Description: Additional Legal(s)on: � Assessor's Tax Parcel ID#: �' IN CONSIDERATION of the a roved Ci of Renton check one of the followin ❑ residential I PP h' � g) building permit, ❑ commercial building pemut, ❑ clearing and grading pernut, ❑ subdivision pernut, or ❑ short subdivision permit for Application File No.LUAISWP relating to the real pmperty("Property")described abo�e,the Grantor(s),the owner(s)in fee of that Property,hereby covenants(covenant)with City or Renton, a political subdivision of the sta.te of Washington,that he/she(they)will observe,consent to,and abide by the conditions and obligations set forth and described in Paragraphs 1 through 8 below with regard to the Property. Grantor(s)hereby grants(grant), covenants(covenant), and agrees(agree)as follows: 1. Grantor(s)or his/her(their)successors in interest and assigns("Owners")shall retain,uphold, and protect the stormwater management devices, features,pathways,limits,and restrictions, known as flow control best management practices("BMPs"),shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as E�ibit A. 2. The Owners shall at their own cost,operate,maintain,and keep in good repair,the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 3. City or Renton shali provide at least 30 days written notice to the Owners that entry on the Property is planned for the inspection of the BMPs. After the 3d days,the Owners shall allow the City of Renton to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City,the , Owners may elect to engage a licensed civil engineer registered in the state of Washington who has expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the . '�� ' engineer option is chosen,the Owners shall provide written notice to the City of Renton within fifteen I ,. days of receiving the City's notice of inspection. VJithin 30 days of giving this notice,the Owners,or the ' engineer on behalf of the Owners,shall provide the engineer's report ta the City of Renton. If the report I i ,; is not provided in a timely manner as specified above,the City of Renton may inspect the BMI's without I fuither notice. - 4. If the City determines from its inspection, or from an engineer's report provided in accordance ', i '� with Paragraph 3,that maintenance,repair, restoration, and/or mitigation work is required for the BMPs, � The City shall notify the Owners of the specific maintenance,repair,restoration, and/or mirigation work I (Work)required under RMC 4-6-030. The City shall also set a reasonable deadline for completing the Work or providing an engineer's report that verifies completion of the Work. After the deadline has i '_ passed,the Owners shall allow the City access to re-inspect the BMPs unless an engineer's report has been provided verifying compietion of the VJork. If the work is not completed properly within the time frame set by the City,the City may initiate an enforcement action. Failure to properly maintain the BMPs is a violation of RMC 4-6-030 and may subject the Owners to enforcement under the RMC 1-3,including fines and penalties. 5. Apart from performing routine landscape maintenance,the Owners are hereby required to obtain written approval from the City or Renton before performing any alterations or modifications to the BMPs. 6. Any notice or approval required to be given by one party to the other under the provisions of this Declaration of Covenant sha11 be effective upon personal delivery to the other party,or after three(3) days from the date that the norice or approval is mailed with delivery confirmation to the cumnt address on record with each Party. T'he parties shall notify each other of any change to their addresses. 7. This Declaration of Covenant is intended to promote the efficient and effective management of surface water drainage on the Properiy,and it shall inure to the benefit of all the citizens of the City of Renton and its successors and assigns. This Declaration of Covenant sha11 run with the land and be binding upon Grantor(s),and Grantor's(s')successors in interest and assigns. 8. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and the City of Renton that is recorded by King County in its real property records. IN WITNESS WHEREOF,this Declaration of Covenant for the Maintenance and Inspection of Flow Control BMPs is executed tivs day of ,20 GRANTOR, owner of the Property GRANTOR,owner of the Property STATE OF WASHINGTON ) COUNTY OF K1NG )ss. On this day personally appeared before me: ,to me known to be the individual(s)described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of ,20 Printed name Notary Public in and for the State of Washington, residing at My appointrnent expires Section 10: Operation and Maintenance Manual The Operation and Maintenance of the proposed BMP's provided will be included within the Declaration of Covenant from Section 9. These documents will be provided for review on as part of , the utility permit submittal. .� `, � _ - R cof D onvnspo� House Catch Basin (1�ar�d Drain) Roaf fb� Davr�spo� a DRY �(IFE LL ¢$��h D ia me�er Hole Filledwith PL.hN VIEW �+j�-�'wasr�ed Drain Rack NTS R aof Davnspout Ntay�r,,,k CerrOer af Hryo��le/� ��UI �u��rV4 House O,nertlow or O�her mean� � Splash Black Topsai Flushwikh SufiaGe ... ._ .. ,_ i ..... .��.v " �.�- , - '=�"` '=f�==.�,�r 1'mlil. � fl4r' Fine Mesh Scr�eer� � Min.4"cf a PV�Pipe a Ca�ch Basin (l�rd Drain} r 481rx��t Diame'ier 4'mm. Sides af Hole Hole F�led u�iih Lined v�ith t i/2-3°1�+ashed Fifter Fabric Dran Rock 1 g min. M i�. �'abrnre 5ea�s�a I DR"Y VIFE LL H igh�r�au,�dwater Table SEG"TI�N � NrS Figure 3.4—Typical Downspout Infiltration Drywell Source: King County February 2005 1/olume Ill—Hydro/ogic Analysis and Flow Coniro!BMPs 3-9 C.2.11 PE1�vI2ATED PIPE CONNEC'TIO'�1 ❑ TEXT�F INSTRUCTfONS Your property contains a stormwater management fiow control BMP(best management practice} called a "pertorated pipe connection,"which was installed to reduce the stormwater runoff impacts of some or all of the impervious surface on your property. A perforated pipe connection is a length of drainage conveyance pipe with holes in the bottom, designed to"leak"runoff,oonveyed by the pipe, into a gravel filled trench where it can be soaked into the surraunding soil. The connection is intended to provide opportunity for infiltration of any runoff that is being conveyed from an impervious surfaoe(usuaffy a roofl to a local drainage system such as a ditch or roadway pipe system. The size and composition of the perforated pipe connection as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without wr'itten approval either from the IGng County Water and Land Resources Division or through a future development permit from King County. The soil overtop of the perforated portion of the system must not be compacted or covered wEth imperrrious materials. FIGURE C.2.11.A PERFORATID PIPE CONNECTION FOR A SINGLE FAMII,Y RESIDENCE random fill ��\��\��\��\��\� filter fabric � \��\��\��\�\��\� 9 Q o Q � „ D � 6"perf pipe 18"rnin ° °a o �j a° oo Q�I - �o Dv �Q./Qo o°D�=1112"-3/a"washed rock a a� p oa oa op p ... o0 o p n opo p o 0 0 V o0 o Q° 9 00 0 Q� nop°o 0�4 ooP O o � O O o D O 0 O O f�—24° min—�! TRENCH X-SECTION NTS slope —� to road drainage system 2' X 10' /level trench w/perf pipe PLAN VIEW OF ROaF I NTS � 2009 Surface VJater Design Manual-Appendix C 1/9/2009 C-81