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Home My WebLink About03895 - Technical Information Report I r r��A l� �Z,- 3�3�c� June 20, 2016 Weston Heights Technical Information Report 684 Nile Ave NE, Renton,WA SDA Project#349-004-14 _ ' �� - . �; ;. .. E ,, ,}�; � �" ' � �� '� - 4. °s... �.._ — ____. � `_ � . ._,� _ � ° 1 < , __ ,. . ,�, x � r- � + � � _ - �� "'�y _ �� \ ��:` �' : �– :� � � , . ,. � � � r-� � . - � �_ - r ti��. �;: :� �R .. ��' _- � � ,.: � � � c" ,.�' _�, ._ •�. ..t �� ,: _ �_\ � S I Prepared for: Prospect Development, LLC 2913 5th Avenue NE, Ste. 201 Puyallup, WA 98372 S � A CIVIL ENGINEERING � PROJECT MANAGEMENT � PLANNING 1724 W.Manne View Dnve,Sutle 140,Everett,WA 98201�425.486.6533�www.sdaergineers.com 38�-5 Weston Height� ', Technical Information Repo� IPrepared For: i Prospect Development, LLC ' 2913 5�h Avenue NE, Ste. 201 Puyallup, WA 98372 Prepared Bv: SDA Engineers 1724 West Marine View Drive, Ste 140 Everett, WA 98201 (425)486-6533 ► � � � � f � � 1 � I ♦ I � � ► � � � 1 • � ♦ ♦ � 1 ► ' . - . � � 06-20-16 _u �d�e cy r'.a�i �.iCi .J,e;, .,�.. _ � , R:1Pro�ects;349(prospect developme�� -�-'• .�_,, cl�ts�T ,�n ca'� . ��;�ts _ r�_,;;.-s T�R�, '. �6-��_ ��,� - "�ra�na�� Report docm Weston Heights Technical Information Report TABLE OF CONTENTS SECTION 1 PROJECT OVERVIEW . Project Overview . Figure 1 —TIR Worksheet . Figure 2—Vicinity Map SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY SECTION 3 OFF-SITE ANALYSIS . Task 1 —Study Area Definition 8�Maps . Task 2—Resource Review . Task 3—Field Inspection . Task 4—Drainage System Description and Problem Descriptions • Task 5—Mitigation of Existing or Potential Problems . Appendix 3A—Downstream Analysis Map and Photos . Appendix 3B—Resource Review Documents SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN . Part A—Existing Site Hydrology . Part B—Developed Site Hydrology . Part C—Performance Standards . Part D—Flow Control System . Part E—Water�uality System . Part F—Wetland Hydrology . Appendix 4A—Flow Control Design Calculations . Appendix 46—Treatment Design Calculations . Appendix 4C—Wetland Hydroperiod Calculations SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN . Appendix 5A—Conveyance Calculations . Appendix 5B—Isopluvial Map—100-yr,24-hr Precipitation SECTION 6 SPECIAL REPORTS AND STUDIES � . Appendix 6A—Geotechnical Report ' . Appendix 66—Olympus Villa LUA 10-090 . Appendix 6C—Olympus Villa As-Built Plans SECTION 7 OTHER PERMITS SECTION 8 CSWPPP ANALYSIS AND DESIGN SECTION 9 BOND GIUANTITIES,FACILITY SUMMARIES,AND DECLARATION OF COVENANT . Appendix 9—Bond Quantity Worksheet SECTION 10 OPERATIONS AND MAINTENANCE MANUAL , � Weston Heights Technical Information Report SECTION 1 PROJECT OVERVIEW � � ; ,--, � i � Weston Heights Technical Information Report �, -_. Proiect Overview The Weston Heights project proposes the construction of 12 single family lots on two existing parcels totaling approximately 4.55 acres. The project occupies King County Tax Parcel Numbers 1123059092 and 1123059010, and is situated in the northwest quarter of Section 11,Township 23 North, Range 5 I East, W.M. More specifically,the project is located on the east side of Nile Ave NE, approximately 0.4 ' miles of the intersection of Nile Ave and north of NE 4th Street. A�icinity map has been provided as Figure 2 of this document. A central wetland area divides the site into two distinct developable pieces. The wetland area and a surrounding buffer will remain undisturbed, and separate access roads will be provided to each of the two developable areas. The wetland also divides the site into two distinct drainage basin areas,which are referred to in this report as the"West"which will contain nine new single-family lots, and "East" basin which will contain three new single-family lots. The central and eastern portion of the combined subject parcel is largely undisturbed, consisting of native forest trees and shrubs. The western side has previously been cleared and primarily consists of pasture grass and lawn area. The topography of the combined subject parcel slopes moderately from the east and west edges into the existing wetland. The project is contained within a single threshold discharge area, but practically speaking, the central wetland bisects the site into two distinct areas, which will be treated separately for stormwater modeling purposes. The USDA Soil Survey for King county indicates that the site consists of Alderwood gravelly sandy loam, which is generally characterized as glacial till, with moderate runoff rates and low capacity for infiltration. Much discussion involving the Olympus Villa Pond 'A' will be found within this text. This is largely due to the fact that this development, Weston Heights, will likely be constructed concurrently with the Weston Heights North development. Although these two developments are likely to be constructed concurrently, they are being designed under separate plat actions. Ultimately, the Weston HeighYs stormwater management facilities have been designed to accommodate the Weston Heights North project area. However, the Weston Heights facilities were not able to accommodate the entire Weston Heights North development. It is this reason that the Olympus Villa Pond `A' is mentioned frequently in this text. Surface runoff will be detained through three separate facilities in order to avoid concentration of flows. Surface runoff will be directed to a combined detention pond, and/or a detention vault. Flow control structures are included to match the historic release rates. A flow spreader will service the detention pond on the east, spreading flows overland and ultimately into the wetland. New storm sewer infrastructure will convey storm water from the western detention vault to an existing roadside ditch along the eastem edge of Nile Ave NE. The Olympus Villa Pond`A'flow control structure will be reconfigured to satisfy the historic release rates. This meets the requirements for Full Drainage Review, as described further in Section 4 of this report. Weston Heights Technical Information Report i FIGURE 1 TIR WORKSHEET , � � � �, ;- : � � ; , . Weston Heights Technical Information Report KI;`(; �'()L:NTY. Vb'ASHINCi"r0�1, 5�1RFACE �'�'ATER DESICiN IVIANL!AL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION Project Owner TAYLOR DEVELOPMENT Project Name WESTON HEIGHTS Phone (425)869-1300 DDES Permit# Addfess �5 LAKE BELLEVUE DRIVE#102 Location Township 23N BELLEVUE,WA 98005 Range 5E Project Engineer scorT nnEsic Section >> Company SDA ENGINEERS Site Address 684 NILE AVE NE Phone (425)486-6533 RENTON,WA 98056 Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS � Landuse Services ❑ DFW HPA ❑ Shoreline ubdivison / Short Subd. / UPD ❑ COE 404 Management ❑ Building Services ❑ DOE Dam Safety � Struc I M/F/Commerical / SFR Rocke aulU � ❑ Clearing and Grading ❑ FEMA Floodplain ❑ ESA Section 7 ❑ Right-of-Way Use ❑ COE Wetlands I ❑ Other ❑ Other � � Part 5 PLAN AND REPORT INFORMATION i Technical Information Report Site Improvement Plan (Engr. Plans) Type of Drainage Review Full Targeted / Type (circle one): Full Modified / ; (circle): Large Site mall Site I �- Date (include revision Date (include revision dates): dates): Date of Final: Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) N/A Date of roval: � I 2009 Surface Water Design Manual 1;'9i2009 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes No Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : c�TY oF RENroN Special District Overlays: Drainage Basin: cE�a,R RivER Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard � Wetlands ON-SITE;NOT DISTURBED ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection ❑ Part 10 SOILS Soil Type Slopes Erosion Potential ALDERWOOD <10% LOW(MODERATE ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer ❑ Other ❑ Seeps/Springs ❑ Additional Sheets Attached _��, ��.il.�:"� ;1_I,� I �,��_�� A1,��.:`�.�� I � ' ,i�"'; , KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION /SITE CONSTRAINT � Core 2—Offsite Analvsis ❑ Sensitive/Critical Areas ❑ SEPA ❑ Other ❑ ❑ Additional Sheets Attached Part 12 TIR SUMMARY SHEET rovide one TIR Summa Sheet er Threshold Dischar e Area Th�@ShOld DISCh8f92 A�ea: THE PROJECT IS 1 TDA WHICH DISCHARGES TO AN EXISTING PIPED CONVEYANCE name or descri t1011 SYSTEM ALONG NILE AVE NE. Core Requirements(all 8 apply) Dischar e at Natural Location Number of Natural Dischar e Locations: � Offsite Analysis Level: 1 / 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number incl. facili summa sheet Small Site BMPs N1A , Conveyance System Spill containment located at: va,u�T�Po►v� Erosion and Sediment Control ESC Slt@ SUPefVISOf: TO BE ASSIGNED AT PRECONSTRUCTION. Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: rivate / ublic If Private, Maintenance Lo Re uired: Yes / No Financial Guarantees and Provided: Yes No Liabilit Water Quality Type: Basic Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landsca e Mana ement Plan: Yes / No S ecial Re uirements as a licable Area Specific Drainage Type: CDA/SDO/MDP/BP!LMP/Shared Fac. one Re uirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption None 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities D@SCflb@: 1 -EXISTING COMBINED POND, 1 -DETENTION POND, 1 -COMBINED VAULT Source Control Describe landuse: sFR (comm./industrial landuse} Describe any structural controls: NiA 2009 Surface Water Design Manual 1i9i2009 3 KING C(�tiNTY, WASHINGTON, SURFAC'E WATER DESIGN MANUpL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High-use Site: Yes No Treatment BM P: Maintenance Agreement: Yes / No with whom? Other Draina e Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Clearing Limits � Stabilize Exposed Surfaces � Cover Measures � Remove and Restore Temporary ESC Facilities � Perimeter Protection � Clean and Remove All Silt and Debris, Ensure � Traffic Area Stabilization Operation of Permanent Facilities � Sediment Retention � Flag Limits of SAO and open space preservation areas � Surface Water Collection ❑ Other ❑ Dewatering Control ❑ Dust Control ❑ Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facili Summa and Sketch Flow Control T e/Descri tion Water Qualit T e/Descri tion VAULT/POND(2) ❑ giofiltration � Detention �-NEW 1 -EXISTING � Wet VAULT/POND{EXISTING) ❑ Infiltration pool ❑ Regional Facility ❑ Media Filtration ❑ Shared Facility ❑ Oil Control I' ❑ Flow Control ❑ Spill Control BMPs ❑ Flow Control BMPs ❑ Other � Ot112f STORMFILTER 2009 Surface VVater Design I�4anual 1:9:2009 4 K[NG COUNTY, WASHINGION, SURFACE WATEEt DESIGN MANUAL i i_ ' TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � ; Part 15 EASEMENTS/TRACTS Part 1fi STRUCTURAL ANALYSIS � � Drainage Easement � Cast in Place Vault � � Covenant ❑ Retaining Wall ' � ❑ Native Growth Protection Covenant ❑ Rockery >4' High � � Tract ❑ Structural on Steep Slope � ❑ Other ❑ Other ; � Part 17 SIGNATURE OF PROFESSIONAL ENGINEER � I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were ' � incorporated' this worksheet and the attached Technical Information Report. To the best of my i ' knowledg e� rm ion provided here is accu te. � `� � 6 /� � , s ned�ere �� ; i i i i `�� 1 I 2009 Surface Water Design Manual 1i9/2009 � 5 FIGURE 2 VICINITY MAP � Weston Heights Technical Information Report Jun 09, 2015 — 9:57AM Last Saved By: SRose R: Pro�ects 349 ros ect develo ment 004-14 Weston Hei hts Dw fi ures WHvinma .dw 8.5x11 v�o�o�nvx o.�°: o, �-� � i� �f �� i > > o� � • � o r �o � I =�� Q 5 � � �o� R -�� I� ^a UNION AVE NE � � �� l � z ��, �r m , � �� _ � � ��2 � � � � m � `��`� ;� o � � � n o� ',� J NILE AVE NE 148TH �4VE SE � m S _ �� '� � g rN cn cn ,�� ai — —' m m � Y� < —•� � n Z 1 —�i � � 164TH AVE SE �� D z � _� _ -� � � m cn = i IIv � � � o �' O �o Q � 176TH AVE SE cu Z �, v,; m� m '� �o "g � � o `? � p �+ O SECTION 2 CONDITIONS AND REQUIREMENTS SUMMARY� Weston Heights Technical Information Report Conditions and Requirements Summarv The project proposes more than 2,000 square feet of new impervious surface area, and is subject to the provisions for Full Drainage Review as outlined in the 2009 King County stormwater Design Manual (KCSWDM). Full Drainage Review requires the accommodation of 8 core requirements in addition to 6 , speciaf requirements— all of which are listed and discussed belo�^. . Core Requirement#1 — Discharge at Natura! Location ', The pre-developed drainage discharge locations will be maintained for post-developed II conditions. Drainage improvements consist of implementing new storm sewer infrastru�;��c ;. , utilize two separate facilities—the detention pond serving the eastern developments, and the 'I combined detention vault serving the western developments. The eastem faciliry will discha� ; via level spreader into the existing wetland, maintaining the pre-developed surface water ', discharge location. The western facility will discharge via a new conveyance system into i ', existing roadside ditch along Nile Ave NE, maintaining the pre-developed surface water d� ' location. Those areas directed to Olympus Villa Pond `A'will ultimately maintain their existing discharge location. The Olympus Villa Pond outlets to the south in man-made conveyance until outfalling to the roadside ditch just south of the west basin's detention facility. Stormwater from the Olympus Villa pond will combine with the stormwater from the west basin facility at this location,which maintains the pre-developed surface water discharge location. • Core Requirement#2- Offsite Analysis A thorough off-site analysis is presented in Section 3 of this report. . Core Requirement#3-Flow Control Flow control of surFace runoff for this site is provided via two detention facilities—the detention facility serving the eastern basin,and the combined detention facility serving the vvestern basin. Olympus Villa Pond 'A' provides detention for those areas in the future Weston Heights North project that are unable to be accommodated in the east and/or west basin detention facilities. Design calculations for these facilities are contained in Section 4 of this report. • Core Requirement#4- Conveyance System Stormwater conveyance has been analyzed in Section 5 of this report. • Core Requirement#5-Erosion 8 Sediment Contro! An erosion and sediment control analysis has been provided in Section 8 of this report. • Core Requirement#6-Maintenance 8 Opeiations Maintenance and operations of the proposed storm drainage facilities is addressed in Section 10 of this report. • Core Requirement#7-Financia/Guarantees 8 Liabilities Financial guarantees and liabilities are addressed in Section 9 of this report. Weston Heights Technical Information Report • Core Requirement#8- Water Quality Water quality for surface runoff on the East Basin will be provided via a StormFilter vault. The StormFilter utilizes cartridges to remove suspended solids from the runoff. Roof runoff will be routed around the StormFilter to minimize the required treatment flowrates for the StormFilter. Roof runoff is considered NPGIS (non-pollution generating impervious surface) and does not require treatment if the runoff is separated from pollution generating impervious surface runoff, as is the scenario for this project. Water quality for surface runoff on the West Basin, and for those areas that the existing Olympus Villa Pond `A' receive, will be provided via wetpool. Permanent wetpools allow for settling of solids that are suspended in the stormwater runoff. A discussion of the design methodology and calculations for this feature are provided in Section 4 of this document. SUMMARY OF SPECIAL REQUIREMENTS • Specia/Requirement#1— Other Adopted Area-Specific Requirements There are no adopted basin plans or area-specific requirements affecting Parcel's 11023059092 I and 11023059010. Therefore,the project is exempt from this requirement. • Special Requirement#2—Flood Hazard Area Delineation The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No. 53033C0982, and is not located within a flood hazard area. Therefore, the project is exempt from this requirement. A portion of the FEMA map referenced above is included in Appendix 3-B of this report. • Specia/Requirement#3-Flood Protection Facilities The project neither relies on an existing flood protection facility, nor proposes a new flood protection facility, and therefore, is exempt from this requirement. • Specia!Requirement#4- Source Contro/ This project does not require a commercial building or commercial site development permit, and therefore, is exempt from this requirement. • Special Requirement#5- Oil Control This project does not have high-use site characteristics as defined in KCSWDM Section 1.3.5, and therefore, is exempt from this requirement. I • Special Requirement#6-Aquifer Protection Area , The project site is shown outside of the extents of Aquifer Protection Area Zone 1, Zone 1 II Modified, and Zone 2 on Reference 11-B of the City of Renton Amendments to the 2009 I KCSWDM. Therefore, this project is exempt from this requirement. Weston Heights Technical Information Report SECTION 3 OFFSITE ANALYSIS Weston Heights Technical Information Report Task 1 — Studv Area Definitions and Maps , The projecYs study area includes the subject parcel, and a flow path extending approximately 1-mile � downstream of the site. An off-site analysis map has been included in Appendix 3A. Task 2— Resource Review The following documents were reviewed, as prescribed by the 2009 King County Surface Water Design Manuai: ■ Adopted Basin Plans There are no adopted basin plans which affect the subject property. ■ Floodplain/Floodway Maps ; The project site and surrounding area is shown on FEMA Flood Insurance Rate Map No. 53033C0982, and is not located within a flood hazard area. Therefore,the project is exempt from . this requirement. A portion of the FEMA map referenced above is included in Appendix 36 of this repart. • Sensitive Areas Folio Maps The King County Sensitive Areas Folio Maps are outdated, and were not consulted for this project. However, a search for other sensitive area documents was performed, and the site was not to contain or be near a coal mine hazard area, erosion hazard area, steep slope, or landslide hazard area. A wetland area occupies the middle of the site, but will remain undisturbed by the project. • Drainage Complaints � No documented downstream drainage complaints were located. The preliminary technical information report(prepared by others) also found no relevant drainage complaints. • Road Drainage Problems No road drainage problems were located that would be impacted by the project. • USDA Soil Survey for King County The USDA Soil Survey for King County indicates that the site is underlain by Aldenvood soils. which are generally characterized as a consolidated till,with moderate runoff rates and tittle capacity for infiltration. A portion of the USDA Soil Survey map is included in Appendix 3B. • Wetlands Inventory Mapping A wetland exists near the mi � • Migrating River Studies No migrating ri�erstudies .�� v�aicu +riii�,i� afic�l iiic aui��c:,i j�ivFici[y. Weston Heights Technical Information Report • DOE 303(d) List of Polluted Waters The DOE's Water Quality Assessment Map tool does not identify any 303(d)-listed waterways in the downstream flowpath within several miles of the site. The project is ultimately tributary to the Cedar River, which is a 303(d)listed waterway at its discharge point to Lake Washington, but this is a substantial distance from the site, and the flow contribution from the project site is expected to be insignificant compared to the full capacity of the river at that point. • King County Designated Water Quality Problems King County I-Map does not identify the project site as containing or being tributary to any designated water quality problems. Task 3- Field lnsaection A Level 1 Downstream Analysis was prepared in the preliminary design phase by Core Design, and the photos from that analysis have been pro�ided in Appendix 3A. The project site and downstream flowpath were visited on the afternoon of June 10, 2015 to verify the findings of that downstream analysis. Conditions at the time of the visit were warm and sunny, with no significant precipitation having occurred within the previous few days. No surface runoff was observed at the project site during the site visit. The downstream flowpath for the west side of the project simply follows a road-side ditch which extends southerly along the east side of Nile Ave NE. The ditch is primarily grassed, but has been stabilized with quarry spalls in some locations, and contains a number of culvert crossings beneath various intersections and driveways. The east half of the project falls to the central wetland area, then flows west where it is intercepted by the public storm drainage system in Orcas Ave W. This storm system flows to NE 6"' Street,jogs westerly, and then discharges to the road-side ditch in Nile Ave NE. Task 4- Draina_qe Svstem Description and Problem Description The west half of the project generally falls toward the west, discharging to the road-side ditch along the east side of Nile Ave. The east half of the project generally falls toward the west, and is collected in the i wetland area in the center of the project. Water from this wetland enters an ovefiow device just north of Orcas Ave W, then is conveyed to the Nile Ave roadside ditch. The outfall from the conveyance downstream of the Olympus Villa Pond 'A'is the same as the outfall for the west detention facility. There were no significant erosion or sediment issues identified in the downstream system for the'/.-mile analysis distance. Task 5- Miti_qation of Existin_q or Potential Problems No significant hydraulic problems were observed at the project site or downstream. With routine maintenance to keep debris clear of the ditch/culverts, the downstream system is expected to continue I functioning. 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C - � - i ,; y �a � ' : r �a �� i.;��'�� :.�t , � �a� .�� r --"� . � �}��"; .. ..�. .-,.r-y►_ �t .J�'�t�R �..� r-�'' ":-,�"' � w�" ,�:,. _'�, a i�� >� .. -.� - .1 � ��, �. � �'�� !".- � � ,� � �:� ��..,r�t �� .. � . � ., : �,ir.al� - �► � -_�__ �� ' ��w .n...�� < ,� � �.' � � . � � � A� � ' �� F�� , Level 1 Downstream Analysis Field Investigation A field investigation was completed on May 21, 2014.The temperature was approximately 60 degrees and sunny. The existing site has two residences with gravel driveways and a detached garage. The western quarter of the site is co�-ered in lav�rn(surrounding the residences and garage) and the remaining site is forested with a wetland in the center of the site. The wetland drains south and overflo��s into a 12-inch storm drain in the Edenwood Plat which continues south to NE 6`h Street. From NE 6'''Street, the 12-inch storm drain flows west where it has a confluence with the drainage system on the east side of Nile Avenue NE. Overland flow from the west portion of the site drains west to Nile Avenue NE and drains south in series of grass or rock lined ditches and culverts on the east side of the street.The open channels range from a depth of 1 foot and a width of 4 feet with rock lining on the north end of the site(Picture 1)to a vegetated channel with a depth of 2 feet and width of 3 feet just below the project's south property line. The ditch and culvert section continues south on the east side of Nile Avenue NE until approximately 300 feet north of NE 4`�Pl,where it drains into an 18-inch storm drain and flows south. This is the quarter mile point downstream of the site. The City of Renton provides current storm water information online,using a GIS based system called COR Maps. COR Maps pro�ides information on the type of pipes, manholes and catch basins in the city. Following the pipe flow direction from COR Maps, the 18-inch diameter concrete pipe crosses over to the west side of Nile A�enue just before it intersects with NE 4�'street. The pipe then heads west down NE 4'�street and crosses to the south side,just before Jericho Avenue. The storm water pipe parallels Jericho Avenue running through pri�ate property until NE 2°d street. Picture 10 shows the manhole as the pipe crosses from the east side of Jericho Avenue and heads south down the center line of the road. Flow continues south until NE ls`street,where the 36-inch pipe heads west and discharges into Maplewood , Creek. � , � Core Design, Inc. WESTON HEIGHTS Page 6 'j a,�; � } � i � - . 'a,� 'e..°� :� � � fi � . " .a: , , ,, , � j .,� . _ � .r�. �� 4 e� ,,.�;�� .,� �, i #�y'.zr`- fi�` � �. i �.s �S'u#•• `� 3ly�,��s ,.Y . �, �T .'�. . �� s'+-" �+�`„`��•_' < �,,� i .., ` �`�""� � . . +�� t. . . , a. ..i:.> '�� . .,'� .y.t•�.'�.7� ��rA�� s��.�F�� 4 ��r�, r�� '3�.� �� '�wr�+.. � �_ � �. _ .��'� �� 1;��+� �t+�' La� � %-,M �''" -,�`ri^'� �� , � �.¢. r'+.34.e-� { . , *'ye.�,,.. ��Y . P�. i .: w . - { . .r r....: , � .. �� -.'�� .'' �,�`�,3" .Ofri� �- � � � .� ..H ��H•t.- , 'r-� . � `ss1t�._�.� xy,'�: .:.p.ii�i ��'; �" *s�` , A,�� f R- �. �.' +� t { t ! ��`' � ( =x;r ;. `o ,�# �, ;*; � � �s� � t - � �... �. 1 —Looking south in drainage ditch along the 2—Looking south along the east side of Nile ' east side of Nile A��enue next to the site Avenue into first culvert ' , , � � �k �_ _ } . . ; I � , ; � _ x . . ... . ,_ �.,;, .. --q. _ , Y ____ -- _ - �! � :��;y �� -� �� ,�;,� ��.. � � . � � " _,.', ' - .. . ;.. ,�._., .� .,. ;�� :'� �• : �;� `. �� ,. . �� e ��. �3��. . -,�. � � � �.. . _ R{ �} .��a. - ' - _ _ . . .. y�.., }' sT�, � J , _ `�� + �.d' �,�',�� k '"'. . � � �,4.�e _�.� _ S4.'. _" ' �.- Y �.� �'':.� ,'X . -��k=` _ p .��f!'f.�a II�` ..yl ��( �� I�` � ' �x�` � - - � �� '�:`, . s � ,,- , 3—Lookin south on the east side of Nile 4—Lookin southl alon the east side of Nile g g g A�-enue just downstream of site Avenue just before NE 6'e Street Core Design, Inc. WESTON HEIGHTS Page 7 i ' I c I G•+��!!'Z:,- . - -�-r<n y ��. L�k �a .��;':., . "'. �' ,�j�*,�.ti . � 1 ��i . �•a,` ,� �,�l1' � ' � �. � �_ " _ . �}�� ,� , '� ;i: . J� a�., � . ''�1 •' :� �. _ � �°. �6Y'�� , �� " � •.��:• �°� ��•;,"°'�` r ,i;''-� Y��y e ,4 �� a�.:,3-�� .. �� _ ' — '��x�s ♦ •� K S ir' �4�\_ .s . �- '�. . ' �r�p "�i� �y� ,.. f.�' f i ' i J ,t�' �1�,sc �,, � Y 1"A _*��t��~ t . . � �� 'ST`�;�� f f��„�� , " ' � � i ; �e�� .W�`._�, ��,- , 1• ��,, �e, �' � � � #t�`-�•►�!'" # t� ` _ � Y � .. `� .T ,: � . . ir. .ntl� �r��_��iti ' k .��.�t +�.' •�; � � . . � Pk1:;� j, ' 1 '.• �� ;'' • r ' R"�' -�' -f!'�,� ' :.r' �j � �` � � `Fi,1 � yt a,. j .a� .. f '�,� ��.�`�s ��,�iir,'+aoi.��A,L�P'.tiii'��.�5'�t,� �� ,d��.. E,"�� . f�a 5-Looking at a concrete pipe junction with 6-Looking south on the east side of Nile water flowing left to right(south)down Nile Avenue at the last drainage ditch before pipe A�enue flow _ � �-.� y �- ��.: �- �, , , - r�- - �� „� �_ �� .�`��-;. - - - .-�- " . ��,,- ., �,�l r r t � � 3 .� ;'-+.�"� .+ � ' , . �� '� �- . �� 8-Looking South at thc interscction of 4`� '- - and lile Avenue where pipe flow crosses Nile � `\� � ' A�enue from left to right(east to west) � sl /��/ pr _ ,_ -:� 7-Looking south on the east side of lile A��enue before nE 4`e Street Core Design, Inc. WESTON HEIGHTS Page 8 ' r � � �__: f 1 � + i J� ,,��:�. - - .,� ` { , � � �� s .�; 1 �rf ��. e = i ��,� i ° � f� �� . �_ � _� .. .ti �.. r � - , �--: -�� . .. . _ � _ . � _ _ _ �� ._ .� � � :� �- �- � - , � , �r :�.�, � .� ..�� ..� � .� � , . r � ,�� y � '�,''�. _ f- �:� `' . J— E�i,ti�i;; mx�i hulc looking west on �E 4`b 10—Existing Man hole looking South down � street Jericho Avenue i I i � .� . ., � F, Y i4. - ��s- • � 'r .. _ _ �, . �#�-� _ . °-�� 4��." `.` �� ' -" , _� �.: �- `'' �� - ;.' - , � -�� ,,�,` .� £ �,� � • rt" � `��„'�� •-� �::� `.� �;; . �- : �` _ ,�, �-' � ' r7�- � ';�; `r ;' - ,.-�s �� µ� �,�i� .'4Tr1::� �i�.;...,,t� t 'A .-, . .f'r�,i._ � Y , � ..�� f7t a ��t�' � .�cj� r. .� _ �'�,, i �* .�.� �� ' � M��r �5i;`��2 � � �±"r '„'y'. :c�. �e '�r�ll"��p}�, t - r�'�� '4�.� ��ts`�t= '�`'� �2 '' . r:♦ ;��;'R°`+ s -� J ,r $�';�=;1:�?"+pf"';4� ,� .� ►'�' � � I _ �y'��r��.• � !��.� ` "- �� ., '� 'i'r''- x � . '9• ,i� � `sa � .�� t� � ��'4 �,��a3 .�ia��" f �3, �p, f i�g. 11 —Storm �tiatcr outlet into �laplc��oo�l strcam ��;._,_ -�A�� '� :*�� next to Jericho Street �� . " 4 � � � -�►��.� .:�► , 12— Luokii�� at the �lu��nstrcam f1oK� from � Maplewood just after outlet Looking south on Core Design, Inc. WESTON HEIGHTS Page 9 i � I ( I � � i � � f I4 I ; I ; APPENDIX 3B RESOURCE REVIEW DOCUMENTS Weston Heights Technical Information Report � � SOIf�NE � '�� C� � APPROXIMATE SCA�E IN FEET �CITY OF RENTON 500 0 500 530088 • Project Location Si)uTiiE:nST �znrti I �i �I I NATIONAL fL00D INSURANCE PROGRAM 121Sf STRFEI II' ' � I I ' I� FIRM , �, !� FLOOD INSURANCE RATE MAP • '� �� KING COUNTY, � � '� WASHINGTON AND } ZONE X i iINCORPORATED AREAS � � z �� i i I i'i PANEL 982 OF 1715 � I" ., �� AAV IVI)FY. �C)H Y�NCLS NOI Pfl.f�TLU�i i I O II I I I I V I�I � ��' Z ' �;' -�:_r',iNS: � II i I II �:_'NI,'.U41TY NUMBER PANEL SUFFX I II �I I li I III ,�rrinC�NP011kIED u11[q5 5»p11 0°E2 f �,I li'. I .i C�I.[ITV OF �,:1IXb11 hq1 F i� i I 'I � I ��I I I I' I I ' 'I , �zhiH srREE1 ��,''��i'�'�j MAP NUMBER �� ;; i i 53033C0982 F ' ' �---� � MAP REVISED: �' ��`� MAY 16,1995 � V �a��.t�,,�� p �c� a �\�^<� � _ ---�� I�I ,^��i _- ` Pederal Cmergency Management Agency 128TH STREET SOUIHEAST ��' ��I��'�� - This is an oficial copy of a portion of thc abo�e referenced Ilood map. It was extracted uamg F-MIT On-Line. Thie map doce not rMect changea or amendments which may haoe been made subsequent to the date on the tltle doCk. FOr the late6t protluct information about National Flood Inswancc Program Ilood mapn check the FEMA Flood Map Store at vrM,v msc fema gov 3 Soil Map—King County Area,Washington `> m (Weston Heights) � � � 564330 5G44N SGA470 564540 564C10 SfiAf,Pb 564750 561820 56A890 SFr19FA 47°25 43'N .I. . --:.-� �,-v� _ �� I .,.� -: . -s--- I r-. I: 4F 29 4T N �c -,.,� . . . -- a..�r;, `��F� _ ,� 4 I�4' _ ��'� ;�,f�', _ . ._ ,. x � , ,, � ��.,� � .�� ' , _ -� � � F� �.r � ,�r ��.: ,!. . �� M i ,� , �;. � ;� i , i i �`� � E� �+!'' ;. w: � �' v� � . . t , •i 1d� � .,,, y a� .'� � .a r'--' '� -� , � . ,.:- �, :. � .,..._ :.�_ , � .� Ii . .. , � . y .� .,... �..,1 �_ � • ;,... � � � , ., � , �- � � ` "� s _ �� ` Ill� ! . - �� ' ,,, t ` ` IR - � i � � ,�' ; . - 1�'.�,•ir�'�'+ . � r«-,. � .. . '" ., , �aa+; � i ____- --- - i Si�.l}4 .1 , �H (T�� '��' ��' �---= I 7 5* '� a�`., il�' �a';I �-�"�. � ii ;r. � �,� ` � _ y' w�w '� r-- ,r � S � � ��`�, � a�� k �� `r k .. �'I�j� .ds. Y .,'h '�nt+Aa.., "�-a�� s�— 4Rl ��. 1�"'nK- �� :a'�� . `�� . � � �� Y � � . . • _y�, • _ 'eli� � .. � � �:�� ,.�,r.�- ' � �j, _ � - --� '.w "�;r—.. ��'�''.�' '��" � ' ,.. �r �.a r�� .?� • . ' ` '" �..� �� , � , ' o 1-� .�� . � � . """'� '�q`3. `�^ � - �` �"�"n � �� s ,� r.` �..- , � . �� ,�r, ..e• �- '�FF: �q'�`.. � �.;�w a;... .��'�. 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' �{ � a ' '' - _ ° .. � � •� . . �� . aT ( �^'�"' �• �� . . �r �' � ��r rA�� `�' ��Y y � ,� � �` y f " �r+,h,�4 47°79'7�Y'N � •. -.�• " , " i � 4F 29'29'N 5(A3.i11 5(rkiW :dxki/U 56454U Sb4b1U SfrlC43U SCr77.riU SH782U 'd.kM)U Sb7yW ; 3 � � m N{ap Sole:1:3,000 if prir�ed on A lar�pe(i l"x 8.5')sheet. ao � M�eis N 0 40 80 1b0 240 � � � - ,Feet 0 100 200 400 600 Map proJet2lon:Web Mar�' Corr�er 000rdhaDes:WGS84 fidge UU6:UTM Zme lON WGS84 u= Natural Resources Web Soil Survey 6/8/2015 Conservation Service National Cooperative Soil Survey Page 1 of 3 - � -� � � - � ---� , - - -_ Sotl Map—Kmg County Area,Washington (Weston Heights) MAP LEGEND MAP INFORMATION Area of Interest(AOI) � Spoil Area The soil surveys that comprise your AOI were mapped at 1:24,000. � Area of Interest(AOI) Stony Spot ' � I Warning:Soil Map may not be valid at this scale. Soila � Very Stony Spot I J Soii Map Unit Poiygons i Enlargement of maps beyond the scale of mapping can cause Wet Spot I misunderstanding of the detail of mapping and accuracy of soil line r.► Soil Map Unit Lines � ' placement.The maps do not show the small areas of contrasting Q Ott,er ' soils that could have been shown at a more detailed scale. � Soil Map Unit Points �___ •� Special Line Features Special Point Features Please rely on the bar scale on each map sheet for map V Biowout water Features measurements. Streams and Canals � eorrow Pit Source of Map: Natural Resources Conservation Service Transportatlon Web Soil Survey URL: http:!/websoilsurvey.nres.usda.gov � Clay Spot � Rails Coordinate System: Web Mercator(EPSG:3857) � Closed Depression �y Interstate Highways Maps from the Web Soil Survey are based on the Web Mercator � Gravel Pit ,,,,,,, us Routes projection,which preserves direction and shape but distorts distance and area.A projection that preserves area,such as the „ Gravelly Spot Major Roads Albers equal-area conic projection,should be used if more accurate 0 �andfill �ocal Roads calculations of distance or area are required R Lava Flow Back round This product is generated from the USDA-NRCS certified data as of 9 the version date(s)listed below. � Marsh or swamp . Aerial Photography Soil Survey Area: King County Area,Washington �► Mine or Quarry Survey Area Data: Version 10,Sep 30,2014 0 Miscellaneous Water Soil map units are labeled(as space allows)for map scales 1:50,000 o Pere�nial Water or larger. � Rock outcrop Date(s)aeriai images were photographed: Jul 8,2014—Jul 15, � 2014 Saline Spot Sandy Spot The orthophoto or other base map on which the soil lines were . . compiled and digitized probably differs from the background � Severeiy Eroded 5pot imagery displayed on these maps.As a result,some minor shifting of map unit boundaries may be evident. � Sinkhole �p Slide or Slip 0o Sodic Spot USDA Natural Resources Web Soil Survey 6/8/2015 �� Conservation Service National Cooperative Soil Survey Page 2 of 3 Soil Map—King County Area,Washington Weston Heights ; Map Unit Legend I �- King County Area,Washington(WA633) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI AgC Alderwood gravelly sandy loam, 5.5 100.0% 8 to 15 percent slopes I Totals for Area of Interest 5.5 100.0% � 4 � I L_' } , I � � USDA Natural Resources Web Soil Survey 6/8/2015 � Conservation Service National Cooperetive Soil Survey Page 3 of 3 L ,r i t � �_ � SECTION 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN r-�7 � : � �� _ J �_ ; Weston Heights Technical Information Report Part A - Existing Site Hydrolo_qY The project site, including the Weston Heights North development, is effectively split into two distinct basins by a central wetland area. For stormwater modeling purposes, the Weston Heights North project areas are included in this discussion. The separate basins will simply be referred to as"East"and "WesY'. Both basins ultimately fall toward the southwest. The west basin is intercepted by Nile Avenue, and the east basin discharges to the central wetland area. The central wetland area will be left undisturbed. The west basin, within the Weston Heights project limits, is currently occupied by two existing single family residences. The area north of the west basin,within the Weston Heights North project limits, is currently occupied by a single family residence, a detached garage, a shed, and a Quonset hut. The east basin, within the Weston Heights project limits, is currently forested. The east basin north of the Weston Heights project limits, has been previously developed and is considered pasture. For purposes of the stormwater model, both basins are considered to be forested in the historic condition, as prescribed by the 2009 King County Surface Water Design Manual (KCSWDM). Part B- DeveloQed Site Hvdroloqv The Weston Heights project proposes 12 single family lots with the associated roadways and utilities. The Weston Heights North project, included as part of the east basin, proposes 5 new single family lots, while maintaining the existing lot to the west. Both of the existing drainage basins, east and west,will be preserved in the proposed layout. Nine lots will be constructed in the west basin and three lots will be � constructed in the east basin. Runoff from the west basin will be collected and routed to an underground � detention/treatment vault, before being released to the public storm drainage system on the east side of - Nile Avenue. Runoff from a majority of the east basin will be collected and routed to a detention pond before being released to the wetland in the middle of the site. The remaining runoff generated in the east � basin will be either collected and routed north to the Olympus Villa Pond or discharged to the wetland. ; The Olympus Villa Pond 'A' releases to the same ditch, at the same location, as the west detention ` facility. No wetland impacts are proposed as part of this project. Part C- Performance Standards , The project is subject to the"Conservation Flow Control"criteria outlined in Chapter 1 (Core Requirement #3)of the 2009 King County Surface Water Design Manual (KCSWDM). This requires that the developed ' discharge durations to predeveloped durations for the range of predeveloped discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. That lot in the Weston Heights North project not being provided flow control will be included as a bypass basin and included as such when modeling the western detention facility. The project is subject to the"Basic TreatmenY'criteria outlined in Chapter 1 (Core Requirement#8). The goal of this requirement is 80% removal of total suspended solids for a typical rainfall year. Part D- Flow Control Slrstem Flow control will be achieved via an underground combined vault in the west basin, an open detention pond in the east basin, and an open combined detention pond in the Olympus Villa development—Pond 'A',to the north. The west underground combined vault provides flow control for Weston Heights Lots 1-9, Nile Ave (to the extent of the frontage improvements), and has been oversized to mitigate for two bypass areas; one in the future development to the north (LoYs 2 and 3), and one on the south west side of the site. The landscaping/yard area on the future developments(Weston Heights North) LoYs 2 and 3 is not feasibly Weston Heights Technical Information Report routed to the east detention pond, and there is not capacity in Olympus Villa Pond `A'. All three of these facilities discharge within the same threshold discharge area (TDA). Therefore, the entire lot areas for Lot 2 and 3 are considered as a portion of the total west basin bypass area. The second west bypass area includes a portion of the frontage improvements along Nile Ave, which is not feasibly routed to the west basin combined facility. Therefore, this area is considered a bypass area. The two bypass areas, represented as the"West Bypass Basinn, have been modeled as bypass against the west basin underground combined facility. These areas have been mitigated for by the oversizing of the west basin combined facility. The east basin detention pond provides flow control for Weston Heights Lots 10-12, Private Road `C', future development Lot#'s 4-6(entire lot area), as well as the east bypass basin. The frontage improvements along Private Road 'C', adjacent NE 7"' PI, is not feasibly routed to the detention pond. Therefore, the pond has been oversized to mitigate for the East Bypass Basin. The Olympus Villa LUA and as-built plans have been included in this report as Appendices 66, and 6C, respectively. The Olympus Villa Pond `A'was constructed larger than designed, thereby allowing this project's utilization. The required detention volume of the original design was 36,042-CF. The constructed detention volume, as reported in the as-built plans, is 38,648-CF. This project directs the frontage improvement area (sidewalk/roadway/planter area)along NE 7`" PI (which will occur during the future developmenYs construction), as well as the impervious areas of Lot 2 and Lot 3, to Olympus Villa Pond `A'. The ultimate discharge of Pond `A' is the same point as the discharge for the west underground detention vault. , All facilities have been designed using King County Runoff Time Series (KCRTS)stormwater runoff modeling software. Refer to Appendix 4A for"Flow Control Design Calculations". KCRTS does not have a convenient way to iteratively model irregularly shaped ponds, so the design calculations for the east pond have been approximated by a more prismatic pond shape. A spreadsheet has been provided at the � end of the KCRTS calculations comparing the volume of the designed pond (per plans)and the assumed pond (used for the calculations), at 0.5-ft intervals. The spreadsheet shows that the pond used for the modeling calculations provides slightly less volume at each interval, and therefore, provides a conservative design. Part E— Water Qualitv Svstem I Basic treatment for the east basin will be provided via Stormfilter system. Basic treatment for the west basin and those areas sent to Olympus Villa Pond 'A'will be provided via permanent wetpool. The west basin underground vault will contain a permanent wetpool in the bottom of the vault, and has room for detention storage in the upper portion of the vault. The permanent wetpool allows for suspended solids to settle out retained runoff once inside the facility. Compensatory pollution generation impervious surface (PGIS)area from Nile Ave, north of the bypass area,will be treated to offset for the PGIS area of the bypass basin not feasibly routed to the facility. The east basin Stormfilter system, upstream of the detention pond, provides removal of suspended solids via cartridges. The roof areas from the future development Lot#'s 3-6, and Weston Heights Lot#'s 10-12 have been routed around the Stormfilter system. The roof areas are considered non-pollution generating impervious surfaces and therefore do not require treatment, given that the runoff does not mix with untreated PGIS runoff,which is the scenario for this project. The Olympus Villa Pond'A'will contain a permanent wetpool in the bottom of the pond, and room for detention storage in the upper portion of the pond. Olympus Villa Pond 'A'was constructed larger than designed. The required water quality volume of the original design was 9,881-CF. The constructed water quality volume, as reported in the as-built plans, is 15,479-CF. Weston Heights Technical Information Report Wetpool volumes have been designed using the guidance provided in Section 6.4.1.1 of the 2009 KCSWDM. The Stormfilter system has been designed following the guidance provided in Section 6.5.5.1 of the 2009 KCSWDM. Refer to Appendix 46 for"Water Quality Design Calculations". Part F- Wetland HvdroloqY A wetland is located in the central region of the project. This wetland and its surrounding buffer—varying between 50-feet and 56.25-feet for the Weston Heights and Weston Heights North projects, respectively, will remain undisturbed. This wetland area divides the Weston Heights development, immediately south of Weston North, into two separate drainage basins. The separate drainage basins, named West Basin and East Basin, are contained within one single threshold discharge area. The predeveloped conditions would have runoff from the eastern most extents of the Weston Heights North (future development) project, in addition to the buffer area to the north and west, contributing flow to this wetland. The Weston Heights areas that contribute flow to the wetland include the entire East basin and a portion of the West basin. As a result of these two separate projects, Weston Heights North (future development)and Weston Heights, predeveloped runoff will be directed away from the wetland in order to satisfy flow control requirements. In order to satisfy the existing wetland hydroperiod the runoff from the undisturbed Weston Heights North (future development)Lot 1,will be redirected into the wetland via an interceptor dike. The yard/landscape areas on Weston Heights North (future development) Lots 2 and 3 will be allowed to sheet flow into the wetland as well. Refer to Appendix 4C for"Wetland Hydroperiod Calculations". Weston Heights Technical Information Report I -i i ', � ' � . _ I j I . � , , APPENDIX 4A � FLOW CONTROL DESIGN CALCULATIONS � � Weston Heights Technical Information Report _ _ __ EXISTING WEST BASIN UNDISTURBED PAVEMENT AREA = Q.14 AC ', THIS PORTION OF THE FUTURE ' (MODELED AS IMPERVIOUS) ' DEVELOPMENT AREA IS CONSIDERED TO BE TRIBUTARY TO THE WEST � REMAINING WEST BASIN AREA = 2.19 AC >- __. PROJECT BASW (MODELED AS FOREST) - -- � . _ � NE 7TH P� � � - _,__—�_`` .. .,.�..._ ..._ ,.: . . -- ,j�_ _ `_ -''___--=-- - ---�--__-- � �.r �-- :-- , - _ TOTAL BASIN AREA = 2.33 AC _ �_ ------ _.._ .____--__ ., - _. _ = , — _ -.�....,�_____ EXISTING PAVEMENT �;� �� —��'��—�— � �� — a (To REMAiN ` uNDISTURSED - �� EXISTING EAST BASIN UNDISTURBED) - r � ' � AREA FUTURE - `, _ �" DEVELOPMENT ^ � EAST BASIN AREA = 1 .83 AC ,: � _ ,�,:._ : �� u�� AREA � (MODELED AS FOREST) % - -? (PART OF EAST B.4SIN) �" ;. --�--- _ - — f �� . �,f . ._. ... ...... _. -� . �� . . ____----- .. . —.._._.,. � r . - �� . � . _ __ _. _. _ i � � ... .. . . . .. . . . �� __ _ _ ..�. ... . . . ,� . ._ . . . ._ _ _ • _ . �� '�— .. ... .... _ .._ . .�.. �_ `. __� _ � .. . . . �. .. . . . _ .��_.� � i . � � ,� -�- : : � : �__ : � � _ ,; _�__ . . . . - . . . ,� � . . � � . f - . . - � � , . . . _ � _ �_ ,� �-.-. .-.-_.; � _ -._ ,�� WEST > > . . ;. �` UNDISTURBED EAST _ � <: BASIN _ WETLAND - , BASIN , _ . ;:, w , AREA �,� � k �. �-_' `_` '� . .... .. .. , � .. — _ Y .+. ' .. . �_. .._.. � + ' . �.. _ _ _ . . ... .. . _._ �: . �� . _ . . � ' - . e .._ ., . . _ . � ; ,� � � _ �_ • . . . . � �, . . _ . � �� --- -.-.-._ __ -�� ---- .-� . . . : : - �--- ��.,� „�m� �� . . ...:.:!� ; � � ,; . �� `� � E _� ��_'�.._ `�t ��l � f � f•---- _'__ � � t-- —_ _ ��^ \ i r \ _ i f C — '\. '� � ll O --� �'� \ \ t i . , t � ;`�.� �. � E �-�---'—�..E� m � � ' �� _ �`� �`� ` __ —_-- �� > 0 � � ° N � � � 0 N I � JDA WESTON HEIGHTS � Desi9n ,- Q„��g EWJ r,q,�,-r n�wnc,7�nmrt � Drawn _ - Plonr:rm N „ , O 1 O O 3/11l16 i n4 w.nnadne view o�iJe.a,ne uae�vemtr,w�m sa2m 1 � �O Date onr�vs.aa.as�s rax,zf.essssa .�,v,.�sdoenpnea�rom_ Q Scale Feet P4Oe00N�14 PREDEVELOPED BASIN MAP sneec: R:�Projects\349 (prospect development)�004-14 (Weston Heights)\Dwg\#igures\TIR Figures�WH Basin Map — Existing.dwg 11x':7 i WEST PROJECT BASIN TOTAL LOT AREA = 0.94 AC FUTURE LOT #'S 1 & 2 EAST BYPASS IMPERVIOUS LOT AREA = 0.61 AC + (PART OF WEST BYPASS) BASIN (65� OF TOTAL LOT AREA) PROPOSED PAVEMENT AREA = 0.45 AC � � (INCL. PVMT/WALK/ACCESS ROADS) -----_ _ NE 7TH PL _ � _ �- � _ � + ` � �, TOTAL IMPERVIOUS AREA = 1 .06 AC - -- _ _ --- - -------____ -- � � r- _ _ - - - -� -� , LANDSCAPE/LAWN AREA = 0.83 AC ' - - � -- -�-- -..�. _ � - - ,_ � � � y + TOTAL BASIN AREA = 1 .89 AC �ii� I �\� � �� \\\\ ( _ _ �� - ' � � �' ;' � \ `�� FUTURE LOT #'S 3-6 I •,ti � � WEST BYPASS BASIN ' � _'.�. ,�`� (PART OF EAST BASIN) � - - � �* PROPOSED PAVEMENT AREA = 0.08 AC � - i�_ — —I (INCL. PVMT/WALK/ACCESS ROADS) --- ; , - - --- - -- -- - - - - - — � ; � , =-- — — -- -- ' LANDSCAPE/LAWN AREA = 0.36 AC � , _ _ ,_ _ ` - - - - - - -- _ ;I --._ . . .Y ,.�� : . . . .`... _ . , __. _ ' �� . . . . . . .' , . � . . .._.. .... - � � !f I TOTAL BASIN AREA 0.44 AC -` C ��j �� ' . . - .'. �.-�.�. .�_'.�_�_'� � I,� + '� , ��` � ��' '� :.__: _;.: _:-. -__ - - � !' � �- EAST PROJECT BASIN -�--,,��.�_� , , . . . . I- ,_ � _ , , `�-� - , '. , �\ ' . � f-:�.- : �:-_ � -- �� `� ; �.� ��`\WEST BASIN -_- • • � • - � >> � TOTAL LOT AREA = 1 .31 AC �� - � � ' ' ' ' '=`� ��` i_- � � (FUTURE LOTS 3-5 & WESTON HEIGHTS � �__��\� LOTS 10-12. SEE NOTE #1 BELOW) \} � v�; �'•., 1�--- - --- ( . _ . . . 1 - -___- - i WEST�, , '-� � - . � � BYPASS � -.'�� , , . � �� ; � ' �: -� ' '-_-:-.-� � � EAST BASIN �'� IMPERVIOUS LOT AREA = 0.52 AC BASIN `' `� � �� _"."_'.'. � (40% OF TOTAL LOT AREA ABOVE, INCLUDING _ . . . 1 _ � _ - ___ PORTION OF ROAD 'C IN LOTS 10 13 � - '- � � � ) �\�_ii'. --L- 6 �,/ �' ':'-`•. ,__ - '� �i- PROPOSED PAVEMENT AREA = 0.13 AC � - -- �—� � ; ----' •� � � ' (PVMT/WALK/ACCESS ROADS, EXCEPT - / , _h-.-:•.' / ' i ' , ' � � �,! i ' I �l � i - ,_ - PORTION OF ROAD 'C IN LOTS 10-13) - � , - � " '_'.'.' (x' � � �' PROPOSED POND AREA = 0.15 AC i _ I-- __� � -_ �� . _ . -� • . + \ � I , — (MAX. WATER SURFACE AREA) � - - • `.� - - -_--$o_�---_—. , - _• `• �� _- _- � TOTAL IMPERVIOUS AREA = 0.80 AC �� -' � � LANDSCAPE LAWN AREA = 0.98 AC , ___ ;, � � T � � �; I : TOTAL BASIN AREA = 1 .78 AC . �, ; , I ___ [ I \ U . I li \ I � /--�- _...__.-. � I —_ -� �� 4 � Y � .... ... ..- - - - ' . \'. . - \ m � EAST BYPASS BASIN > 0 � PROPOSED PAVEMENT AREA = 0.05 AC J (INCL. PVMT/WALK/ACCESS ROADS) Q N LANDSCAPE/LAWN AREA = 0.00 AC '� TOTAL BASIN AREA = 0.05 AC i � NOTES: ��A WESTON HEIGHTS � Design Q,,��n 1. ROOF RUNOFF FROM FUTURE LOT #'S 1 & 2 WILL BE ROUTED AWAY EwJ P,a;,�,,.,,,,,�,,,,,,, � O � �Q FROM WESTON HEIGHTS, SO THESE TWO LOTS ARE ASSUIv1ED TO Drawn �� r�•+n " ' CONSIST ONLY OF LANDSCAPE LAWN AREA. A SEPARATE DRAINAGE 6/O6/16 �n+w.nn�xv�.o�.suneuac�ttw�wnvaam � � � OO REPORT FOR THE FUTURE D ELOPMENT WILL ADDRESS STORMWATER $49-004-14 °"�"s�°6�'" �``�'1°"m` """'"'Oo`�O""i°"° DEVELOPED BASIN MAP � Scale Feet MANAGEMENT FOR THESE LOTS PRIOR TO THEIR CONSTRUCTION. ProjectNo. Sheet: R:\Projects\349 (prospect development)\004-14 (Weston Heights)\Owg\figures\TIR Figures\WH Basin Map - �eveloped �509';.dwg 1 tx17 KCSWDM— SCALE FACTOR FTGLI2E 6.�.1� PREC�IT�TIO�FOR��.�.��.�1Z:�I.STOR�I L�L�CHES(FEE'I) ST 1.0/ LA 1.2 ST t.1 ST 1.0 U► 0.8 LA. 0.9 � 1.OM w.,. � ... 't _ ,ti�.� 0 .,.. �. , � ----�� f-. a.�. @ �� t h• � •« ` � • _ � � t i �.,S � -, � �,yt + �J. .i� �'� �, � �i � er .r4. � �� f' • • +� l �4 .`',c' � ��^ �J! i . '.4'r. � � � `�,� � �.� I .w � '� ' -i, � ' �� i '' � ' � _i �� , � � • � � ' ` i' �� .�. ! � � � .�.. �.� �� i � a \ = N. � I a�� `� � � r .r--- �i'1 � � �J ♦ 7 � j_� _ i w Jj� t�� i `n � 0•.�� (0.045� � •. H n�rr w�.. 0.47" (0.039") " . � � t�oorpon�W/v�n :' - ' ..� �n.a� 0.47•• — wjor�ow (0.039� 0.52" � (0.043� 0.65" , , ' worE:�nas.aa a tw�ew�+rnoa saptrrir sno�so�.o.os O.S6" (0.054� ' :+en�c�rwss raina�mta ic avai�cr tor n�wcsion a.w�ra (0.0�7� I Weston Heights Technical Information Report West Basin- Existinq Condition ' -- . ��. - � Land Use Summary � '� s„o_ �`'� Are a J Tilt Forest 2.19 acres Till Pasture 0.00 acres Till Grass O.UO acres Oulwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.14 acres Total 2.33 acres Scale Factor: 0.80 Hourly Reduced Time Series: West-Pre.tsf �» Compute Time Series I Modily User Input ( _ .. _ _ _ __ File for computed Time Series [.TSF] F :_��r Freqcer,cy Analysis T:me Series File:west-pre.tsf Froject Location:Landsburg ---Annual Peak F1ow Rates--- -----Flow Frequency Analysis------- Fi� w Rate Rank Time of Peak - - Peaks - - Rank Return Prob f :FS) (CFS) Period �.185 2 2/09/O1 15:00 0.251 1 100.00 0.590 �,OqS 8 1/05/02 16:00 0.185 2 25.00 0.560 �.126 4 2/28103 16:00 0_161 3 10.00 0.900 .097 7 8/26/04 1:00 0.126 9 5.00 0.800 ).116 5 1/05/05 10:00 0.116 5 3.00 0.667 i.(lq3 6 1/18/06 21:00 0.093 6 2.00 0.500 �.161 3 11/29/06 Sc00 0.097 7 1.30 0.231 �.�51 1 1/05/r9 7:00 0.095 8 1.10 O.n91 � ��: i:t�d P�ak� ._�_ Sil,�)n ��._.�r Weston Heights Technical Information Report West Basin- Deve/oped Condition (Detained Basin) ��--� �Land Use Summary �e_- � 0 � Are a J Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 0.83 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetiand 0.00 acres Impervious 1.06 acres Total 1.89 acres Scale Factor: 0.80 Hourly Reduced Time Series: West-Dev.tsf I» Compute Time Series I Modify User Input I _ -__ File for computed Time Series [.TSF] 'F=i I'� .�'S II�I F1.�� Fi_�_er�y Analy"-- Time Series File:west-dev.tsf Froject Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Fl�:�w Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period � 0.373 9 2/05/O1 2:n0 0.6fi3 1 100.00 0.990 0.220 8 12/03/O1 17:G0 0.451 2 25.00 0.960 .367 5 9/10/03 15:00 0.929 3 10.00 0.900 � i;.429 3 8/26/04 1:00 0.373 9 5.00 0.800 i;.353 7 10/28/09 18:00 0.367 5 3.00 O.EE7 c.366 6 10/22/05 17:00 0.366 6 2.00 0.500 � � .951 2 11/21/OE 9:00 0.353 7 1.30 0.231 ��. - t 1 1/r4i�i� ;�ri `i.?2n l .l�� '�•��"- r � , .>.y};� i. �� . ', � . Weston Heights I� Technical Information Report � West Basin—Developed Condition (Bypass Basin) s�:,�-�. ;�-��-� :-��--�—�� Land Ike Summary 1�'�°I� '=' � Area ?� Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 0.36 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Ouiwash Grass 0.00 acres Wetland 0.00 acres � Impervious 0.08 acres Total , 0.44 acres Scale Factor: 0.80 Hourly Reduced Time Series: West-Byp.ts� �» Compute Time Series I � Modify User Input � File for computed Time Series [.TSFJ �'lou t'requency Ar,alysis Time Series File:west-byp.tsf Project Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.065 3 2/05/O1 2:00 0.132 1 100.00 0.590 0.027 8 12/03/Ol 17:00 0.079 2 25.00 0.960 0.040 7 2/28/03 16:00 0.065 3 10.00 0.500 0.058 9 8/26/09 1:00 0.058 9 5.00 0.�00 0.045 6 10/2�S/09 18:00 0.097 5 3.00 O.E67 0.097 5 10/22/OS 17:00 0.095 6 2.00 0.500 0.079 2 11/21/Ob 9:00 0.040 7 1.30 0.231 0.132 1 1/09/08 7:D0 0.02'7 �s 1.10 0.091 r"mpoted Peaks O.115 Sn.pn n,tigr Weston Heights Technical Infermation Report West Basin- Vault Desiqn Ca/cu/ations Retenti��n/Detention Facility ' Type of Facility: Detention Vau1t Facility Length: 128.00 ft Facility Width: 29.00 ft Facility Area: 3072. sq. ft Effective Storage Depth: 7.50 ft Stage 0 F,levation: 505.R0 ft Storage Volume: 23090. cu. ft Riser Head: 7.50 ft Riser Diameter: 12.00 inches Number of orifices: 3 Fu11 Head Pipe Orifice # Height Diameter Discharge Diameter � (ft) (in) (CFS) (in) � 1 0.00 0.75 0.092 2 3.75 1.13 0._r,F,6 4.'� 3 6.20 i , i;.i;'9 1.'i 'P.-�•-, y-�tr:'i 47eir: `�-_i.. �.��.r I 1 ��.a F�:r'[� : ...i..,;-: � ra.� F1,...� . 'i �t� t�:1= i(..,��i,: �� f=_ .�� 1,y-: n (f.) (ft) (cu. Yt) (ac-ft) (c_'s) (cfs) ' 0.00 505.80 0, 0.000 0.000 0,0�, 0.01 505.81 31. n.001 0.001 O.Oc 0_02 505.82 e1. 0.001 0.002 O.n� 0.03 505.83 P2. n.002 0.003 0.0� 0.04 505.84 :�3. n.003 0.003 O.n� 'i o.05 505.85 154. n.009 0.009 0.0� 0.a6 505.86 1�4. n.009 0.009 0.0� 0.21 506.01 695. n.o15 0.007 0.0 0.3E 506.16 11G�, n.OZS 0.005 0.0 - 0.50 506.30 15��. 0.035 0.011 0.0 0.65 506.95 1°��. 0.046 0.012 0.0 0.80 506.60 295��. 0.056 0.019 0.0 0.99 506.74 2858. 0.066 0.015 0.0 1.09 506.89 3345. n.077 0.016 0.0�_ 1.29 507.04 3805. 0.087 0.017 0.00 1.35 507.19 9270. 0.098 0.018 0.00 1.53 507.33 9700. n.108 0.019 0.00 1.68 507.96 516'_. �.11° 0.020 0.00 1.83 507.63 5622. G.125 0.021 0.00 1.57 507.77 6052. 0.135 0.021 0.00 2.12 507.92 6513. G.150 0.022 0.00 2.27 508.07 69%3. �.160 0.023 0.00 2.42 508.22 79�4. �.171 0.029 0.00 2.56 508.36 7864. 0,181 0.029 0.00 2.71 508.51 83�5. 0,191 0.025 0.00 2.86 508.66 675e. 0.202 0.026 0.00 3.00 508.80 521E. 0.212 0.026 0.00 3.15 508.95 56?7. 0,222 0.027 0.00 3.30 505.10 1013Y. n.233 0.028 0.00 3.49 505.24 10568. 0,2q3 0.028 O.OG 3.59 509.39 110�8. (t.253 0.029 O.00 3.79 509.54 119°,5, n.26q 0.030 O.00 3.75 509.55 ll��n. n.269 0.030 0.0� 3.76 505.56 11551. 0.265 0.030 0.0� 3.77 505.57 115�1. 0.266 0.031 O.00 3.79 509.59 11693. 0.267 0.032 O.OS 3.80 505.60 11674. n.268 0.034 0.0� 3.81 509.61 11704. n,265 0.036 0.0�_ 3.82 505.62 11735. 0.265 0.039 O.00 3.63 509.63 11766. 0.270 0.090 O.00 3.89 Sn9,64 11746. n.271 r.nqn O.nr Weston Heights Technical Information Report 3.99 509.75 12257. n.Zgl 0.097 0.00 9.19 509.99 12718. 0.252 0.052 0.00 9.28 510.08 13198. n.302 0.057 0.00 9.43 510.23 13605. 0.312 0.060 0_00 9.58 510.36 1407n. r,323 0.064 0_00 9.73 510.53 1453'_. 0.339 0.067 0_00 ' 9.87 510.67 145b1. 0.393 0.070 0_00 5.02 510.82 15921. 0.359 0.073 0.00 5.17 510.97 15882. 0.365 0.076 0.00 5.31 511.11 16312. 0.374 0.078 0.00 5.96 511.26 16773. 0.385 0.061 0.00 5.61 511.91 17239. ��.396 0.063 0.00 5.76 511.56 17b��. ��.406 0.085 0.00 5.50 511.70 18125. ��.416 0.087 0.00 6.05 511.85 1P•586. ?.427 0.090 0.00 6.20 512.00 15096. �.437 0.092 0.00 6.21 512.01 15077. n.938 0.092 0.00 6.22 512.02 15106. n.q3y 0.093 0.00 ' 6.23 512.03 19139. 0.935 0.093 0.00 6.29 512.09 15169. n.qq0 0.055 0.00 6.25 512.05 19200. 0.941 0.097 0_00 6.26 512.06 15231. n.941 0.058 0_00 6.27 512.07 19261. 0.942 0.058 0.00 E.42 512.22 15722. 0.953 0.109 0.00 E.57 512.37 20183. 0.963 0.105 0.00 E.71 512.51 20613. 0.973 0.114 0.00 6.86 512.66 21074. 0.989 0.117 0.00 7.01 512.81 21535. 0.999 0.121 0.00 7.16 512.96 2159E. 0.505 0.124 0.00 7.30 513.10 2292E. 0.515 0.128 0_00 7.95 513.25 2288E. 0.525 0.131 0.00 7.50 513.30 23090. 0.529 0.132 0.00 7.60 513.90 23397. 0.536 0.992 0.00 7.70 513.50 23659. 0.593 1.010 0.00 �'.80 513.60 23462. 0.550 1.740 0.00 , .50 513.70 29265. 0.557 2.530 0.00 �.CO 513.80 24576. 0.564 2.820 0.00 �.10 513.50 29883. G.571 3.070 0.00 .20 514.00 25150. 0.578 3.310 0.00 �.30 514.10 2544A. 0.585 3.530 0.00 �.90 514.20 25805. ��.552 3.790 0.00 S S 0 514.30 261�2. 0.559 3.930 0.00 Hyd Inflow Outflow Peak Storage ��, Stage Elev (Cu-Ft) (Ac-Ft) 1 0.68 0.50 7.61 513.41 23378. 0.537 2 0.45 0.12 7.02 512.82 21558. 0.995 3 0.43 0.02 2.70 508.50 8309. 0.191 9 0.37 0.12 6.55 512.75 21397. 0.990 5 0.37 0.05 3.57 509.77 12209. 0.280 6 0.37 0.02 1.55 507.35 4759. 0.109 � 7 0.35 0.02 1.86 507.EE 5708. 0.131 8 0.22 0.02 1.26 507.06 3863. 0.089 Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflc•w Inflow Tarqet Calc 1 0.50 0.13 ****`*** 0.25 0.5� 2 0.12 0.08 *'�*�**+ *ar+t+• 0.1� 3 0.02 0.06 *{**'*'+ far+ra+ 0.08 4 0.12 0.07 *"**�•** *+i*+** 0.16 S 0.05 0.05 �aaa.**i *ri�i++ O.OG 6 0.02 0.09 ***{`*** *•*�*** 0.05 7 0.02 0.05 ****'*** **{*+** 0.06 8 0.02 0.03 *+++***+ *.+*.t. 0.03 ---------------------------------- Route Time Series throuqh Facility Inflow Time Series File:west-de�-.-: `_ Outflow Time Series File:West-RDi',�i� POC Time Series File:West-DSU�i- Weston Heights Technical Information Report In.t l� �h.'��i-'�-- w P.r,�al'.:�ir-. E��,ak Inf=sM• Gis��ha_qe. �i.o�,� CFS at ;:GQ �n Jan G in Y'car _ yk Outflcw Discharge: 0.995 CFS at 5:00 on Jan 9 in Year 8 eak Reservoir Stage: 7.61 Ft Feak Reservoir Elev: 513.91 Ft � ak Reservoir Storage: 23378. Cu-Ft . 0.537 Ac-Ft A�id Time Series:west-byp.tsf Peak Summed Discharge: 0.573 CFS at 5:00 on Jan 9 in Year 8 �int of Cempliance File:West-DSOut.tsf cration Comparison Anayisis Base File: west-pre.tsf New File: west-dsout.tsf �,ut.,ff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutuff Base New �Change Frobability Base New �Change 0.097 I 0.51E-02 0.85E-02 -3.2 0.91E-02 0.047 0.046 -1.9 0.057 � 0.60E-02 0.61E-02 3.3 0.60E-02 0.057 0.059 2.0 f�-�E8 I 0.35E-02 0.92E-02 7.5 I 0.35E-02 0.068 O.OE9 l.ss :i,��79 � 0.26E-02 0.26E-02 -1.3 I 0.26E-02 0.079 0.078 -0.2 .��89 I 0.16E-02 0.17E-02 9.0 I 0.16E-02 0.089 0.092 3.0 .100 � 0.11E-02 0.13E-02 19.3 I 0.11E-02 0.100 0.106 6.3 .110 � 0.88E-03 0.58E-03 11.1 � 0.88E-03 0.110 0.119 3.0 .121 � 0.68E-03 0.65E-03 -9.8 I 0.68E-03 0.121 0.121 -0.3 .132 � 0.47E-03 0.42E-03 -10.3 I 0.97E-03 0.132 0.130 -1.0 .192 � 0.31E-03 0.29E-03 -21.1 I C.3:E-03 0.192 0.135 -2.6 .:53 � 0.15E-03 0.82E-C9 -99.9 I 0.15E-03 0.153 0.197 -3.7 ' •-E4 I 0.9�5E-09 0.16E-09 -83.3 I 0.58E-04 0.164 0.152 -7.1 ' •-74 I 0.95E-09 O.00E+00 -100.0 � 0.99E-09 0.174 0.159 -11.E � ._°5 I 0.16E-09 O.00E+00 -100.0 � 0.16E-09 0.185 0.165 -10.8 >i,::.mum positive excursion = 0.007 cfs ( 7.Ot) �urring at 0.099 cfs on the Base Data:west-pre.tsf ;od at 0.106 cfs on the New Data:west-dsout.tsf >laximum negative excursion = 0.025 cfs (-15.6�) -�urring at 0.192 cfs on the Base Data:west-pre.tsf :n�i at 4.'_;4 cfs ��n the Nek� Data:'aest-�i�cn`.tsf --- - ------ -- ---- ------------ (�r..r�a..i..�wyr-eonx .. �F:; Io wosl�tOur '.ve51�O50v1 aur • W�TrD�ICW • � o � �` \ _ -• \ �n - �-'_ o �� Y • �, � R ,�s - ---`.-�- ------- ---------------- ---- � o -- - -_ _. .,, ! . � ,. � g ,,, � �'� �� a = � s .. �� e � W � � - o --_ - ' o D � �=Y�...1 ' ro' �o' ,o' �o' ,o ' �o' r�oe.nrr�e.ae�c. Weston Hei hts I 9 Technical Information Report ' East Basin-Existin_q Condition �Land Use Summary , _,;.. t�I_0 _� Area ?� ` Till Forest 1.83 acres Till Pasture 0.00 acres Till Grass 0.00 acres � - Outwash Forest 0.00 acres Outwash Pasture 0.00 acres � Outwash Grass 0.00 acres � Wetland 0.00 acres Impervious 0.00 acres Total � 1.83 acres Scale Factor: 0.80 Hourly Reduced i Time Series: East-Pre.isf �» Compute Time Series ' i i Modify User Input ! ' File for computed Time Series [.TSFJ � i� � 1_ Flow Freq��ency Analysi Time Series File:east-: Project Location:La�dsb�.: -� I, r- ; ; ' ---Annual Peak Flow Rates--- ----Flow Frequency Analysis------- Elow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (rFS) (CFS) Period 0.135 2 2/05/O1 18:00 0.160 1 100.00 0.950 0.022 7 1/OS/02 16:00 0.135 2 25.00 0.960 ' O.OBb 4 2/28/03 16:00 0.109 3 10.00 0.900 0.016 8 3/03/09 3:00 0.086 9 5.00 0.800 0.075 5 1/OS/05 IC:00 0.075 5 3.00 O.E67 0.063 6 1/16/06 21:00 O.OE3 6 2.00 0.500 0.105 3 11/24/06 5:00 0.022 7 1.30 0.231 0.160 1 1/09/08 7:00 O.C16 8 1.10 0.051 Computed Peaks 0.151 50.00 0.580 Weston Heights Technical Information Report East Basin—Developed Condition (Detained Basin) � Land Use Summary � � '� Area ?� Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 0.98 acres Outwash Forest 0.00 acres Ouiwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland �.00 acres Impervious 0.80 acres Total 1.78 acres Scale Factor: 0.80 Hourly Reduced Time Series: East-Dev.tsf » Compute Time Series I Modify User Input I File for computed Time Series [.TSF] F'1-��+� t'Leq�:er,cy Ana�ysis �'ime Series File:east-dev.tsf coject Location:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Fl w Rate Rank Time of Peak - - Peaks - - Rank Return Prob i �FS) (CFS) Period .326 9 2/05/O1 2:00 0.612 1 100.00 0.950 .'�75 8 12/03/O1 17:00 0.394 2 25.00 0.960 .289 6 9/10/03 15:00 0.355 3 10.00 0.900 ':.355 3 8/26/04 1:00 0.32E 9 5.00 0.800 i.2g9 7 10/28/04 1H:00 0.255 5 3.00 0.667 i.Zgy S 10/22/05 17:00 0.289 6 2.00 0.500 �.344 2 11/21/06 9:00 0.289 7 1.30 0.231 ,�.r12 1 1/09/oe 7:nn p.17° S L ln o.n51 � m:,i�.-r:1 F=aks `i,54'�' __. r�.=='C Weston Heights I� Technical Information Re-�crt East Basrn — Developed Condition (Bypass Basin) �Land Use Summary I-o �;_O_,� , Are a ? Till Forest 0.00 acres ' Till Pasture 0.00 acres Titl Grass 0.00 acres Outwash Forest 0.00 acres Ouiwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.05 acres Total 0.05 acres Scale Fac#or : 0.80 Hourly Reduced � Time Series: I�East-Byp.ts� » � Compute Time Series � Modiiy User Input � ____. _ File for computed Time Series [.TSF] F:ow Frequency Analysis Time Series File:east-byp.tsf Project Lccation:Landsburg ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.013 7 2/05/O1 2:00 0.022 1 �00.00 0.990 0.009 8 12/03/O1 17:00 0.017 2 25.00 0.960 O.OlE 9 5/10/03 15:00 0.017 3 10.00 0.500 0.017 2 8/26/09 1:00 0.016 9 5.00 0.800 0.019 6 10/28/09 18:00 0.015 5 3.00 O.E67 � 0.015 5 10/22/05 17:00 0.019 6 2.00 0.500 ' 0.017 3 10/26/06 3:00 0.013 7 1.30 0.231 ' 0.022 1 1/09/08 7:00 0.009 8 1.10 0.051 Computed Peaks 0.020 50.00 0.580 j I Weston Heights - Technical Information Report East Basin-Pond Desiqn Ca/cu/ations Type of Facility: Detention P�nd Side Slope: 3.50 H:1V Pond Bottom Length: 06.00 ft Pond Bottom Width: 60.00 ft Pond Bottom Area: 3560. sq_ ft Top Area at 1 ft. FB: 8921. sq_ ft 0.205 acres Effective Storage Depth: 3.50 ft Stage 0 Elevation: 519.50 ft Storage Volume: 15563. cu. ft 0.458 ac-ft Riser Head: 3.50 ft Riser Diameter: 12.n0 inches Number uf orifices: 3 Fu1i Head Pipe Orifice 1k Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.88 0.039 2 2.10 1.25 0.050 4.0 3 2.60 0.63 0.010 9.0 Top Votch Weir: Rectangular Length: 1.50 ir, Weir Height: 3.20 ft Ou:flow Rating Curve: None Staqe Elevation Storage Discharge Percolation Surf Area (ft� (ft) (cu. ft� (ac-ft) (cfs) (cfs) (sq. ft) r,00 51E.50 C. 7.000 0.000 0.00 3960. S,O1 518.51 4S. �.npl 0.002 0.00 3569. 0.02 518.52 ��. 0.002 0.003 0.00 357s_?. 0.03 518.53 L"4, G,003 0.003 0.00 3587. ��,04 518.59 159. 0.009 0.009 0.00 3595. C,,05 518.55 1�9. 0.005 0.005 0.00 9009. �.G6 518.56 'L3�. ��.005 0.005 0.00 9013. O.07 518.57 27�. �.006 0.006 0.00 9022. 0.17 518.67 68r�. �.016 0.009 0.00 9111. 0.27 518."17 1=02 �.025 0.011 0.00 9202. 0.37 518.87 1526. 0.035 0.013 0.00 9293. 0.47 518.97 1960. 0.095 0.019 0.00 9385. 0.57 519.07 2904. 0.055 O.OlE 0.00 9979. 0.67 515.17 2856. 0.066 0.017 0.00 9573. 0.77 515.27 3316. 0.076 0.018 0.00 9666. 0.67 515.37 3750. 0.087 0.019 0.00 9764. 0.57 515.97 4271. 0.098 0.020 0.00 9862. 1.07 515.57 4762. 0.109 0.022 0.00 9960. 1.17 515.67 5263. 0.121 0.022 0.00 5055. , 1.27 519.77 5774. 0_133 0.023 0.00 5155, 1.37 515.87 6295. 0.145 0.029 0.00 5200. 1.97 519.97 6826. 0.157 0.025 0.00 5362. 1.57 520.07 7367. 0.169 0.026 0.00 5966. 1.67 520.17 7919. 0.182 0.027 0.00 5570. 1.77 520.27 89�:. n.195 0.028 0.00 5675. 1.87 520.37 9r;4, ii.208 0.028 0.00 5781. 1.97 520.97 563�. 0.221 0.029 0.00 5888. 2.07 520.57 10232. n.235 0.030 0.00 5996. 2.10 520.60 10912. n.239 0.030 D.00 6028. 2.11 520.61 10972. 0.240 0.030 0.00 6039. 2.13 520.63 1054?. 0.243 0.032 0.00 6061. 2.19 520.69 10654. 0.245 0.033 0.00 6072. 2.15 520.65 10715. 0.246 0.036 0.00 6083. 2.17 520.67 10�•37. n.295 0.03G 0.00 6105. 2.18 520.68 1C�4��. C.250 0.092 0.00 6116. 2.15 520.69 109,'^. 0.252 0.099 0.00 6127. 2.20 520.70 ll02�;, n.253 0.095 0.00 613g. 2.22 520.72 71143. 0,256 0.045 0.00 6160. 2.32 520.62 117E5. Q.270 0.051 0.00 6270. 2.92 520.42 12347. 0.285 0.056 0.00 63�1. Weston Heights , Technical Information Report �� .5� �21.OL 1309�. .2�5 i�.UEU n,gQ c�'+4. 2.50 5'L1.10 13�b9. �.311 C,063 G.00 o5�4. 2.61 521.11 1363C. 0.313 O.C64 0.00 6556. 2.62 521.12 1365c. 0.319 O.OE5 0.00 6607. 2.63 521.13 137E2. 0.316 0_OE7 0.00 6615. 2.64 521.19 13825. 0.317 0_067 0.00 6630. 2.65 52 L=5 13855. 0.315 0.063 0.00 E691. 2.75 521.25 145b5. 0.334 O.G73 0.00 6756. 2.85 521.35 1529b_ 0.350 0.077 0.00 E272. 2.95 521.95 15939. 0.366 0.0�1 0.00 o58R. 3.05 521.55 16694. 0.3R2 0.085 0.00 7106. 3.15 521.65 17360. 0.395 0.088 0.00 7225. 3.20 521.70 17723. 0.907 C.050 O.Or, 7234. 3.29 521.74 18015. 0.919 O.C99 O.DO 7332. 3.213 521.78 18310. 0.920 0.100 0.00 73'C. 3.31 521.81 18532. 0.425 O.lOo 0.00 7916. 3.35 521.B5 1882y. 0.432 O.lI3 0.00 79E5. 3.39 521.89 15129. 0.435 0_114 0.00 7513. 3.92 521.92 19355. G.494 0.125 0.00 7550. 3.96 521.G6 19658. 0.451 0.131 0.00 7558. 3.50 522.00 19963. 0.958 0.190 0.00 7697. 3.60 522.10 20733_ 0.976 0.451 0.00 7770. 3.70 522.20 21517. 0.999 1.020 0.00 7£�54. 3.80 522.30 22312. 0.512 1.750 0.00 8015. 3.50 522.90 23120. 0.531 2.590 0.00 8195. 9.00 522.50 2399�. 0.550 2.830 0.00 8272. 9.10 522.60 24775. 0.565 3.090 U.00 840r,. 9.20 522.70 25621. 0.588 3.320 0.00 8525. 9.3G 522.80 26981. 0.608 3.540 0.00 8655. 9.40 522.50 27353. 0.628 3.750 0.00 8735. 9.50 523.00 28239. 0.698 3_550 0.00 B921. 9.60 523.10 29137. 0.669 9_130 0.00 9059. 9.70 523.20 30095. 0.650 4.310 0.00 518,�. q.ft0 523.30 30575. 0.711 9.480 0.00 9323. 9.90 523.40 31519. D.�33 4.650 0.00 9958. 5.00 523.50 328e?. 0.755 4.810 0.00 9555. 5.10 523.6u 33b33. n.777 4.560 0.00 �733. 5.20 5L3.70 39813. 0.759 5.110 0.00 9�71. 5.30 523.80 35807. 0.822 5.260 0.00 1001'_. 5.40 523.50 36815. 0.845 5.400 0.00 10152. 5.5r, 529.00 37338. 0.865 5.530 O.Or, �G2�3. Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ftj 1 0_61 0.94 3.60 522.10 20717. 0.47e 2 0_39 0.10 3.27 521.77 18270. 0.41y 3 0.33 0.10 3.26 521.76 18154. 0.417 9 0.19 O.G6 2.96 52C.56 12058. 0.25'_ 5 0.21 0.06 2.96 520.56 12630. 0.250 6 0.30 0.03 1.95 520.95 5505. 0.218 7 0.35 0.02 1.33 519.83 6066. 0.13� Q 0.18 0.02 0.52 519.42 9031. � ,,"' Hyd R/D Facility Tri�utary Reservoir POC Outflow Outflow Inflcw Inflow Target Ca1c 1 0.99 0.02 ******** Q.16 0.4c 2 D.10 0.02 *{*•+*.* *+.*+*+ 0.10 3 0.10 0.01 *+*•+*++ *.+*+*+ 0.1� 4 0.06 0.01 +.�.**f+ �+.<+** O.Oc 5 0.06 0.01 ***"***` �*•*+** O.Cb E 0.03 0.02 ..*.�.++ �.*�*�.+ p_r� � O.�C �.C� ak��.. ++t�xa. 0.�9 �� r;. � �� =1 _....tr= �+...�� ,� Weston Heights Technical Information Report Route Time Ser�es th�ough Fa�ility Inflow Time Series File:east-de�.rrt Outflow Time Seiies Fil�:-�aet-F=:��_t POC Time Series F_1=:-.,r't-=c',� �.t Inflow/Outflow Analysis Peak Inflow Gischarq= : . �_ kc. _.� , - -, a:, r_ �y� ' ' Peak Outflow Discharqe: :�.=14y � F, . . � 1:� 7- _ '_ Peak Reservoir Stage: 3.E0 Fr Feak Reservoir E"�ev: 522.�0 F* � _ Peak keservoir Storaqe: 20717. Cu-F- 0.976 �;_-F- Add Time Series:east-byp.*sf _3}; �,_7=i1R�� _ ___iyi�:a: t, _.,� `.F.r �' . .. __ ...I= .. � , _ .:.' I .� ,, . . ., . -. � -. .-. .- _.- ... . . �_I_:t._�L "�.I:t _ . . , :f 11-I.�_': __E __.._,i_t'_- ' .._��__"_ . rFS % o � 0.001 29975 98.383 48.883 51.117 0.511E+U� ' 0.009 5372 8.761 57.694 42.356 0.929E+i�r 0.007 9870 7.942 65.585 39.915 0.349E+1'� 0.010 5302 8.696 79.232 25.768 0.259E+1' 0.013 9563 7.491 81.673 19.327 0.183E+r 0.016 3748 6.112 87.785 12.215 0.122E+i: 0.018 2627 4.284 52.065 7.93i 0.793E-�- 0.021 1607 2.621 59.E90 5.310 0.531E-C 0.024 1152 1.879 56.569 3.931 0.393E-�_ 0.027 782 1.275 97.849 2.156 0.21EE-�_ ' 0.030 616 1.OG5 96.P95 1.151 O.11SE-C: 0.032 294 0.358 99.297 0.753 0.753E-"' 0.035 6� 0.095 59.346 0.654 0.659E-:_-� 0.038 28 0.046 9°.352 0.60t3 0.608E-02 0.041 13 0.021 49.413 n.587 0.587E-02 ' 0.049 19 0.023 99.436 0.564 0.569E-02 0.047 45 0.073 95.SOG 0.491 0.951E-02 0.045 46 0.075 95.5R4 0.416 0.916E-02 0.052 41 0.067 °5.65i 0.349 0.345E-02 0.055 43 0.07? 95.725 0.271 0.271E-C2 0.058 26 0.092 9y.772 0.228 0.223E-02 0.061 18 0.025 99.801 0.199 0.195E-02 0.069 12 0.020 95.821 0.179 0.174E-02 0.066 3 0.005 59.826 0.179 0.174E-02 0.065 7 O.C11 94.837 0.163 0.163E-02 0.072 7 0.011 59.848 0.152 0.152E-02 0.075 7 O.Oli 99.960 0.140 0.190E-02 0.078 10 O.OlE 59.876 0.129 0.124E-02 C.O80 7 O.Oli 99.887 0.113 O.113E-U2 0.083 9 0.015 59.502 0.098 0.578E-03 0.08E 15 0.024 99.927 0.073 0.739E-G3 0.089 15 0.029 99.951 0.049 0.929E-03 0.092 10 0.016 99,907 0.033 0.326E-03 0_095 7 0.011 99.975 0.021 0.212E-03 0.09� 5 0.008 99.597 0.013 0.130E-�3 0.100 6 0.010 99.557 0.003 0.326E-09 i j i Weston Heights Technical Information Report i I Duration Comparison Anaylsis Base File: east-pre.tsf r New File: east-dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- i Cutoff Base New �Change Prcbability Base New $Change j 0.030 � 0.11E-01 O.ilE-01 -5.7 I 0.11E-01 0.030 0.03C -0.8 , 0.036 � 0.75E-02 0.61E-02 -18.7 I 0.75E-02 0.038 0.033 -14.2 0.096 � 0.53E-02 0.50E-02 -5.3 � C.53E-02 0.09E 0.095 -1.9 0.059 � 0_33E-02 0_30E-02 -10.0 I 0.33E-02 0.054 0.053 -2.3 0.062 I 0.21E-02 0_15E-02 -5.2 I 0.2iE-02 0.062 0.055 -9.7 I 0.070 I 0.15E-02 0.16E-02 2.1 I �-15E-02 0.070 0.071 1.8 0.078 I 0.11E-02 0.12E-02 10.3 I 0.11E-02 0.078 0.081 3.5 0.086 I 0.78E-03 0.73E-03 -6.3 I 0.78E-03 0.086 0.086 -0.6 0.059 I 0.57E-03 0.21E-03 -62.5 I 0.57E-03 0.099 0.06£ -0.5 0.102 � 0.33E-03 O.00E+00 -100.0 I 0.33E-03 0.102 0.042 -10.6 I 0.111 � 0.20E-03 O.00E+00 -100.0 I 0.20E-03 0.111 0.045 -13.8 � 0.119 � 0.15E-03 O.00E+00 -100.0 ! 0.15E-03 0.115 0.0°7 -1B.0 0.127 � C.99E-09 O.00E+00 -100.0 � 0.53E-04 0.127 G.�G° -22.6 0.135 � C.16E-04 O.00E+00 -100.0 I 0.16E-04 0.135 0.1n1 -24.9 II Maximum positive excursion = 0.004 cfs ( 9.7�) occurring at 0.075 cfs on the Base Data:east-pre.tsf and at 0.078 cfs on the New Data:east-dsout.tsf Maximum negative excursion = 0.033 cfs (-24.9�) �ccurring at 0.135 cfs on the Base Data:east-pre.tsf an�i ,a* '�.101 cfs on the New Data:east-dsout.tsf � � '�.8►.�+�o.�r+r�• .. . . . ,.. . . . . � o Eas1i1DO�AEur �. Eas�-oso�na�� . ' - A - Easl-Targel Cur • 0 ' n `� �R �� X O O '��` 1_ ' U N _. . x e m ' � e p o V �. , 0 `° °°° --... _-- 0 o • l a - _-'_--_..._. . . .._- -_ ___ oy. -_ -__.. pp �,-� 7__. .. '__-�___ N _ , O O � f _�``.` O w O � � 10 � 10� 10 � 10 � 10 � 10� ProbebYry E:ceederKe Weston Heights Technical Information Report Equivalent East Pond Detention Storaqe Made b�r. Date: ��ProjecC KIM �4/25/2016 Weston Heights Checked by. ��.Date: Project No: �Backchecked Date: '�Sheet No: .,I TheorcNed Pbnd Vdum!Caladatlon Fson�aoed Fad Leerllh= 6I Jt F.st3nare+d Fbid Wi�h= 6I fc Fsdneaord Side Sfapr= 3 :1 Me�u,rd rbnd vdu,n�cdndatian Cdcu/ated [akuloted Calculated Measured Cdculated Calculated , Contour Contaur Incrcmerrcd Cumulative Cantax Conrow Incremental Cumulamve ' Elevation Arca Vdume Vdume Efevation Meo Vdume Vdume s cu cu t cu t cu t cu C.om ', 518.0 3,721 0 0 518.0 3,508 0 0 0 518.5 � 4,096� 1,954� 1,954 518_5 3,979� 1,872 1,872 ��+ 519.0 � 4,489� 2,146� 4,101 519.0 4,464� 2,1ll 3,9i83 (]1: 519.5 � 4,900� 2,347� 6,448 519_S 4,969� 2,358 6,341 (]I! 520.0 � 5,329� 2,557� 9,005 SZ0.0 5,493� 2,616 8,956 (4 520.5 � 5,776� 2,776� 11,781 520_5 6,022� 2,879 11,835 Sd 521.0 � 6,241� 3,004� 14,786 521.0 6,570� 3,1A8 14,983 19t! 521.5 � 6,724� 3,241� 18,027 52L5 7,1�8� 3,430 18,413 381: 522.0 � 7,225� 3,487� 21,514 SZ2.0 7,755� 3,726 22,138 674 522.5 � 7,744� 3,742� J5,256 522.5 8,478� 4,058 26,197 94(' 523A � 8,281� 4,006� 29,263 523.0 9,293� 4,443 30,639 1,37i Weston Heights Technical Information Report Made by: Date: Project Name: �' KIM 6/6/2016 Wesfon Heights '. ec e y: ate: ro�ed o: XJM ac c ec e y: ate: eet o: - � _=�'"�`T`r K1M Measured Pond Volume Calculation Theoretical Pond Volume Calculation Estimated Pond Lengih= 66 ft Meosured from CAD Drowing Estimated Pond Widih= 60 ft fstimated Side Slope= 3.5 :1 Measured Calculated Calculated Calculated Calculated Calculated fontour Contour Incremental Cumulotive Contour Contoui Incrementaf Cumulative Elevation Area Volume Volume Efevotion Areo Volume Volume (ft) (�u�r) (cu ft) (cu�t) (ft) (sq ft) (cu ft) (cu ft) Comparison 5185 3,556 0 0 518.5 3,960 0 0 0 519.0 4,433 2,097 2,097 519.0 4,413 2,093 2,093 �4j 519.5 4,930 2,341 4,438 519.5 4,891 2,326 4,419 (19) 520.0 5,445 2,594 7,032 520.0 5,393 2,571 6,990 (41) 520.5 5,977 2,856 9,887 520.5 5,920 2,828 9,819 (69) 521.0 6,527 3,126 13,013 521.0 6,471 3,098 12,917 (97) 521.5 7,095 3,406 16,419 521.5 7,047 3,380 16,296 (123) 522.0 7,679 3,694 20,112 522.0 7,647 3,674 19,970 (143) 522.5 8,282 3,990 24,103 522.5 8,272 3,980 23,950 (153) 523.0 8,901 4,296 28,398 523.0 8,921 4,298 28,248 (150) � � d I I J ; �I , I II 'i �-_ �� ' Predeveloped O/vmpus Villa Pond`A'Basin I � land Use Summary � �I i Are a ? � ) Till Forest 3.18 acres ' Till Pasture 0.00 acres � , Till Grass 0.00 acres ;� �I Ouiwash Forest 0.00 acres I ' � Ouiwash Pasiure 0.00 acres i i Ouiwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.10 acres Total 3.28 acres � Scale Factor : 1.00 Hourly Reduced Time Series: Predev.tsf » Compute Time Series I Modify User Input I --- _ _ File for computed Time Series [.TSFj Flcw Frequency Anal}'s'-� Time Series File:predev.ts= , Preject Location:Sea-Tac ---Annual Peak Flow Rates--- ---F1_�w Fre�xuen.y Analysis------- Flow F.ate Rank Time of Peak - - Peaks - - Rank Returt; rrob (CFS) (CFS) Period 0.222 2 2/09/O1 1£3:0a 0.303 1 lOG.00 O.S'::�0 0.075 7 1/05/02 i6:00 0.222 2 L5.00 0.560 0.178 3 2/28/03 3:00 0.173 3 1f.00 0.50G 0.025 8 8/26/09 2:00 0.176 4 5.00 0.8G0 0.107 6 1/OS/05 L:00 0.157 5 3.00 0.66? 0.176 9 1/19/05 20:00 0.107 6 2.00 0.500 0.157 5 11/24/OE 9:00 C.075 7 1.30 0.231 0.303 1 1/09/08 9:00 0.025 8 1.10 0.091 Computed Peaks C.276 50.00 0.580 *The original design information for Olympus Villa Pond 'A' may be found in the provided "Olympus Villa LUA 10-090" report included in Appendix 6C. The original predeveloped areas for Olympus Villa were: - 2.78 ac Till Forest - 0.10 ac Existing Wetland (modeled as impervious) The Weston North project added the following values to the predeveloped conditions: - 0.40 ac Till Forest Weston Heights Technical Information Report Developed Olympus Villaqe Basin � Land Use Summary l �`I �� Area ? ' Till Forest a.00 acres Till Pasture O.OU acres , Till Grass 1.44 acres Ouiwash Forest 0.00 acres Ouiwash Pasture 0.00 acres Outwash Grass 0.00 acres � Wetland 0.00 acres Impervious 2.08 acres Total i � 3.52 acres Scale Factor: 1.00 Hourly Reduced Time Series: kle�.tsf (»I Compute Time Series I Modiiy User Input I � File for computed Time Series [.TSFj Flow E'requencp Fnalysi� Time Series File:dev.tsf Pruject Location:Sea-Tac ---Annual Peak Flow kates--- -----Flow Frequency Analysis------- Flow Rate R.ank Time of Peax - - Peaks - - kank R.eturn Pr_-b (CFS) (CFS) Period 0.633 6 2/09/O1 2:00 1.29 1 100.00 0.990 0.510 8 1/05/02 16:00 0.792 2 25.00 0.960 0.763 3 2/27/03 7:00 0.�63 3 10.00 0.�00 0.595 7 �s/26/04 2:00 0.571 4 5.00 0.800 0.658 5 10/28/04 16:00 0.658 5 3.00 0.667 0.671 4 1/1�/06 16:00 0.633 6 2.00 0.500 0.752 2 10/26/06 0:00 0.545 7 1.30 0.231 � 1.29 1 1/Ou/OS 6:00 0.510 8 1.10 0.0��1 �omputed Peaks 1.12 5��,00 0,'-�;_0 *The original design information for Olympus Villa Pond 'A' may be found in the provided "Olympus Villa LUA 10-090"report included in Appendix 6C. The original developed areas for Olympus Villa were: - 1.35 ac Till Grass - 1.77 ac Impervious The Weston North project added the following values to the predeveloped conditions: - 0.09 ac Till Grass - 0.31 ac Impervious Weston Heights Technical Information Report O/vmaus Villaqe Pond `A'Revised Riser Desipn & Equiva/ent Areallo/ume F.etG�,t:�_�nl��et�ntion Ea.ility Type of Facility: Detention Pond Side Slope: 2.35 H:1V =cnd Bottom Length: 56.36 ft Pond Bottom Width: 60.51 ft Po�d Bottom Area: 5831. sq. ft ��-�f-� Area at 1 ft. FB: 1G580. sq. ft 0.252 acres f': :�= �t 've Storage Gepth: 9.93 ft �-aq� n Elevation: 0.00 ft � . � � : te Volume: 38588. cu. ft 0.8�E ac-ft Fi�er Head: 4.93 ft .-_. � c Diameter: 12.00 inches `d�r,��bFr uf orifices: 3 Full Head Pipe _ i�ice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 1.09 0.065 2 3.27 1.63 0.052 4.0 3 3.90 1.09 0.030 9.0 To�� Notch Weir: Nnne i�,i;� f _ w E�ra' i ri�; �: . _. ?d �i� ,�: PI� : . _ �i_ �� . I .. _�,' r� � ' � ' - - '��_ t r_�`'-. (:_) (i�) (c��. �t) (zc-�-) (�,:�j ('_-�) (��y. f�) .00 0.00 0. 0.000 0.000 0.00 5831. .O1 0.01 58. 0.001 0.003 0.00 5�3�. .02 0.02 117. 0.003 0.009 0.00 5896. .03 0.03 175. 0.009 0.005 0.00 5853. � i.09 0.09 234. 0.005 0.006 0.00 5860. t��.05 0.05 293. 0.007 0.007 0.00 5868. ii.06 0.06 351. 0.008 0.007 0.00 54�` ��.08 0.08 465. 0.011 0.008 0.00 5N��0. !�.09 0.09 528. 0.012 0.009 Q.00 54`�7. ��.10 0.10 587. 0.013 0.005 0.00 55��)�, ��.20 0.20 1i31. 0.027 0.013 0.00 5975�. �i,30 0.30 1783. 0.091 0.016 0.00 6059. i ��.90 0.90 2352. 0.055 0.013 0.00 6125. ��.50 0.50 3005. 0.069 0.021 0.00 620�. �i.50 0.60 3633. 0.083 0.023 0.00 6��. �i.70 0.70 9265. 0.058 0.024 0.00 635P. �i.�30 0.80 4909. 0.113 0.026 0.00 6935. .50 0.90 5552. 0.127 0.�28 0.00 6512. .00 1.00 6207. 0.192 0.029 0.00 6590. ii .10 1.10 6870. 0.158 0.031 0.00 66F�:�. : .20 1.20 7541. 0.173 0.032 0.00 674?. .30 1.30 8219. 0.189 0.033 0.00 6�27. .40 1.90 8506. 0.209 0.035 0.00 6`��16. , _ .50 1.50 9601. 0.220 0.036 0.00 69"6. _.60 1.60 10303. 0.237 0.037 0.00 7nt;7. i.70 1.70 11019. 0.253 0.038 0.00 7198. 1.80 1.80 11733. C1.269 0.039 0.00 72�0. 1.90 1.50 12460. 0.286 0.090 0.00 73�1. 2.00 2.00 13195. 0.303 0.091 0.00 73'_�4. 2.10 2.10 13535. 0.320 0.092 0.00 7977. 2.20 2.20 19691. 0.337 0.oq3 0.00 7560. 2.30 2.30 15451. 0.355 o.nq4 O.nO 76q3. ' � � Weston Heights Technical Information Report i -'i � ' � 2.90 2.40 16219. 0.372 0.045 0.00 7728. 2.50 2.50 16556. 0.350 0.046 0.00 7812. 2.60 2.60 17782. 0.908 0.047 0.00 7857. 2.70 2.70 18576. 0.926 0.048 0.00 7583. 2.�s0 2.80 15378. 0.445 0.095 0.00 806�. 2.5C 2.50 20189. 0.463 0.050 0.00 815�. 3.00 3.00 21005. 0.482 0.051 0.00 8242. s.10 3.10 21838. 0.501 0.052 0.00 8325�. 3.20 3.20 22675. 0.521 0.052 0.00 891�-�. j.27 3.27 23266. 0.539 0.053 0.00 84?- . 3.25 3.25 2393F. 0.53�5 0.059 0.00 84'.�6. 3.30 3.30 23521. G.590 0.055 0.00 85i:4. 3.32 3.32 23691. 0.594 0.058 0.00 8522. 3.39 3.39 23862. 0.593 0.062 0.00 8590. 3.35 3.35 23597. 0.550 0.067 0.00 �559'�. 3.37 3.37 2911`_t. G.554 0.073 0.00 �5�� . 3.39 3.39 29290. 0.558 a.o75 0.00 �55�-�Y. 3.91 3.41 29462. 0.562 0.080 0.00 8602. 3.92 3.92 29548. 0.569 0.082 0.00 8611. 3.52 3.52 25413. 0.583 0.051 0.00 8700. 3.62 3.62 262yiO. 0.603 0.098 0.00 87�55. 3.72 3.72 27i7:. C.529 0.105 0.00 887�. 3.�2 3.82 28r;�;9. �-.699 0.110 0.00 8970. j.90 3.50 287�9. 0.661 0.115 0.00 9092. � .yl 3.91 28�175. 0.663 0.115 0.00 5051. � .92 3.52 28�65. 0.665 0.117 0.00 9060. � .93 3.53 29056. 0.667 0.118 0.00 5070. 3.99 3.59 29197. 0.669 0.120 0.00 9079. ��.95 3.95 29237. 0.671 0.123 0.00 9088. ��.96 3.56 29328. 0.673 0.125 0.00 5057. ��.98 3.58 2951G. 0.677 0.127 0.00 9115. 3.5�5 3.99 256U2. 0.680 0.128 0.00 9124. 4.C9 9.05 30515. 0.701 0.137 0.00 9216. 1.19 9.19 31945. n.722 0.144 0.00 9303. %>.25 9.29 32330. 0.793 0.151 0.00 9400. ;.39 9.35 33325. n.765 0.157 0.00 9953. =.95 9.45 39275. 0.787 0.163 0.00 9587. 4.59 9.59 35292. 0.809 0.169 0.00 9680. 9.65 9.69 36215. 0.831 0.175 0.00 9775. �.75 9.75 37197. 0.859 0.180 0.00 9865. 4.89 9.85 38189. 0.877 0.185 0.00 9564. y.�=�3 9.53 38555. 0.886 0.187 0.00 100n3. 5.03 5.03 39553. 0.505 0.500 0.00 1005r+. 5.13 5.13 90608. 0.532 1.070 0.00 10194. `.23 5.23 91632. 0.556 1.800 0.00 1029�. `:.33 5.33 92666. 0.979 2.600 0.00 10385. `.93 5.93 93710. 1.003 2.880 0.00 109�36. 5.53 5.53 49763. 1.028 3.190 0.00 10589. 5.63 5.63 95827. 1.052 3.380 0.00 10682. 5.73 5.73 4650r,. 1.077 3.600 0.00 10791. 5.83 5.83 97��3. 1.102 3.810 0.00 10880. 5.53 5.53 49C76. 1.127 9.010 0.00 109�0. 6.03 6.03 50175. 1.152 9.200 0.00 1108!i. 6.13 6.13 51292. 1.177 9.380 0.00 111�1 . 6.23 6.23 52915. 1.203 9.550 0.00 112��. 6.33 6.33 53598. 1.229 9.720 0.00 11383. 6.43 6.93 59691. 1.256 9.880 0.00 11985. ' 6.53 6.53 55895. 1.282 5.090 0.00 11587. 6.63 6.63 57005. 1.305 5.150 0.00 116��. 6.73 6.73 58183. 1.336 5.330 0.00 117��3. 6.83 6.83 59368. 1.363 5.970 0.00 118��7. 6.53 6.53 60563. 1.350 5.610 0.00 12001. Weston Heights Technical Information Report ! ' i � Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) � 1 1.25 0.30 0.83 5.05 5.09 9017H. 0.522 2 0.75 ***t**' 0.05 3.01 3.01 21125. 0.985 f ' 3 0.76 **t�**r 0.15 9.31 4.31 3254�5. 0.747 9 0.57 **x+*** 0.11 3.82 3.�52 28033. 0.644 { 5 0.66 *****�* 0.04 1.60 1.60 10319. 0.237 I 6 0.63 *i*}�** 0.19 9.93 9.93 38549. 0.885 � 7 0.59 *�***** 0.04 2.14 2.19 19214. 0.326 8 0.51 {��*�*� n.05 2.86 2.86 15��00. n.457 ' ---------------------------------- koute Time Serie� through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:OV rdout.tsf Inflow/Outflow Analysis Peak Inflow Discharqe: 1.25 CFS at 6:00 ��n Jan `! in Ye:r - I Peak Outflow Discharge: 0.828 CFS a`_ 1C:09 cn Jan `� :�� Y�:i - Peak Reservoir Stage: 5.09 Ft Peak Reservoir Elev: 5.09 Ft P�ik �eserv�:ir Storaqe: 9')17'+. Cu-F' . . -I G.�rati._*i C c�Fnri.,�_.ri An;_ Base File: predev.t��t New File: ov rdout.t Cutoff Units: Discharge ..� I' -----Fraction of :': . -- :��_,. = i � ., ,,i. : -- �'ut<�ff Base New ��Change Probability Base New ��!-�� 0.053 � 0.76E-02 0.66E-02 -12.3 I 0.76E-02 0.053 0.052 - 0.066 � 0.56E-02 0.53E-02 -9.1 � 0.56E-02 0.066 0.061 - 0.078 � 0.93E-02 0.99E-02 19.8 � 0.93E-02 0.078 0.085 0.091 � 0.32E-02 0.38E-02 17.6 � 0.32E-02 0.051 0.056 . , 0.103 � 0.25E-02 0.28E-02 12.6 � 0.25E-02 0.103 0.107 3.7 0.116 � 0.18E-02 0.16E-02 -10.9 � 0.18E-02 0.116 0.113 -2.5 0.128 � 0.12E-02 0.14E-02 18.9 � 0.12E-02 0.128 0.137 6.9 0.141 � 0.51E-03 0.11E-02 15.6 � 0.91E-03 0.141 0.197 9.7 ; 0.153 � 0.59E-03 0.67E-03 13.9 � 0.55E-03 0.153 0.157 2.3 j , 0.166 � 0.36E-03 0.34E-03 -9.5 � 0.36E-03 0.166 0.165 -0.9 ,-- 0.178 � 0.18E-03 0.16E-03 -9.1 � 0.18E-03 0.178 0.177 -0.9 0.191 � 0.13E-03 0.33E-09 -75.0 � 0.13E-03 0.191 0.131 -5.1 , 0.203 � 0.82E-09 O.00E+00 -100.0 � 0.82E-04 0.203 O.lE5 -��.0 � 0.216 � 0.16E-09 O.00E+00 -100.0 � 0.16E-04 0.216 0.155 -?.8 Maximum pusitive excursion = 0.007 cfs ( 9.5�) occurring at 0.073 cfs on the Base Data:pred�v.tsf and at 0.080 cfs on the New Data:ov rdout.t�f Maximum negative excursion = 0.006 cfs (-10.9`-) �,,c-,-urrinq a` 0.061 cf� on the Base Data:predev.t�f :'� 1 .. . -� � f: "� -- P:�.x I .ta: l .' . . _ Weston Heights Technical Information Report �v,�,.e-a.,m�ar�-Katrs � � I,- — ----=- — ---- -- _ � __ _ !I o OV rdoW dur c ii - . Targetdur • c.� o ` �__ ' - ♦ R . ' °D . o `� �. 4� R�' N o �.,•: IL • U •- u � �� O� �p `� O � L t � � � O O � ♦ � �.i , - O 00 -.�__ ' j �—_ , ' � ____�.- _ � I � i O O II O i O O 10 5 10� 10 3 70 Z 10 � 10� IProbabiYly Exceedence Equiva/ent Olvmpus Villa Pond`A'Dimensions/Side Slope --��- �.oa�n� o��e: r.q�: � JDA 2/24�2W6 Weston Hei tr North axd�eer o�o�: r.�� 34�i0Q7-]5 I �� !Ba�herhdby: oa�: 9�ee[No: � Pbnd lensth= 9635TL1978 ft Pbnd�dth= fII51331796 ft � Sf de 510 = 735�6]5 1 Yd�� Amr Acud A�d CaloiaV Oloi� CJai� OIH�ww Car� C�r la�r� O�i1Me fa�� Ca�o�r Yo�� Mie (C�oiii- � B�r. /Y�a Me�� Vd�� 9wr. h� Y�e Y�e z � � z � s s 5]2_]0 B70 QOD 0 51210 5ffi1 0 0 0 514.OD 7198 72.889•60 S1�A0 7375 12.486 7�.�ffi JOl 57b.00 8�2 76AA00 �9b0 S76A0 9Q50 16.3G5 ?$8-S -1W 517AB 1O1L5 ... 9,77530 3�736 SS7AB S00]3 9.ffi7 3$670 i8 578.00 ]OTaD ]I�lOi98 5]SAO 109R ]O1T3 0 Weston Heights Technical Information Report APPENDIX 4B WATER QUALITY DESIGN CALCULATIONS Weston Heights Technical Information Report KCSWDM-SCALE FACTOR FIGL1tE 6.1.1.� PREC�IT�1T0�FOR��.��.�1Z:�L.STOR�I L�L�C HES(FEEn ST 7.0/ � 1.O �p 7.2 ST 1.1 ST 1.0 �/► 0.8 LA. 0.9 . t w... i � ... .,.. • �_,i_. �..r� �� J� i � �. �P � �, ! i ' r�1 �� Q 1 � .. ' � .+ � J �.� � t�J. �'"i 1 ! . � �• l r� h Ia•..r}. !� .� — `� 1 .I I, � � ! � � '� • �..` . . ' 1�, '� ._ .` ��::�s. v r. , � V 1 -T-�-- i I , �. _.� ' ' � - • , � �l --� � �, i � : � � 1 • � � '� � .�.. � ` � � Q � < <, �' _�� !zs� t � s �' i v ... �-- .�t�� O.S4" �' • � � � (0.04 51 � .. .. ............ 0.47" (0.039") " . .� � r�oaPaarw r�ra , _ .$9 IyYK1{.�� 0.47� — �ujo►now (0.039� 0.52" 0.65•• No�E�as�sa a sw�ecwrmoa�scp�nrir snaw u�s�o.os (0.04 3� 0.56" (0.054� .+cn�wr�nina�oen w avai�w ar a»aesion a iwr�t (0.04 7� Weston Heights Technical Information Report a e y: ate: ro�ec : KJM 6/20/2016 Weston Heights ec e y: a e: ro�ec o: 349-004 ac c ec e y: ate: Wetpoo/Sizing Calculation (Per KCSWDM Section 6.4.1.1) Wetpool Description: Weston Heights-West Vault Step 1: Identify the required wetpool volume factor(f) f= 3 Fixed value per KCSWDM Section 6.4.1.1 (P. 6-70) Step 2: Determine rainfall(R)for the mean annual storm R = 0.47 in Per KCSWDM Figure 6.4.1.A Step 3: Calculate runoff from the mean annual storm(V,)for the developed site A; = 46,174 ftZ Area of impervious surface A�9 = 36,155 ftZ Area of till soil covered with grass A� = 0 ftZ Area of till soil covered with forest � A o = 0 ftZ Area of outwash soil covered with grass or forest R = 0.47 in Rainfall from mean annual storm(from Step 2) V� = 1�982 ftZ Vr = �0.9Ai +0.25A�q + O.lOAtf+0.01Aa� X (R) [KCSWDM Eq.6-13] Step 4: Calculate required wetpool volume(Vb) Ve= 5,945 ft3 Vb =f Vr [KCSWDM Equation 6-14] Step 5: Calculate minimum required wetpool depth(DREnI Z1= 0.00 H:iV Side Slope#1 ZZ= 0.00 H:1V Side Slope#2 Z3= 0.00 H:1V End Slope#3 Z,= 0.00 H:1V End Slope#4 L�,,,o= 64 ft Pond length at top of wetpool WVOND— Z4 ft Pond width at top of wetpool DREQ= 3.87 ft Minimum required pond depth East Basin Stormfilter Treatment Calcu/ations: � land Use Summary '�� I � � � Are a ? Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 0.38 acres Outwash Forest 0.00 acres Ouiwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.22 acres Total 0.61 acres Scale Factor : 0.80 15-Min Reduced ..........................................................Edit�Flow Paths..........................................................------....................._:� .........................................................................................................................................................................................�--------................... Time Series: East Dev 15min.tsf » Compute Time Series I Modify User Input I File for computed Time Series [.TSFJ h'luw Frequency Analy�-,i� f ':'ime Series Eile:east dev 15min.tsf E'ro�ect Location:Landsburg ---Annual Peak Flcw kates--- -----Flow Frequency Analysis------- Fl�-�w Rate kank Time of Peak - - Peaks - - kank Return Pr:_�b (CFS) (CFS) Period 0.139 7 2/08/O1 19:00 0.973 1 100.00 0.990 i).116 8 5/06/02 7:15 0.320 2 25.00 0.560 i��.290 4 9/10/03 13:45 0.291 3 10.00 0.900 0,320 2 8/25/04 23:30 0.240 9 5.00 0.800 .172 6 5/10/05 16:45 0.208 5 3.00 0.667 �.251 3 10/22/05 16:15 0.172 6 2.00 0.500 �.208 5 11/21/06 8:00 n.134 7 1.30 0.231 ��.473 1 1/0��/08 7:30 n.115 ��s 1.10 0.091 �' �c��_lte�� Peak:'. Ci.9L'2 5i'�,I_il� CJ.9�0 �� • Per Section 6.5.5.1 of the 2009 KCSWDM: � o The water quality design flow, preceding detention, shall be 35% of the '� developed two-year peak flow rate, as determined using the KCRTS model with 15-minute time steps calibrated to site conditions. • 35% of the 2-YR, 15-MIN peak flow for the East Basin Treatment receiving runoff areas: 0 35% x 0.172-CFS (2-YR, 15-MIN peak from KCRTS above) = 0.060-CFS Weston Heights � Technical Information Report East Basin Stormfilter Cartrid_qe Calcu/ations: I I � �vn�FeGTEI2 �bEsi �S�ra t?�titsM9 ( S�ns i E�ctt fPa�f�J�4ttb�. ..� I [,�rR�paE. S��no,rwl : t�FEfa�#-�' � �8,. �6� = a..� ' � ��Crf f� �ss+�.� 1�� — � ��' � i � 1t�. ; G�,P7'�icr� Fitau � _ �.S��M� � i.: � �:, �,.1f�e[rt; �+.•�4u R' �uSu 'R�� : f I �.�YK , lr-n.��n� - [7.��2 �G�'r �GriiY� �G2T5) i �� 5�-cno.� U S S: � t2�5 RZst�pM� � � �s�.� aF ?rYft� JS-Aain �� +�a��k� �s�s�.�,�� b.C?ta�GFC C..c�N�Kzs�a�.] � CF5 Th C�PN�� I l- cFs � yy8. 83-��..�• ' � 6.b�O - c.r s = �6.�3 ! L�'.n.► I��Q'O � ao ��rOe t'S . � � �z�?rOot �'t2anrs E� '�� C�?� � � � i 43- i�P,v� (U�t� �+� � s�0► ��e- , �_ � , ' �,S- G�r''� �C��r04� i � � S-$`� �- + cltiz- C�. c��r i I �_ _ --- — - � ' �P � �T��nr;c- ) i '� \� — - - �.l i ( I I Weston Heights Technicallnformat�� -, Olvmpus Villa— Oriqina/Desipn Wetpool Vo/me Made by: Dabe: Project: JDA 4/25/2016 Weston Flei hts North Checked by: Dabe: Project No: �-� 349-007 I Backchecked by: Dabe: i �I I Wetpool Sizing Calcu/ation (Per KCSWDM Sedion 6.4.1.1 J Wetpool Description: Olympus V�la Pond'A'-Origi�al Des�n Req'd Volume Step 1: Identify the required wetpool volume factor(f) f= 3 Fxed value per KCSWDM Secdon 6.4.1.1(P.6-70) Step 2: Determine rainfaM(R)for the mean annual storm R= OA7 in Per KCSWDM Figure 6.4.1A Step 3: Cakulate runoff from the me�annual storm(V,)for the developed site A�= 77,101 ftZ Area of impervious surface A�= 58,806 ftz Area of till soil covered with grass Ay= 0 ft2 Area of tiII soil covered with forest A,= 0 R2 Area of outwash soil covered with grass or forest R= OA7 in Rainfall from mean annual storm(from Step 2) yr= 3�y, RZ V, _ �0.9Ai +0.25A�A +O.lOAt� + O.OlAo� X (R) [KCSWDM Eq.6-13] Step 4: Cakulate required wetpool volume(Ve) Vd= 9,881 �3 Vb =f Vt [KCSWdM Equadon fi-14] "This is the original design required volume for water quality in the Olympus Villa Pond `A'. The as-built facility provides 15,479-CF of volume, for a difference of 5,598-CF in additional wetpool storage capacity. _ _ _ -- -- - _ _ _ _ ---_ _ -- ` _ ___ ' Weston Heights Technical Information Report Olvmpus Villa—Proposed Desiqn Wetpoo/ Vo/ume Ma y: Da�e: Pro�ecC , � JDA 4/25/2016 Weston Hei hts North Checked by: Date: Project No: 349-007 Ba ckc hecked by: Da te: Wetpool Sizing Cakulation (Per KCSWDM Sedion 6.4.1.1) Wetpool Description: Olympus Villa Pond'A'-Proposed Design Req'd Volume Step 1: Identify the required wetpool volume factor(f) f= 3 Fixed value per KCSWDM Section 6.4.11(P.6-70) Step 2: Determine rainfall(R)for the mean annual storm R = 0a17 in Per KCSWDM Fgure 6.41A Step 3: Calculate runoff trom the mean annual storm(V,)for the devebped site A;= 90�605 RZ Are�of impavious surface A�= 62,72fi R2 Ar�of dll soil covered with grass A y= O ft2 Ar�of d I I soi I covaed wi th fores t A.= 0 R2 Area of oulwash soil cavered with grass or forest � R = 0�7 in Rainfall from mean annual storm(from Step 2) Yr= 3,808 RZ yr = �0.9A� +025A�a+010A�j +O.OlAo� X (R) [K(SWDM Eq.6-13] � Step 4: Calculate required wetpool volume(Vb) Vs= 11,424 R� Y6 =f VT [KCSWDM Equation 6-14] "This is the required wetpool volume resulting from the addition of the Weston North basin area to Olympus Villa Pond `A' (depicted as North Basin in the basin figures). This volume is below ! the as-built faciliry's 15,479-CF of useable wetpool storage. The additional areas from Weston �, North leaves a remainder of 4,055-CF in wetpool storage capacity. Weston Heights Technical Information Report APPENDIX 4C WETLAND HYDROPERIOD CALCULATIONS � Weston Heights Technical Information Report � � � ' � � � I � EXISTING WETLAND HYDROPERIOD BASIN a ; ; � � ' ' " � �-� ° EXISTING FORESTED � �,,�• � � ��;� s I � _ _ � � � �` � � I ' � ! - CONDITIONS = 2.39 AC , � - ; _ � � ` ' ` EXISTING GRASS AREA = 1 .64 AC .___ __ ; � a — , __ ` TOTAL PERVIOUS AREA = 4.03 AC � �� \ -- __ ; ` EXISTING IMPERVIOUS AREA = 0.12 AC • _ _ - --__ � � ��;� _ � "'` TOTAL HYDROPERIOD BASIN AREA = 4.15 AC � � o, � \� ::1 � � ��, _ .� \ � - �_ _ , -- - I -' y \ . .` . _.'I ;:�.�i� I-`- � \::\ � . , � � \ \� . — _� , � � ,� i -i . . . . . . . . . . ... , , ,.. __ . _ . f _ ._ �. . . . . . . . . - - - � __. ::- . . . . _ _ . . . _ . _ i � _- - � �� .u�rorsTu�aEv� . .� • -1NETL-AND�_- - � _ _•AREA•_' � -,., � . � - � -_ ----- �{D,�3:AC)' � ; : � �• • , � , • j . -� �r..�� ,i, `lrr+Y -.'--:=:-- - I � ��' "�"'� - ' - , • , - _- : -• ��, �_. . . _ . . . . I. .. .. I � ��9\� ' • +•.+.• i .�� ^ . ♦.,....++ ` � . I �: - ( .-,-.-.- LEGEND — _ ----► �, _ - � .�- �, • . -,-. • EXISTING GRASS AREA _ - — ` , _ , . , , { : - - - ,_-;.: ; —�-� .,:.,:t --' — — . . { ., ' � � EXISTING FORESTED CONDITIONS � I i � � I � ------ ,..� -- :�:�;��.��.,t L o I �i � i :�i�+M�-�..z*,�=- EXISTING IMPERVIOUS AREA tn .... :i � .S'.ti,. ��vt 6� L I \ � ��•` 1 �� J- ` \� \ /� � C - --_ i.— _ .�. \ i � � � •� � ��\ ;'�� \��1 � ' -- m ' I �� ,� '� `�� I I � � �V�` � . . _ � > � � N i � , � ` -- � J * UNDISTURBED WETLAND AREA IS NOT INCLUDED IN � N �- - �---��\ HYDROPERIOD ANALYSIS. a / rn � � -- � I `O JDA WESTON HEIGHTS � Design Q,,��,,,d„� � � �� E W J P,q,a nns,�,,,,,* — 3/11/16 �n�w.n�ne �� r�,.ortye.s,��e t��etr.w�ron ssaot � � "� OO� �ate o�,�� ,�� -,�„m,�,v,»R�;�, EXISTING WETLAND � Scale Feet p4Oe��No4 HYDROPERIOD Sheet: R:\Projects\3�9 (prospect development)\004—'4 (Weston Heightsl\Dwg\figures\TIR Figures�WH Basin Map — Existing W'etland Hydroperiod.dwg 1 'xt 7 — -- -- ---- � ------ _._ _ � --- - - - -_ � ` - - - - � � � } * �� DEVELOPED WETLAND HYDROPERIOD BASIN . .{ �� f tt •. - ' ! FUTURE DEVELOPED FORESTED CONDITIONS — 3.12 AC - ` DEVELOPMENT (iNc�u�Es AREas MITIGATED BY EAST POND, NOT INCLUDING ' — ---- _ "E�r"P� ' LOT 2&3 I FUTURE DEVELOPMENT LOT 2&3 IMPERVIOUS AREA) - -�. _ - -_---- , ,/ \ \ —�-��_ - -- -- -__ - _ --_- , _-- --- --`�`__ _ . DEVELOPED GRASS AREA = 0.97 AC ' T � �� __ _ _ � "� TOTAL PERVIOUS AREA = 4.09 AC - � � \`�� .- = L a:, ..; �vs:ocs — _ — ,. � � ,Y µ.:;�.,`,ry`.�,; .�, ` -_ DEVELOPED IMPERVIOUS AREA — 0.20 AC �' •�� , ,,. , z ' , I <- " >. , , ` ' _ ��`�;``1 • I TOTAL HYDROPERIOD BASIN AREA = 4.29 AC � �,�. � -s-. '� _ � � W � I � � �� .� �;F � >� � �' c,,ii�r,;<-?�•�.;.,:: .., __. ¢ I � I \ �� \�� % � -� � � __. -- - —. _._ --__.---------- � ` � � � , / � �_- --' —.... � I � ; _. g � �, �`" ' � � �y UNDISTURB�D j `� � �' = WETLAND ' �;� _ - __ _ I I �_ — — �— � AREA. - _ _ l (0.73 AC) - - � ; � ,. J I _ � ,� I I ` - ----— —-- � E \-, I / ._- . ' i� ( . ' �� ':E„ � :. I � G �' � y � �'f ' I t '. � � � .... __'--_ _—'_— _-- I � '� �� — — ,5; ; __ I '� i �`',� _- ��-- - -��__-_- -�-- i � �-� �;� �� . . LEGEND . .. . — ; � ��,s,�� i- _ ! . ' i ;, �, � ; � I � � � ` ' �`� � DEVELOPED GRASS AREA > � ; � .__ � , _ � � _._ II� — . ::.J'.�CF � i' �� DEVELOPED FORESTED CONDITIONS 0 1 � I !� � � �y4Y'+��t~ N I I I ; � ��z��,Y��Q-.�h�% DEVELOPED IMPERVIOUS AREA � WE"�''``'vs'.'. °' _1� � � .� � _— �� I �. � � �'1�� m ! � �� -� ----, � * UNDISTURBED WETLAND AREA NOT INCLUDED IN t - - � � `�� HYDROPERIOD ANALYSIS. 0 N �� \�v � V i'- � — --� � —� ' � ABBREVIATIONS: � N ,, ° � ' � WN = WESTON NORTH � , ; � � � N _ , ; � _ -_� cD JDA WESTON HEIGHTS � Design a„��o N EWJ r,q,�,t�ne„r � Q � O(� Drawn —'�� v N 3/11l16 �ns w.n.xm�e v�wtio.wne i�ac E,�aeir.w�on vaam ` ,� �� OO� 349-ooa-�a °`�:'�a`'� �`�'«� """'°°"d""""" DEVELOPED a SCCII2 Feet Project No. WETLAND HYDROPERIOD sneec: R:\Projects\349 (prospect development)\004-14 (Weston Heights)\Dwg\figures\T1R Figures�WH Bosin Map — D=veloped Wetland Hydroperiod.dwg 11x17 WWHM2012- Wet/and F/uctuation Report wwxi�12oi2 PROJECT REPORT Project Name: V7etland Hydroperiod 160428 Site Name: �^]eston Heights Site Address: Nile Ave City : Renton Report Date: 4/28/2016 Gage : Seatac Data Start : 1998/10!C1 ' Data End : �009/09/�C� �I Precip Scale: l.l'7 Version : 2015/O�ilS Low Flow Threshold for POC 1 : 50 Percent of the 2 Yea~ High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : l��etland Bas_ Bypass: No GroundWater: Nc Pervious Land Use Acres C, Forest, Mod 2.39 C, Lawn, Flat 1.64 Pervious Total 4.03 Impervious Land Use Acres ROADS FLAT 0.12 Iatpervious Total 0.12 Basin Total 4.15 Element Flows To: Surface Interflow Groundwater ' MITIGATED LAND USE Name : Basin = Weston Heights Technical Information Report Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Mod 3.12 C, Lawn, Flat .97 Pervious Total 4.09 Impervious Land Use Acres ROADS FLAT 0.2 Impervious Total 0.2 ' Basin Total 4.29 Element Flows To: Surface Interflow Groundwater Wetlands Fluctuation for POC 1 Average Annual Volume (acft) Month Predevel Mitigated Percent Pass/Fail Jan 83.5601 85.4451 102.3 Pass Feb 63.2200 65.3305 103.3 Pass Mar 54.1575 56.2056 103.8 Pass Apr 33.8289 35.4218 104.7 Pass May 18.5240 19.5652 105.6 Pass Jun 14.2424 14.8053 104.0 Pass Jul 9.8981 10.5291 106.4 Pass Aug 9.1697 9.4648 103.2 Pass Sep 9.0665 9.1604 101.0 Pass Oct 17.9055 16.5603 92.5 Pass Nov 53.2741 50.4882 94.8 Pass Dec 75.5175 75.7115 100.3 Pass Day Predevel Mitigated Percent Pass/Fail Janl 2.7430 2.7996 102.1 Pass 2 2.7092 2.7360 101.0 Pass 3 2.5126 2.5642 102.1 Pass 4 2.8627 2.9198 102.0 Pass 5 2.9059 2.9554 101.7 Pass 6 3.0584 3.1118 101.7 Pass 7 2.8224 2.8662 101.6 Pass 8 2.8327 2.8714 101.4 Pass 9 2.4328 2.4934 102.5 Pass 10 2.2725 2.3262 102.4 Pass 11 2.4503 2.5090 102.4 Pass 12 2.5436 2.6150 102.8 Pass 13 3.0111 3.0849 102.4 Pass 14 3.0505 3.1042 101.8 Pass Weston Heights Technical Information Report 15 2.7660 2.8236 102.1 Pass 16 2.7902 2.8485 102.1 Pass 17 2.7323 2.8003 102.5 Pass 18 2.9999 3.0679 102.3 Pass 19 2.8991 2.9676 102.4 Pass 20 2.6959 2.7573 102.3 Pass 21 2.4794 2.5448 102.6 Pass 22 2.6825 2.7551 102.7 Pass 23 3.0014 3.0673 102.2 Pass 24 2.7711 2.8221 101.8 Pass 25 2.4305 2.4932 102.6 Pass 26 2.4197 2.4913 103.0 Pass 27 2.3875 2.4641 103.2 Pass 28 2.5203 2.6023 103.3 Pass 29 2.7496 2.8209 102.6 Pas� 30 2.6812 2.7648 103.1 Pas= 31 2.6590 2.7262 102.5 Pas Febl 2.4262 2.4988 103.0 Pas 2 2.1887 2.2553 103.0 Pa_= 3 2.1662 2.2403 103.4 Pas 4 1.8991 1.9733 103.9 Pas.� 5 2.0356 2.1262 104.5 Pass 6 2.1972 2.2769 103.6 Pass 7 2.6078 2.6987 103.5 Pass 8 2.6145 2.6957 103.1 Pass 9 2.2087 2.2876 103.6 Pass 10 1.9356 2.0120 103.9 Pass 11 2.1449 2.2283 103.9 Pass 12 2.2049 2.2720 103.0 Pass 13 2.0175 2.0856 103.9 Pass 14 2.1635 2.2449 103.8 Pass 15 2.3941 2.4611 102.8 Pass 16 2.3948 2.4674 103.0 Pass 17 2.3224 2.3998 103.3 Pass 18 2.7174 2.7909 102.7 Pass 19 2.4868 2.5510 102.6 Pass 20 2.2243 2.3027 103.5 Pass 21 2.0803 2.1537 103.5 Pass 22 2.0157 2.0922 103.8 Pass 23 2.1781 2.2516 103.4 Pass 24 2.1322 2.2020 103.3 Pass 25 1.9896 2.0550 103.3 Pass 26 2.1143 2.1824 103.2 Pass 27 2.1150 2.1921 103.6 Pass 28 2.2285 2.3121 103.8 Pass 29 1.9059 1.9778 103.8 Pass Marl 1.8695 1.9373 103.6 Pass 2 2.1162 2.1852 103.3 Pass 3 2.1276 2.1975 103.3 Pass 4 2.2343 2.3093 103.4 Pass 5 1.8870 1.9545 103.6 Pass 6 1.7340 1.8067 104.2 Pass 7 1.6571 1.7386 104.9 Pass S 1.9223 1.9958 103.8 Pass 9 1.9731 2.0379 103.3 Pass 10 1.9524 2.0255 103.7 Pass 11 2.1620 2.2379 103.5 Pass Weston Heights Technical Information Report 12 1.9730 2.0331 103.0 Pass 13 1.8341 1.8971 103.4 Pass 14 1.8731 1.9439 103.8 Pass 15 1.7426 1.8084 103.8 Pass 16 1.7716 1.8356 103.6 Pass 17 1.7369 1.8094 104.2 Pass 18 1.6771 1.7380 103.6 Pass 19 1.5238 1.5859 1Q4.1 Pass 20 1.3688 1.4277 104.3 Pass 21 1.5437 1.6248 105.3 Pass 22 1.7103 1.7829 104.2 Pass 23 1.6897 1.7536 103.8 Pass 24 1.6292 1.6837 103.3 Pass 25 1.5146 1.5666 103.4 Pass 26 1.4484 1.5040 103.8 Pass 27 1.3629 1.4221 104.3 Pass 28 1.4321 1.4931 104.3 Pass 29 1.4413 1.4978 103.9 Pass 30 1.3416 1.3946 104.0 Pass 31 1.2912 1.3478 104.4 Pass Aprl 1.2031 1.2601 104.7 Pass 2 1.2292 1.2826 104.3 Pass 3 1.4703 1.5395 104.7 Pass 4 1.5932 1.6572 104.0 Pass 5 1.4277 1.4872 104.2 Pass 6 1.2210 1.2�46 104.4 Pass '` 7 1.2380 1.2993 105.0 Pass 8 1.3309 1.3909 104.5 Pass ' 9 1.2034 1.2559 104.4 Pass ' 10 1.1577 1.2110 104.6 Pass 11 1.1392 1.1899 104.5 Pass 12 1.1922 1.2505 104.9 Pass 13 1.1368 1.1903 104.7 Pass 14 1.0513 1.1053 105.1 Pass 15 1.2047 1.2642 104.9 Pass 16 1.2644 1.3112 103.7 Pass 17 0.9998 1.0446 104.5 Pass 18 1.1756 1.2387 105.4 Pass 19 1.2570 1.2949 103.0 Pass 20 0.9942 1.0365 104.3 Pass 21 0.9451 1.0008 105.9 Pass 22 1.1374 1.1943 105.0 Pass 23 0.9987 1.0472 104.9 Pass 24 0.8788 0.9229 105.0 Pass 25 0.7714 0.8168 105.9 Pass 26 0.8072 0.8612 106.7 Pass 27 0.7815 0.8253 105.6 Pass 28 0.8216 0.8731 106.3 Pass 29 0.9064 0.9490 104.7 Pass 30 0.8834 0.9228 104.5 Pass Mayl 0.8146 0.8496 109.3 Pass 2 0.7234 0.7600 105.1 Pass 3 0.7039 0.7488 106.4 Pass 4 0.7335 0.7749 105.7 Pass 5 0.7237 0.7665 105.9 Pass 6 0.6674 0.7062 105.8 Pass 7 0.6067 0.6435 106.1 Pass Weston Heights Technical Information Report i I 'I 8 0.5894 0.6257 106.2 Pass 9 0.5948 0.6307 106.0 Pass � 10 0.6170 0.6626 107.4 Pass � 11 0.5564 0.5955 107.0 Pass 12 0.5951 0.6329 106.4 Pass 13 0.6041 0.6433 106.5 Pass i 14 0.5836 0.6170 105.7 Pass 15 0.5778 0.6056 104.8 Pass 16 0.5337 0.5674 106.3 Pass ; 17 0.5369 0.5741 106.9 Pass ; 18 0.5724 0.6132 107.1 Pass I '- 19 0.5710 0.6015 105.3 Pass I r 20 0.5182 0.5499 106.1 Pass 21 0.5125 0.5431 106.0 Pass 22 0.5033 0.5415 107.6 Pass 23 0.4946 0.5305 107.3 Pass 24 0.4706 0.5002 106.3 Pass 25 0.4739 0.5153 108.7 Pass �_ � 26 0.4951 0.5175 104.5 Pass I 27 0.5079 0.5275 103.9 Pass �� , 28 0.561B 0.5786 103.0 Pass 29 0.5996 0.6155 102.7 Pass � 30 0.5979 0.6034 100.9 Pass II 31 0.5806 0.5854 100.8 Pass I � Junl 0.6004 0.6055 100.9 Pass 2 0.5982 0.6175 103.2 Pass 3 0.5865 0.6056 103.2 Pass 4 0.5109 0.5287 103.5 Pass 5 0.5241 0.5516 105.2 Pass 6 0.6303 0.6345 100.7 Pass 7 0.5774 0.5865 101.6 Pass 8 0.5766 0.5913 102.6 Pass 9 0.5866 0.6012 102.5 Pas;- 10 0.5274 0.5470 103.7 Pas 11 0.5057 0.5235 103.5 Pas 12 0.4584 0.4724 103.0 Pa=_ 13 0.4170 0.4388 105.2 Pas � 14 0.4063 0.4347 107.0 Pa=_ 15 0.4152 0.4432 106.7 Pas �` 16 0.4373 0.4683 107.1 Pass I j' 17 0.4199 0.4422 105.3 Pass ' 18 0.3956 0.4221 106.7 Pass 19 0.3964 0.4263 107.5 Pass � 20 0.4374 0.4543 103.8 Pass � 21 0.4318 0.4411 102.1 Pass �� 22 0.4067 0.4267 104.9 Pass � 23 0.4853 0.5103 105.1 Pass �� 24 0.4480 0.4510 100.7 Pass ' 25 0.3991 0.4133 103.6 Pass 26 0.3748 0.3968 105.9 Pass � 27 0.3709 0.3978 107.3 Pass 28 0.3681 0.3934 106.9 Pass 29 0.3693 0.3946 106.8 Pass 30 0.3923 0.4125 105.1 Pass I Jull 0.3715 0.3919 105.5 Pass � 2 0.3610 0.3819 105.8 Pass 3 0.3479 0.3681 105.8 Pass i Weston Heights Technical Information Report I 4 0.3485 0.3731 107.1 Pass 5 0.3339 0.3550 106.3 Pass 6 0.3323 0.3581 107.8 Pass 7 0.3402 0.3653 107.4 Pass S 0.3416 0.3684 107.8 Pass 9 0.3339 0.3563 106.7 Pass 10 0.3199 0.3399 106.3 Pass 11 0.3344 0.3605 107.8 Pass 12 0.3449 0.3613 104.7 Pass 13 0.3392 0.3563 105.0 Pass 14 0.3227 0.3355 104.0 Pass 15 0.3399 0.3678 108.2 Pass 16 0.3213 0.3378 105.2 Pass 17 0.3107 0.3272 105.3 Pass 18 0.3072 0.3278 106.7 Pass 19 0.3010 0.3213 106.7 Pass 20 0.2948 0.3141 106.5 Pass 21 0.2980 0.3189 107.0 Pass 22 0.2921 0.3116 106.7 Pass 23 0.2869 0.3054 106.4 Pass 24 0.2856 0.3048 106.7 Pass 25 0.2988 0.3252 108.8 Pass 26 0.2873 0.3051 106.2 Pass 27 0.2835 0.3014 106.3 Pass 26 0.2769 0.2934 106.0 Pass 29 0.2751 0.2925 106.3 Pass 30 0.2745 0.2909 106.0 Pass 31 0.2818 0.3005 106.6 Pass Augl 0.2B13 0.3024 107.5 Pass 2 0.3049 0.3185 104.5 Pass 3 0.2855 0.2991 104.8 Pass 4 0.2758 0.2878 104.4 Pass 5 0.2902 0.3087 106.4 Pass 6 0.2885 0.3086 107.0 Pass 7 0.2744 0.2850 103.9 Pass 8 0.2818 0.3005 106.6 Pass 9 0.2690 0.2811 104.5 Pass 10 0.2651 0.2811 106.0 Pass 11 0.2607 0.2773 106.4 Pass 12 0.2557 0.2714 106.1 Pass 13 0.2935 0.3102 105.7 Pass 14 0.3247 0.3305 101.8 Pass 15 0.2920 0.2953 101.2 Pass 16 0.2925 0.2988 102.2 Pass 17 0.3120 0.3206 102.7 Pass 18 0.2945 0.3062 104.0 Pass 19 0.2755 0.2839 103.1 Pass 20 0.2755 0.2931 106.4 Pass 21 0.2855 0.3060 107.2 Pass 22 0.3410 0.3527 103.4 Pass 23 0.3444 0.3402 98.8 Pass 24 0.3414 0.3305 96.8 Pass 25 0.3505 0.3404 97.1 Pass 26 0.3272 0.3276 100.1 Pass 27 0.2986 0.3018 101.1 Pass 28 0.3044 0.3102 101.9 Pass 29 0.3133 0.3040 97.0 Pass Weston Heights Technical Information Report �; � � �_ ; 30 0.2885 0.2907 100.7 Pass 31 0.2829 0.2920 103.2 Pass Sepl 0.2818 0.2928 103.9 Pass 2 0.2649 0.2760 104.2 Pass 3 0.2810 0.2946 104.9 Pass 4 0.2587 0.2683 103.7 Pass 5 0.2713 0.2866 105.7 Pass 6 0.2465 0.2535 102.8 Pass 7 0.2661 0.2814 105.8 Pass 8 0.2659 0.2723 102.4 Pass 9 0.2721 0.2907 106.9 Pass 10 0.2597 0.2718 104.7 Pass 11 0.2652 0.2650 99.9 Pass 12 0.2525 0.2612 103.4 Pass 13 0.2644 0.2858 108.1 Pass 14 0.2478 0.2625 106.0 Pass 15 0.2569 0.2724 106.0 Pass 16 0.3463 0.3665 105.8 Pass 17 0.3285 0.3195 97.3 Pass 18 0.3278 0.3260 99.5 Pass ' 19 0.3146 0.3129 99.5 Pass 20 0.3152 0.3066 97.3 Pass 21 0.3942 0.3844 97.5 Pass 22 0.4552 0.4186 92.0 Pass 23 0.3714 0.3580 96.4 Pass 24 0.3180 0.3182 100.0 Pass 25 0.3202 0.3175 99.2 Pass 26 0.3047 0.3079 101.1 Pass 27 0.3497 0.3356 96.0 Pass 28 0.3116 0.3019 96.9 Pass 29 0.3716 0.3596 96.8 Pass 30 0.3468 0.3239 93.4 Pass Octl 0.3370 0.3196 94.8 Pass 2 0.3294 0.3268 99.2 Pass 3 0.3590 0.3592 100.1 Pass 4 0.3794 0.3560 93.8 Pass 5 0.6622 0.6462 97.6 Pass 6 0.5517 0.5325 96.5 Pass 7 0.5764 0.5612 97.4 Pass 8 0.6355 0.5789 91.1 Pass 9 0.6238 0.5688 91.2 Pass 10 0.4975 0.4426 89.0 Pass 11 0.3969 0.3778 95.2 Pass 12 0.3829 0.3732 97.5 Pass 13 0.3533 0.3530 99.9 Pass 14 0.3660 0.3517 96.1 Pass 15 0.3655 0.3549 97.1 Pass 16 0.4480 0.4314 96.3 Pass 17 0.5083 0.4632 91.1 Pass 18 0.5993 0.5414 90.4 Pass 19 0.9120 0.8373 91.8 Pass 20 0.9762 0.8892 91.1 Pass 21 0.7848 0.7081 90.2 Pass 22 0.6761 0.6041 89.3 Pass 23 0.6093 0.5494 90.2 Pass 24 0.5887 0.5399 91.7 Pass 25 0.6908 0.6137 88.8 Pass Weston Heights Technical Information Report 26 0.7488 0.6723 89.8 Pass 27 0.7848 0.6819 86.9 Pass 28 0.8381 0.7455 89.0 Pass 29 0.8031 0.7360 91.6 Pass 30 0.7731 0.7210 93.3 Pass 31 0.7833 0.7183 91.7 Pass Novl 0.8828 0.8152 92.3 Pass 2 1.1326 1.0302 91.0 Pass 3 1.3244 1.1552 87.2 Pass 4 1.1448 0.9786 85.5 Pass 5 1.3206 1.1962 90.6 Pass 6 1.3471 1.2203 90.6 Pass 7 1.1443 1.0365 90.6 Pass 8 1.2744 1.1724 92.0 Pass 9 1.4212 1.3107 92.2 Pass 10 1.6837 1.5733 93.4 Pass 11 1.8512 1.7016 91.9 Pass 12 1.7836 1.6399 91.9 Pass 13 1.8537 1.7018 91.8 Pass 14 1.5832 1.4738 93.1 Pass 15 1.5666 1.4737 94.1 Pass 16 1.6178 1.5200 94.0 Pass 17 1.6998 1.5989 94.1 Pass 18 2.0576 1.9994 97.2 Pass , 19 2.3915 2.3007 96.2 Pass 20 2.2344 2.1405 95.8 Pass 21 1.9792 1.9091 96.5 Pass 22 2.0826 2.0479 98.3 Pass 23 2.9019 2.8301 97.5 Pass 24 2.9612 2.9111 98.3 Pass 25 2.6232 2.5607 97.6 Pass 26 2.3597 2.2893 97.0 Pass 27 1.9725 1.9268 97.7 Pass 28 2.0196 1.9959 98.8 Pass 29 2.2769 2.2599 99.3 Pass 30 2.1939 2.1554 98.2 Pass Decl 2.3079 2.2620 98.0 Pass 2 2.8916 2.8564 98.8 Pass 3 2.6311 2.6009 98.9 Pass 4 2.3432 2.3375 99.8 Pass 5 2.3360 2.3093 98.9 Pass 6 2.0890 2.0749 99.3 Pass 7 2.0435 2.0358 99.6 Pass 8 2.1148 2.1203 100.3 Pass 9 2.3573 2.3600 100.1 Pass 10 2.4178 2.4195 100.1 Pass 11 2.5444 2.5379 99.7 Pass 12 2.5694 2.5602 99.6 Pass 13 2.6401 2.6304 99.6 Pass 14 3.0557 3.0670 100.9 Pass 15 2.7431 2.7507 100.3 Pass ' 16 2.4663 2.4639 99.9 Pass II 17 2.2397 2.2491 100.4 Pass 18 2.0809 2.1023 101.0 Pass 19 2.4036 2.4372 101.4 Pass 20 2.4839 2.4928 100.4 Pass 21 2.3052 2.3162 100.5 Pass Weston Heights Technical Information Report ' i I 22 2.3251 2.3472 100.9 Pass 23 2.2466 2.2660 100.9 Pass I 24 2.1462 2.1858 101.8 Pass � 25 2.5632 2.6077 101.7 Pass 26 2.9059 2.9379 101.1 Pass 27 2.3743 2.3980 101.0 Pass 28 2.3438 2.4014 102.5 Pass 29 2.9308 2.9714 101.4 Pass 30 2.4225 2.4575 101.4 Pass 31 2.3459 2.3966 102.2 Pass Perind and Impind Changes No changes have been mGde. 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Weston Heights Technical Information Report r------�i ,-� --�, --....._..__. _. - - - --. . _--- -- -- -._.._. . __ .. i � - �---- ;__ ___.., �- _... -�, r----- � �--- � ' .-- - - � � �� 120 ------------------------------------------------------------------------------------------- 3.500 Z - = Wetlands Fluctuation POC 1 � � �. N °3' � 100 - - v�.r---,.��- � .,vv-,�� •s--,.,�,:�'�f1.��:_ N"��,�� -:1,��,_��,� ^�',V��I � , 3.000 i' W ' �' = r�,�.��. h. �. .�•' ?� � 4 �^,n��f"yr`�;� c � 80 -� - - 2.500 ^ � ------ -------------------------- ---------------�-------�--------�------- -- - - - a... = � U O 2.000 � � � n U gp � = i � �? 1.500 � y � y 40 � 1.000 ' `� ' .500 ��-��- ,�. -- :�,.�_.i.,,r�„„�,�,;�- 0 .000 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec c3 -- ca C5 i SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Weston Heights Technical Information Report Conveyance Svstem Analysis and Desi_qn The project is proposing a conveyance system for each project basin. The conveyance system along Nile Ave is not a conventional layout. An existing storm drain line is located at the proposed flow line of the frontage improvements. A shallow concrete inlet will be installed at the proposed flow line, which will tie into a CB Type 1 located behind the proposed sidewalk. The KCSWDM requires that the conveyance flows tributary to each catch basin be calculated with KCRTS using 15-minute timesteps. The KCSWDM also requires that the 25-year peak design flows be contained within the conveyance system with no surcharge. The 100-year peak design flows must also be analyzed, and it must be demonstrated that any surcharge during the 100-year peak design event must not cause or aggravate a flooding problem. Systems downstream of the proposed detention systems have not been included as the release rates are a reduction of the flows entering the facilities. Conveyance calculations for this project are provided in Appendix 5A. For simplicity of the calculation, and in order to provide a conservative design, the calculations only analyze the 100-year storm event, and show that there is no surcharge during that event. The 100-yr flows from detention facilities were routed through the downstream systems—Stormshed 3G analyzed a fixed flow rate for these systems. Weston Heights Technical Information Report APPENDIX 5A CONVEYANCE CALCULATIONS Weston Heights Technical Information Report i i ; __ � — WESTON HEIGHTS BASIN AREAS � BASIN IMERVIOUS LAWN TOTAL ' ; # AREA AREA AREA � , I ! ` BASIN #IN 1 0.08 AC 0.07 AC 0.15 AC ' __ ' ` ' 1 BASIN #1 0.08 AC 0.02 AC 0.10 AC - � i I BASIN #5 0.58 AC 0.22 AC 0.80 AC _.�� — `— . _ - :, �, - +�--�-- -- ' , BASIN #5A 0.05 AC 0.00 AC 0.05 AC ---___ - ___ _.__ — -- _ ;�- = --- - -- — � — -- _ - , — —_-- � : _ __ _ - --- _ BASIN #8 0.09 AC 0.63 AC 0.72 AC � �� - ----+— --- -- _ "�� BASIN #1 1 0.14 AC 0.1 1 AC 0.25 AC I ' � - - �' BASIN #12 0.12 AC 0.11 AC 0.23 AC ; i � ; -��, � BASIN #1 3 0.12 AC 0.1 1 AC 0.23 AC BAs�N�, �,�,�,�� BASIN � BASIN #1 4 0.05 AC 0.05 AC 0.10 AC ' x�I ,I � ' I K,! � • I � � ! ��__ . -�,_ ---+� i i � � ! - — —_ �-� '�-�' �- ___ __ � �' 1 � - _ _ . _ _ _ BASIN � ' '- ."'��- � � T . _" ,., . �A �. . . . . . . _ �. � -'� T � _ :-. . . . . . . . _ / � . _. . _ . . . . . _ .) , BASIN ft3 � I I —I BASIN R5 '" � xr wsree wc� �.' •��•- '`•.•- - � � �' � -- � taam v.) • • • • • • _. I . ' �J ,_— 1=— �� -� '�" . : _ : . _ : : : —- -- —�_�� I ' i i a' -�— � I • • . • �♦\ •.-_ ' BASIN it2 I - \��\� --- f� • - - ' - ,. . � _ . ,�.i-� ' ' ' ' ' ' . ��-. '_t� I -- { " � �~.., �-� NDISTURBE \�� -- . •• __ ,U D: � �: � '; �- � ��, � ��. �� ' ' W ETLAND Oaxi ss.) ' . , -.,,. 3 � .�� -- , ' ' AREA ., �.._� � �� I BASIN 01 I I � ' VAULT �, �- �� I�"� ✓// � • '�- • ' '� '�' BASIN ft1 ---��I (BYPASS � i BASIN � . - -•• •. � I � AREA) ��I � � �--- — --- �`'_'•'.`.'� I i \ .�-'..�7-� �.1- . �� .. • . � _ _ :�.a . . . . -'- . ._,.` i . ' . - �,; - i - , ------� . . . - - - -- .. � � / _ � - I al5t+ 5 cOLLECTEO I ,...� � -�' �,�•�V. � �� -- I . __'_ �.. .�� .BY OPDI vENIS IN � • • " �... ��T� � BASIN�8 . . • . .i r = � ,''q _ , ii -. - M1� -.+.:_, . ' � � ' J . POND BASIN � . . _ ` — a — 3�_ . _�+� — � i �-� � I � _ --. � U II ( Y T � � �.\l � � ;� ; „ �__ � m I - - --� �=-� �� ;, � / � � - -- --- ��-�� . , � ; > , v � �� - --� �� J � � ._ ... .'.... . � � � �V A�� .� Ci � / — � . � �� `-.--- -- - � - ' � � ___ _ __� �� , --�_. `° � �°^ WESTON HEIGHTS N4RTH � Design a„��o J DA �� Oj°`7 tiw��yer,�e,k � Q '� O O Drawn ��ro � � „= 100' �r,s�,s ,��W.,Y,��.�„��.W�,�, �ate o�;o�� ,�;��„�,,,,d,.,a,,,.R�„ D EV E L O P E D � 349-004-�5 CONVEYANCE sheet: Scale Feet Project No. R:�Projects\349 �prospect development)\004-14 (Weston Heigh:s)\Dwg\figures\TIR Figures\WH Basin Map - �onveyance.dwg i 1x17 Weston Heiqhts Conveyance- Stormshed 3G Report NFT1 -o � Z C65�A r-� Lr P--05,11 � 0 d CB7 � �`'� P-OT , � -c�'`•, b '— 4 m I •.'a, - �1 i � l VAULT�1 � Weston Heights Technical Information Report :lppended on:Thursda�,June 16,2016 3:36:57 P�1 RO['TEH1'D[)THRI? [La�•out-Ol)i'SING[100 J�ear]�►vD�TYPEIA.RAC]VOTZERO RELATI�'E SCS/SBLiH Gravih Anah�sis using 24 hr duration storm Reach Area Flow Full Q Full nDepth Depth n�'el fVel Infil�'ol CBasin/ ID (ac) (cfs) (cfs) ratio (ft) rado S�e (ft/s) (ft/s) (cn H}�d P-O8 0.72 0.5615 7.1149 0.0789 0.1896 0.1896 �`1° 5.4196 9.059 0.00 BASIN-08 Diam P-07 0.72 0.5615 7.8191 0.0718 0.1814 0.1814 12 1O 5.7752 9.9556 0.00 Diam 12 in BASN- � P-P�II 0.15 0.1346 8.121 0.0166 0.0897 0.0897 Diam -�'g622 10.34 0.00 �� P-OSA 0.05 0.0516 7.3126 0.0071 0.06 OA6 12 m 2.6823 9.3107 0.00 BASIN Diam OSA P-OS 0.80 OJ993 7.052 0.1133 02278 0.2278 1`1° 5.9377 8.9789 0.00 BASIN-OS Diam P�T L52 1.3608 15.7574 0.0864 0.1985 0.1985 Diam �``�g6 20.063 0.00 BASIN-3 HGL Analcsis From Node To Vode HG El(tt) App(ft) Bend(ft) Junct Loss(ft) Adjusted HC:EI(ft) htax EI(ft) 504.9935 CB4 VACTLT-IN Sll.1361 ------ 0.0689 0.2370 � S11.4420 513.4900 CB7 CB4 513.5 l07 ------ 0.5770 ------ r S 14.0877 517.8600 CB8 CB7 �16.1246 ------ ------ ------ � 516.1246 518J100 CBS CB4 513.1183 ------ 0.0273 0.062� � 513.2081 516.4500 I'.VLET1 CBS 514.9033 --na-- --na-- --na-- � 514.9033 515.7?00 CBSA CB5 513.3186 ------ ------ ------ r 513.3186 515.4600 Conduit Notes Reach HVI`Depth(ft) I-IVb'/D rallo Q(cfs) T�V Depth(ft) Dc(ft) Dn(ft) Comment P-�'LT-IN 0.6461 0.6461 1.36 0.4935 0.4935 0.19R5 SuperCrit flow�,Inlet end controls � P-07 0.4107 0.4107 0.56 0.9520 0.3113 0.1814 SuperCrit flow,Inlet end controls � P-08 0.4146 0.4146 0.56 0.9877 0.31 13 0.1896 SuperCrit flow,Inlet end controls j P-OS 0.5083 0.5083 0.80 0.9520 0.3738 0.2278 SuperCrit flow�.Inlet end controls ! i i P-IN 1 0.1833 0.1833 0.13 0.5981 0.1496 0.0897 SuperCrit flow�,Inlet end controls � P-OSA 0.1086 0.1086 0.05 0.5981 0.0919 0.0600 SuperCnt flo��.Inlet end controls _ - ---__------------ __--------- Licensed to: SDA Engineers Weston Heights Technical Information Report Appended on:Thursda��,June 16,2016 3:35:34 P1i La��out RepoM:La}out-01 Event Precip(in) other 2.10 2 yr 24 hr 2_50 5 year 3.50 � 10 year �.00 25 year 4.25 I �- l00 year d.50 Reach Records Record Id:P-05 _ _ Section Shape: I Circular i?oiform Flo�v b'Iethod: � Manning's Coefficient: 0.011 Rouring Alethod: j Tra�•el Tune Shitt Contribudng H}'d ' DnNode � CB4 L�pl�ode � CB5 14faterial r unspeciYied Size 12 in Diam Ent Losses � Square Edge w;'Headwall Length � 76.00 ft Slope 2J9°ro iTp In��ert I 512.61 ft Dn In��ert � 510.49 ft I Conduit Constraints � Aiin Vel 1�4as Vel � l�tin Slope Max Slope ;i A'Iin Co��er 2.00 ft,s I5.00 fG's � 0.50°'0 2.00°�o j— 3.00 ft nrnp acr�cc AIFI --� fi 11i)1�t Ec'infil R.�te -- f)(l�in hr 1:,_=.�i;; i�i. ;� �� Section Shape: i Circular LTniform Flow��lethod: ( Vfanning's Coefficient: U.U11 I Routing Method: t Travel Time Shifr Contributing Hyd� DuNode j CBS [TpNode CBSA '�'Iaterial � unspecified Size ', 12 in Diam Eot Losses � Square Edge«o`Headwall � ', Length � 20.00 tt Slope , 3.00°o ' -- -----j IIp In��ert � 513.21 ft Dn In��ert ' S12.61 fr .�. ___ _ _— ______.; Conduit Constraints _� 11iin Vel � Max Vel � 141in Slope 11iaz Slope � 14io Cover 2.00 ft�s � 15.00 fL's r 0.50°0 2.00°o � 3.00 ft Drop across�1H � 0.00 Yt Ex/Infil Rate 0.00 im'hr Weston Heights Technical Information Report ( � Record Id: P-07 ;` Section Shape: Circular � Liniform Flo�v i'Iethod: Manning's Coefficient: �—0.011 r -� Routiog A'Iethod: ' Tra��el Time ShiYt Contribudng H��d ; 4 Dn�iode I CB4 L'pl`ode CB7 Alaterial � unspecified Size 12 in Diam Ent Losses � Groo�e End w,Head«all Length � 76.00 tt Slope 3.43°:0 L"p In�ert � 513.10 lt Dn Im•ert i 510.49 ft Conduit Constraints _�i ' '�1in�'el �1ax Vel � �Iin Slope �1as Slope �1in Co��er 2.00 fU s 15.00 fU's r 0.50°0 2.004;0 3.00 ft i Drop across 1tH � 0.00 ft Ex/Iufi►Rate 0.00 inrlu i Record Id:P-OS I Section Shape: Circular i : -- - LTniform Flow l�fethod: '.vlannine s Coefficient: 0.011 Routing'�lethod: Tra�el Time Shifr Contributing H�d DnNode , CB7 L?phode CB8 Material j unspecified Siu 12 in Diam Eot Losses � Square Edge wrTIeadwall Length � 92.00 ft Slope 2.849�0 ' LTp In�ert � 515.71 ft Dn Im ert 513.(0 ft Conduit Constraints I ' '14in�'el � 11ias Vel � 14fin Slope hiax Slope � hiin Cover � I. � 2.00 ft�s 15.00 ft%s � 0.50°%0 2.004'0 � 3_00 ft Drop across 1�fH �- 0.00 tt E�/Infil Rate 0.00 im'hr Record Id: P-IN1 ' Section Shape: Circular LTniform Flow l�fethod: I Manning's Coefficient: 0.011 , Routing�7ethod: I Tra�•el Time Shitt Contriburing H�d . � . . ..__.._ DnNode � CBS L�pl�ode I:vLETI Material � unspecified Size 12 in Diam Ent Losses � Square Edge w;TIeadwall Length � 57.00 ft Slope 3.70°.-0 Lip In��ert � 514.72 ft Dn In�ert W� 512.61 ft Conduit Constraints I Weston Heights Technical Information Report i ( � �� 111in�'el hiax Vel � biin Slope � r�iax Slope j �'fin Corer �� f� 2.00 fUs I5.00 fds � 0.50% 2.00°�0 � 3.00 ft Drop across DfH � 0.00 Yt Ex/Infil Rate 0.00 in'hr ' Record Id:P-VI.T-IN Section Shape: ; Circular ' l?niform Flosv l�iethod: � Manning's Coe�cient: ; 0.011 _I Routing�Iet6od: r Travel Time Shitt Contributing H�d I � Dn�iode � VAliLT-IN tTp�iode , CB4 � '�taterial � unspecified Size 12 in Diam Ent Losses � Square Edee wvHead�vall ' Length � 43.00ft Slope 13.93°% � Li�Invert � 510.�9 fr Dn In�ert 504.50 ft Couduit Constraints 114in Vel � biax Vel � biin Slope D4aa Slope � :�Iin Cover I( 2A0 tv's I5.00 tC's r 0.50°'0 2A0°-o � 3.00 ft Drop across�IH � 0.00 fr E��Infil Rate 0.00 in-hr Kode Records Record Id:CB4 Descrip: Tl PE 1 Inaement 0.10 ft Start El. 510.49 tt `�4ax El. 513.49 ft Void Ratio 100.00 Condition Proposed Swcture Type CB-TYPE t Channelization Vo Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH�CB Type Node Record Id:CB� Descrip: TYPL 1 Increment U.IU It Start EI. 512.61 ft Max EL 516.45 Yt V'oid Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization '.Vo Special Shape Catch 0.00 it Bottom Area 3.97 sf MHr'CB Type Node i Weston Heights Technical Information Report � i I I - Record Id:CBS� r 'i Descrip: CO'vCRETE INLET Increment O.10 ft t Start El. 513.21 ft '�ia�El. 515.46 ft Void Ratio 100.00 � Condition Proposed � Structure Type CONCRETE INLET Channelization No Special Shape `_ Catch 0.00 ft Bottom Area 3.67 sf j '�1H;CB T�-pe I�ode i, Record Id: ( B7 ( Dewrip: I�P� 1 Incremeut O.IU tt I Start El. S 13.10 ft Max El. 517.86 ft ` �'oid Ratio 100.00 i Condition Proposed Structure Type CB-TYPE 1 � Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf � r` MH,CB Type Node � Record Id:CB8 � Descrip: TYPE 1 Increment 0.10 ft , Start El. 51�.71 ft Max EI. 518J1 ft � Void Ratio 100.00 rI Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf h4H;CB T��pe Node � Record Id: I�ILET1 Descrip: PIPE INLET Increment 0.10 h Start EL 'S14.72 ft Max El. S1i.72 ft Void Ratio 100.00 _ ; i Dummy�Type Node Record Id:VAL.'LT-IN Descrip: CO1�iBINED DETENTION;�'ETPOOL VAULT Increment 0.10 ft Start El. 501.00 ft D1ax El. 513.80 Weston Heights Technical information Report Yt - ------ ---_ I Void Ratio 100.00 Dummy Type Node _ _ ir I Contributing Drainage Areas I Record Id:BASIN-OS � �- Design A�lethod SBUH Rainfail t��pe � TYPEIA.RAC H}d Int�� 10.00 min Peaking Factor � 484.00 � Storm Duration 24.00 hrs Abstraction Coeff � 0.20 Pen ious Area 0.02 ac DCI�► � 0.58 ac Pen ious CN 86.00 DC CN � 98.00 - I - � j Per��ious TC ' S.00 min DC TC � 5.00 min '� �_ _ Per��ious CV Calc � Descriptioo SubArea � Sub cn �- LandscaperZawn 0.02 ac � 86.00 � Pervious Composited CN(A'VIC 2) � 86.00 Per�ious TC Calc T��pe DescripNon Length Slope Coeff l�fisc TT Sheet Tc min=5 min 0.00 tt 0.0"% S.0 0.00 in 5.00 min Pen ious TC 5.00 min _ .--___. --- ----- DCI-CN Calc Description SubArea � Sub cn Impen ious 0.58 ac � 98.00 DC Composited CN(AMC 2) � 98.00 _, ______ . DCI-TC Calc T�•pe Descripdon Length Slope Coeff ilisc TT Sheet 5 min.minimum 0.00 tt 0.0°0 5.0 0.00 in 5.00 min Pervious TC 5.00 inin Record Id:BASIN-Il^� Desigu Jlethod �t;� 11 Il;iiut.�ll t�j�� i , ..A i<.1� H�d Inh 10.00 min Pe�king Factor � 484.00 Storm Durallon 24.00 hrs Abstraction Coeff � 0.20 � Per��ious area 0.00 ac DCIA � 0.05 ac __ _ -- Per�ious CV ( 0.00 DC CN � 98.00 Per��ious TC � 0.00 min DC TC � 5.00 min _ DCI-CN Calc � _ _______� Weston Heights Technical Information Report � Description SubArea Sub cn �- Impen ious 0.05 ac � 98.00 ' ' �- DC Composited CN(AIv1C 2) � 9g.«1 ______ ___ �- � DCI-TC Calc T�pe Description Length Slope Coeff vfisc TT Sheet �min.minimum 0.00 ft 0.0°0 5.0 0.00 in 5.00 min Pen ious TC 5.00 min Record Id:BASIN-08 Design Aiethod SBUH Rainfall hpe � TYPEIA.RAC H�d Ioh� 10.00 min Peaking Factor � 484.00 Storm Dura6on 24.00 hrs Abstraction Coeff � 0.20 Penious Area 0.63 ac DCIA � 0.09 ac Per�ious CN 86.00 DC Cl� � 98.00 Pen ious TC 5.00 min DC TC � 5.00 min + _ Pervious CV Calc � � '� Description SubArea � Sub co - Landscape Zawn 0.63 ac � 86.00 Penious Composited CN(A�4C 2) 86.00 � _ - __ i ' �- -- ....--- Pervious TC Calc Type Description Length Slope Coeff Dlisc TT ; Sheet Tc min=5 min 0.00 ft 0.0°% 5.0 0.00 in 5.00 min Pen�ious TC 5.00 min _------__-- i `- ___. DCI-CN Calc I �- Description SubArea � Sub cn �- Impen ious 0.09 ac � 98.00 , �- DC Composited CN(AMC 2) � 98.00 � �----- _ . -_.�. DCI-TC Calc T��pe DescripNon Length Slope Coeff �Zisc TT Sheet 5 min.miniinum 0.00 ft 0.0°-0 5.0 0.00 in 5.00 min Pen ious TC 5.00 min Record Id: BASIN-3 Desigo Alethod �lil fi llainfall t�pe 11 k'1 1:\ t<:\� H�d Inh � 10.00 min Peaking Factor � 484.00 Storm Duration 24.00 hrs Abstraction Coeff � 0.20 Per��ious Area � 0.63 ac DCIA � 0.09 ac Weston Heights Technical Information Report Penious Cl� H6.00 D('CV )8.00 I Per�-ious TC 5.00 min DC TC I �.00 min Per�ious CN Calc DescripHon SubArea ; Sub cn , - � Landscape;"La��n 0.63 ac � i� 86.00 �� Penious Composited CN(AhiC 2) � 86.00 ____ _- - -- i Percious TC Calc T�pe Description Length Slope Coeff b7isc TT Sheet Tc min=5 min 0.00 Yt 0.0% 5.0 0.00 in 5.00�nin Pen ious TC 5.00 min DCI-CN Calc Description SubArea � Sub cn Impen ious 0.09 ac � 98.00 DC Composited CN(AMC 2) � 98�� - DCI-TC Calc Tcpe Description Length Slope Coeff A1isc TT Sheet 5 min.minimum 0.00 Yt 0.0% 5.0 0.00 in 5.00 min Pen ious TC 5.00 min Record Id: B?►SIPi-IV1 Design 14tethod SBLn-I Rainfall hpe � TYPEIA.RAC H��d Inh� 10.00 min Peaking Factor � 4g�� Storm Duration 24.00 hrs Abstraction Coeff r 0.20 Per�-ious Area 0.07 ac DCIA � 0.08 ac Pervious CN 86.00 DC CN � 98.00 Pen ious TC 5.00 min DC TC � 5.00 min Per�ious CN Calc Description SubArea � Sub cn Landscape-Lawn 0.07 ac � 86.00 Pen�ious Composited C�T(AI�4C 2) � g6�� - Per��ious TC Calc I T��pe Description Length Slope Coeff hiisc TT Sheet Tc min=5 min 0.00 tt 0.0°-0 5.0 0.00 i❑ 5.00 min ;; Pen•ious TC 5.00 min ! � DCI-CN Calc Description SubArea � Sub cn Impen ious 0.08 ac � 98.00 DC Composited CN(AMC 2) � 98.00 Weston Heights Technical Information Report ' -- _- DCI-TC Calc �i T�pe Description Length Slope Coeff l�iisc TT Sheet �min.minimum 0.00 ft 0.0%A 5.0 0.00 in 5.00 min Pen ious TC � 5.00 min �' � ; � � - Licensed to: SDA Engineers i �_' i ; i ' l '. � ,. � � Weston Heights Technical Information Report Weston Heiqhts Conveyance— Stormshed 3G Report V AU LT-IN , f- � O � � C82 > 4 A b� � _ P-� i �', � � DffCN Weston Heights Technical Information Report Appended on:Thursda}�,June 16,2016 3:43:33 P111 ' ROL1TEH1'D[]THRL'(La��out-02)iTSING[100}ear]A'�D[]NOTZERO RELATIVE Fi�ed Flow Gracitp Anah sis using fixed ilowrates Reach ID Flow(cfs) Full Q(cfs) Full rado nDepth(ft) Size n�'el(ft/s) t�'el(ft/s) CFlow P-02 0.83 2.9853 0.27R 0.3606 12 in Diani ;.?5�7 3.8011 O.R3 I ' P-�'AULTOliT 0.50 0.1522 ;.28�6 1.00 12 in Diam 0.6366 0.1938 0.50 P-03 0.50 2.9853 0.1675 0.2764 12 in Diam 2.8279 3.801 I 0.00 P-Ol 1.402 ?.9853 0.4696 0.4822 12 in Diam 3.7395 3.8011 0.072 HGL Anah sis From Node To l�ode HG El(ft) App(ft) Bend(ft) JunM Loss(ft) Adjusted HG EI(ft) Ataa EI(ft) 505.6012 CB I DITCH OUTLET 506.3703 ------ 0.0670 0.0635 I 506.5008 S 10.6400 CB2 CBl 506.6998 ------ ------ ------ � 506.6998 511.0100 CB3 CBI 506.6510 0.0063 0.0054 ------ 506.6502 516.0300 VAL�LT-[N CB3 506.8086 --na-- --na-- --na-- 506.8086 513.8000 Conduit Notes Reach H�V Depth(ft) H�VID ratio Q(cfs) TV1'Depth(ft) Dc(ft) Dn(ft) Comment P-O 1 0.7203 OJ203 L40 0.5012 O.SOl2 0.4822 SuperCrit flo��-.Inlet end controls P-02 09898 09898 0.83 0.8508 0.3813 0.3606 Outlet Control I�41 Back��-ater ; P-03 0.8510 0.8510 0.50 0.8508 0.2932 0.2761 Outlet Control M1 Back�vater I P-�'ALJLTOUT 1.0087 1.0087 0.50 1.0000 0.2932 >D Outlet Control � Licensed to: SDA Engineers Weston Heights Technical Information Report Appended on: Thursda�,June 16,2016 3:45:27 PAi La�out Report:La�-out-02 Ecent Precip(in) other '.l0 �vr 24 hr 2.50 5 vear 3.50 � 10 year 4.00 25 year 4.25 100 vear 4.50 Reach Records Record Id: P-Ol Section Shape: r-- Circular L'niform Flow Dlethod: �— Manning's Coefficient: � 0.011 _I RouNng 1liethod: ', Tra��el Time Shift ContribuNng H��d , . � DoNode � DITCH OLJTLET IIpNode j CB1 —i 14iaterial j unspecitied Size � i 12 in Diam Eot Losses � Groo��e End w-Headwall � �� Length � 109.00 Yt Slope � 0.5040 L'p In�ert � 505.65 Yt Dn Invert 505.10 ft Conduit Constraints liin Vel r J7aa Vel � 14Lin Slope Max Slope � Min Co�er —I! 7..00 fVs 15.00 fVs r 0.50°0 2.009,0 � 3.00 ft Drop across 111H � 0.00 tt Ex/Infil Rate 0.00 inrl�r Record Id: P-02 Section Shape: Circular Liniform Flo�v Method: ' Manning's Coefticient: 0.011 __I Routing Alethod: , Tra��el Time Shift Contribudng H��d DnVode � CBI ITp'.Vode CB2 1laterial � unspecitied Size 12 in Diam �� i Ent Losses � Groove End«�'Headwall Leogth � 12.00 ft Slope 0.504% _._ LTp Inr-ert � 505.71 Yt Dn In��ert 505.65 tt Conduit Constraints 11iin Vel � biax Vel j biin Slope lfax Slope � �4in Co�'er ( 2.00 fv"s I5.00 fds � 0.50°0 2.00°�0 3.00 fi �� -� -- - Drop across�IH � 0.00 tt Es/Infil Rate 0.00 inihr Weston Heights Technical Information Report � � Record Id: P-03 I Sec6on Shape: I Cucular � Ilniform Flow l�iethod: � Manning's � CoefFcient: 0.011 ( Routing Method: � Tra��el Time Shift Contributing H��d DnNode � CB1 Lip�Iode CB3 Niaterial r unspecified Size 12 in Diam Ent Losses � Groo�-e End w�Head«-a11 � i Length � 30.00 Yt Slope _' 0.50"% LTp Invert � 505.80 ft Dn In�•ert 505.65 ft Conduit Constraiuts �-- Aiin�'el Diax Vel �r l�tin Slope �1ax Slope �� l�fin Cover ?.00 fc's 15.00 R�s �� 0.50°'0 2.00°0 � 3.00 ft � Drop across MH �- 0.00 ft Ex/InC�I Rate 0.00 inrhr ; �� Record Id:P-��'AULTOIIT �� _ � Section Shape: Circular ' Lrniform Flow°hfethod: � ?v[anning's Coefficient: 0.011 Routing�'Iethod: � Tra��el Time Shift Contributing Hrd DnNode �— CB3 L?p�iode � �'AULT-IN �'Iaterial � unspecitled Size 12 in Diam Ent Losses � Groo��e End w;Head«�all ! ��-._.__. - Length � 8.00 ft Slope 0.00°%0 '� IIp Incert � SOS.RO fr Dn Invert ' S0�J999 ft i _ _ _ _.___.__ _.__. _.__--- __ Conduit Constraints ' Viin Vel � �1aa Vel �� hfin Slope l�iaa Slope � 3tin Cover '.00 Yt-s 15.00 ft-s � 0.50°'0 2.004,0 �— 3.00 ft Drop across�1iH � OAO ft � Ex/Infil Rate �_ 0.00 inrlir \ode Records K��nr�l IiL ( Rl I)��_i�-i'. Il�l'1 : 1::�;:::;��u t Start El. 505.65 ft Max EL �10.64 8 Void Ratio ]00.00 Condition Proposed S[ructure Type CB-TYPE l ' Channelization Vo Special Shape Catch 0.00 ft Bottom Area 3.97 sf , ___ � � MH/CB Type Node _____� Weston Heights Technical Information Report _ i Record Id:CB2 Descrip: TYPE 1 (Solid lid,flows from O�'Pond A) Increment 0.10 ft Start EI. 505.71 ft Max EI. 511.01 ft Void Ratio 100.00 �' Condition Proposed Structure Type CB-TYPE 1 Channelization Vo Special Shape ' Catch 0.00 ft Bottom Area 3.97 sf ?�9E{'CB Type Vode Record Id:CB3 Descrip: CONTROL STRUCTURE Increment 0.10 ft Start El. 505.80 Yt Max EI. 516.Oi tt � Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 2-54 Channelization 'Vo Special Shape Catch 0.00 ft Bottom Area 15.904 sf MIL�'CB Type Node Record Id: DITCH OLiTLE7� Uescrip: DOWNSTREAM OCITLET INTO DITCH Increment 0.10 Yt ' titart EI. 505.10 ft '.vfar El. 506.10 II 8 �'oid Ratio 100.00 —I I Dummy Type Node Record Id:VALrLT-IN Descrip: COMBINED DETENTION,�'ETPOOL VAULT Increment 0.10 Yt Start E1. 501.00 ft Max El. 51�.80 }t � �'oid Ratio 100.00 � Dummy Type'.�Iode I Licensed to: SDA Engineers Weston Heights Technical Information Report Weston Hei_qhts Convevance- Stormshed 3G Report C814 ' � A C 13 v w 12 v N � �� Q� / Weston Heights Technical Information Report , � Appeoded on:Thursday,June 16,2016 3:55:14 Pbi ROIiTEHYD[)THRtT�La�out-03]LTSING[100��ear]AND(TYPEIA.R�C]NOTZERO RELATI��SCS/SBL'H Gravit��Anal��sis using 24 hr durallon storm Reach Area Flow� Full Q Full nDepth Depth ��e nVel fl'el Infil�'ol CBasio/ ID (ac) (cfs) (cfs) raHo (ft) ratio (ft/s) (ft/s) (c� H�-d ' 12 in P-14 0.10 0.0888 3.5�75 OA25 0.1091 0.1091 D�ain 19107 4.5295 0.00 BASIN-14 P-13 0.33 0.2944 2.9853 0.0986 0.212 0.212 1`1° 2.4225 3.80ll OAO BASIN-13 Diam P-12 0.56 0.50 4.9236 0.1015 0.2148 0.2148 12 1° 4.0366 6.2689 0.00 BASIN-12 Diam P-11 0.81 0.7262 5.031 0.1443 0.2562 02562 1`1D 4.5694 6.4057 0.00 BASIN-11 Diam HGL Anal��sis From Node To Vode HG EI(ft) App(ft) Bend(ft) Junct Loss(ft) Adjusted HG El(ft) 11ax El(ft) 518.855(, '�To approach losses at node CB12 because inverts and,'or crowns are offset. CB l l POND-IN 519.9376 ------ 0.0770 ------ � 520.0146 524.2600 CBl2 CB11 523.1757 ------ 0.0003 ------ � 523.1%l 525.2400 ' CB 13 CB 12 523.4308 ------ 0.0002 ------ � 523.4310 526.1700 i CB14 CB13 524.7795 ------ ------ ------ -- 524J79� �27.9900 I Conduit Notes Reach H�'�'Depth(ft) HV�/D ratio Q(cfs) T�V Depth(ft) Dc(ft) Dn(ft) Comment �i P-I 1 0.4876 0.4876 OJ3 0.3556 0.3556 0.2562 SuperCrit tlow,Inlet end controls P-l2 0.3957 0.3957 0.50 0.2932 0.2932 0.2148 SuperCrit tlow,Inlet end controls i P-13 0.3008 0.3008 0.29 0.3961 0.2234 0.2120 SuperCrit flow,Inlet end controls P-14 0.1595 0.1595 0.09 0.3010 0.1213 0.1091 SuperCrit flow.Inlet end controls Licensed to: SDA Engineers Weston Heights Technical Information Report Appended on:Thursda�,June 16,2016 3:SS:S6 PM La��out Report:La}out-03 i Event Precip(in) ' other 2.10 2 yr 24 hr 2.50 5 year 3.50 I ' 10 year 4.00 25 year 4.25 100 year 4.50 Reach Records i Record Id: P-11 I .---___-_..-._ _ Secdon Shape: � Circular L'niform Flow�'Iethod: � Manning's Coefficient: OAl 1 RouNng Niethod: � Tra�el Time Shift Contribudng H��d DnNode � POND-IN LipNode CB11 ---__.__—. Alaterial ( unspeciYied Size 12 in Diam Ent Losses � Square Edge u;�'Headwall Length � 67.00 tt Slope 1.424%0 ' Irp In�ert � 519.45 ft Dn Invert 518.50 Yt ' Cooduit Constraiots 4lin Vel � A1as Vel Aiin Slope l�tax Slope � hiin Co�•er Z.00 ft%s I 15.00 R%s 0.50°% 2.00% � 3.00 ft Drop across i1iH 0.00 fr Ex/Infil Rate 0.00 in-hr Record Id: P-12 Section S6ape: ( Circular LTniform Flow l�iethod: � Manning's Coefficient: 0.01 l Routing:�Iethod: � Travel Time Shift Contributing H��d DnVode � CBI1 i�pVode CB12 �laterial � unspecitied Size 12 in Diam Ent Losses � Square Edge w�;Headwall Length � 76.00 ft Slope , 1.36°:0 Lip In�-ert � 522.78 ft Dn Iovert ' S21.75 ft Conduit Constraints Min Vel r 1taz Vel iiiu Slope �laa Slope � �'Iin Co�er 2.00 Ytis 15.00 ft's 0.50°-'0 2.00°0 � 3.00 Yt Drop across'�ZH � 0.00 ft Ea/Infil Rate 0.00 irrhr Weston Heights Technical Information Report Record Id: P-13 Sectioo Shape: � Circular i�'niform Flow biethod: � Manning's Coefficient: � 0.011 Routing�iethod: � Travel Time Shitt Contributing H��d ', DnNode j CB12 LTpVode CB1-� hlaterial r unspecified Size 12 in Diam ' Ent Losses � Square Edee w•,Headwall _ Length � 70.00 tt Slope 0.504-0 Lip In�•ert � 52;.13 Yt Dn Incert 522.78 fr Conduit Constraints _i' �lin�"el � Alaa�'el � D�in Slope '�lax Slope � '�1in Co��er 2.00 ft's 15.00 ft�s r 0.50°0 2.00°'0 � z.00 tt Drop across NiH � 0.00 ft Ex/Infil Rate 0.00 inrl�r Record Id: P-14 Secdon Shape: � Circular LTniform Flow 1b�ethod: � Manning's Coefticient: 0.011 I Routing iiethod: ! Tra�el Time Shift Contribu6ng H�d DnNode CB 13 iTpNode CB l4 ' i �laterial j unspeciYied Size 12 in Diam Ent Losses � Square Edge�v Headwall � Length � 210.00 ft Slope 0.71% ' � L'p Invert � 524.62 fr Dn In��ert 523.13 ft ; Conduit Constraiuts ' l�tin Vel � 11iaz Vel_ _ �iin Slope A4ax Slope .� Aiin Co��er I� 2.00 YU's 15.00 8/s j D.50°0 2.00°'0 � 3.00 ft Drop across�'IH � 0.00 Yt Et/Infil Rate 0.00 in-'hr Node Records Record Id:CB11 Descrip: STORR4FILTER Increment 0.10 tt Start El. 519.45 ft Max El. 524.26 fr I __._ _ ---�� Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization No Special Shape ii Catch 0.00 8 Bottom Area 3.97 sf �I A4H'CB Type\'ode Weston Heights �' Technical Information Report Record Id:CB12 ' Descrip: TYPE 1 Increment 0.10 fr ' Start El. 522.78 ft �ax EL 52�.24 fr Void Ratio 100.00 ' I Condition Proposed Struc[ure Type CB-TYPE I Channelization No Special Shape � Catch 0.00 ft Bottom Area 3.97 sf '�1H�CB T}Pe Node Ilccuni IcL- ( R13 Descrip: TYPE 1 Ii�cremznt U.IU Yi Start El. 523.13 fr Max EL �26.17 ft Void Ratio 100.00 Condition Proposed Structure Type CB-TYPE 1 Channelization Vo Special Shape Catch 0.00 fr Bottom Area 3.97 sf MH�CB Type Node Record Id:CB14 Descrip: TYPE I Increment 0.10 fr Start El. �24.62 ft Max El. 527.99 ft Void Ratio 100.00 r' Condition Proposed Structure Type CB-I1'PE I Channelization No Special Shape Catch 0.00 ft Bottom Area 3.97 sf MH/CB Type Node _. Record Id:POND-IV Descrip: II�LET r0 POND Increment 0.10 fi Start El. 518.50 ft NiaY El. 519.50 ft �'oid Ratio 100.00 � Dummy Type Node Weston Heights Technical Information Report Contributing Drainage Areas Record Id: BASLV-11 I�I Design Method SBLJH Rainfall h�pe , TYPEIA.RAC II H�d Inri� 10.00 min Peaking Factor � 484.00 Storm Duration 24.00 hrs Abstracdon Coeff � 0.20 Per�•ious Area 0.11 ac DCIA � 0.14 ac , __ __ _ Pervious CN 86.00 DC Cl� � 98.00 Per��ious TC 5.00 min DC TC � 5.00 min Per��ious CV Calc ' DescripNon SubArea � Sub cn LandscaperZawn 0.11 ac � 86.00 Pen ious Composited CN(AMC 2) � 86.00 ---------- _-- ---_ _- Per�-ious TC Calc I T}pe Description ' Length Slope Coeff �Tisc TT I Sheet Tc min=5 min 0.00 ft 0.0°ro 5.0 0.00 in 5.00 min ' Per��ious TC 5.00 min DCI-CN Calc ' Description SubArea � Sub cn Impen�ious 0.14 ac � 98.00 DC Composited CN(AMC 2) r 98.00 - DCI-TC Calc - -� T�-pe DescripNon ! Length Slope Coeff Aiisc ` TT Sheet 5 min.minimum 0.00 fr 0.09% 5.0 0.00 in 5.00 min Pen ious TC � 5.00 min Record Id:BASL�I-12 Design'.1lethod � SBUH Rainfall h-pe I TYPEIA.RAC H�d Inh � 10.00 min Peaking Factor � 484.00 Storm Duratiou 24.00 hrs Abstraction Coeff � 0.20 Pervious Area 0.11 ac DCIa � 0.12 ac Pen�ious CV 86.00 DC CV � 98.00 Pervious TC 5.00 tnin DC TC � 5.00 min Pervious CN Calc � Descripfion SubArea � Sub cn '� Landscape-Lawn 0.1 I ac � 86.00 , Pervious Composited CN(AMC 2) � 86.00 �i - -- _.__ _- - ---- ___. Per�-ious TC Calc Weston Heights Technical Information Report ! ; _, Tcpe Description Length Slope ('oeff �1isc TT I Sheet Tc min=5 min 0.00 Yt 0.0°o �.0 0.00 in 5.00 min Pen ious TC 5.00 min � � I' - - � ' , � _ DCI-CN Calc Description SubArea � Sub cn Impen ious 0.12 ac � 98.00 DC Composited C'V(A'�fC 2) ��-98.00 � -- ll('I- I C Calc T�pe Descriptioo Length Slope Coeft biisc TT Sheet 5 min.minimum 0.00 ft 0.0% 5.0 0.00 in 5.00 min Pen ious TC -- 5.00 min � Record Id: BASL'�1-13 Design liethod SBLiH Rainfall h�pe ( TYPEIA.RAC H�d Inh 10.00 min Peaking Factor � 484_00 Storm Duradon 24.00 hrs Abstraction Coeff � 0.20 Pervious Area 0.11 ac DCIA � 0.t2 ac Pen•ious CV 86.00 DC CN �- 98.00 � Pen ious TC 5.00 min DC TC � 5.00 min Per�ious CN Calc Descriprion SubArea � Sub cn Landscape-Law•n O.11 ac � 86.00 Pen�ious Composited CN(AIb1C 2) � g6�� Per��ious TC Calc T• e Descri tion Len h Slo e Coeff l�iisc TT I: ?P P I � P Sheet Tc min=5 min 0.00 fr 0.04,0 5.0 0.00 in 5.00 min Pen•ious TC 5.00 min , DCI-C�I Calc Description SubArea � Sub cn Iinpen ious 0.12 ac � 98.00 DC Composited CN(AMC 2) � 9g.� - - __ _- ---- - DCI-TC Calc I T}�pe Description Length Slope Coeff A1isc TT Sheet 5 min_minimum 0.00 ft 0.0°/a ( SA 0.00 in 5.00 min -I------ Pen ious TC --- - - S.00 min __ _.. ___ __ - ----------- --- -- _ . � Record Id:BASIN-14 Weston Heights Technical Information Report Design�lethod � SBUH Rainfall npe � TYPEIA.RAC H}d Iut� � 10.00 min Peaking Factor � 484.00 Storm DuraHon 24.00 hrs Abstraction('oett � 0.20 Penious Area 0.05 ac D('14 �- 0.05 ac Per�-ious�'V 86.00 DC C�T �- 98.00 Pen�ious TC , 5.00 min DC TC � 5.00 min . -- - ___ - - - Pen•ious CN Calc , Descriprion SubArea r Sub cn _ Landscape-La��n OA�ac � 86.00 Pen�ious Composited CV(AMC 2) � 86.00 _ Pervious TC Calc _ -I T}pe Descripdon Length Slope Coeff D7isc TT 'i Sheet Tc min=5 min 0.00 ft 0.0°0 5.0 0.00 in 5.00 min ; - Pen ious TC 5.00 min DCI-CN Calc Description SubArea � Sub cn Imper�•ious 0.05 ac � 98.00 DC Composited CN(Ah4C 2) � 9g.a1 . D(I-TC Calc � T}pe Description Length Slope Coeff '1lisc TT tiheet 5 min.minimum 0.00 ft 0.0°�0 5.0 0.00 in 5.00 min I� Pen�ious TC 5.00 min Licensed to: SDA Engineers Weston Heights Technical Information Report , APPENDIX 5B ISOPLUVIAL MAP - 100-YR, 24-HR PRECIPITATION , � , Weston Heights Technicai Information Report � Washington 100-year 24-hour Precipitation 124�W 123"W �27W 121'W 120'W 119°W ��B�W n7V: - s�, �- WIMTCOk� � f �' • F[ND �N�µ roclpYtatlon _.2 �a�� I `M�a»., s�Fi ��..�, �wr ,Q sitvE"° ��u.a ma�•� aur+ � �+a�s d8 N ' �,sa o s� v N�za25 i pzsso i Qsass 00lIOU�f I Q 3 S-!0 � . _ . ' � UICOLN YO�u�+[ �. 014a 5 0 QIS50 cwrs r wsoti4�.� . � 8670 MaliBOR �:'; 0 , �MT � a-N �•r ��K�„�r•s ;�;aeo � Rsta+ .:: �� ";�eaioo o'' �� ' M""rww I ��eaizo t,"` �+zai�o �,a o�ea „�� ""� oMSEu �,ea,eo �� 8P200 ;�Abre Man 20 0 �`! t>.;� �BITON WALLI . AWTM dE N � i — N 1 KUGKITAT _J`��-f '� `.r ` � I �2�"W t23'W 122'W �i'�W 120'W tt9�"J4 !1B"VV 117'W N-�F � C Malysls perfortned by MGS Englneermg Mac o�D+roa w�m me ait�sM a.nne moaew�p sysiem oy me and Oregon Climate Serv�ce Spat�el Climale Analysis Service,Oreqon Slale Urwversity. W s ��+ . htlp://www.ocs oregonslate.e�WprisM o e �a � .c a eo a�..,«. Map Createtl.Jenuary 2606 Copyrighl(c)2003,OSU SCAS I ` - I ' , � i � ' SECTION 6 SPECIAL REPORTS AND STUDIES Weston Heights Technical Information Report I ( i Special Reports and Studies A geotechnical report was prepared by Geo Group Northwest for the project on February 12th, 2015. A copy of this report is included in Appendix 6A. A copy of the Olympus Villa LUA 10-090 TIR has been attached as Appendix 6B. The Olympus Villa Pond `A'was utilized as part of this project. A copy of the Olympus Villa original design and As-Built plans has been attached as Appendix 6C. The � Olympus Villa Pond `A'was utilized as part of this project. Weston Heights Technical Information Report , APPENDIX 6A GEOTECHNICAL REPORT � ; Weston Heights Technicai Information Report , GEOTECfINICAL ENGINEERING STUDY PROPOSED WESTON HEIGHTS PLAT ; 684 &6501vILE AVENUE NE ' RENTON,WASHIIVGTON G-2884-2 Prepazed for , Mr.Justin Holland Prospect Development, LLC 2913 - 5`�Avenue NE,Suite 201 Puyallup,WA 98372 February 12, 2015 GEO GROUP NORTHWEST,INC. 13240 NE 20`�Street, Suite 10 Bellevue,Washington 98005 Phone: (425)649-8757 ; Email: wchang@geo�roupnw.com or agaston@geogroupnw.com � G r o u p N o r t h w e s t, I n c Geotechnical Engineers,Geologists • 8 Environmental Scientfsts February 12, 2015 G-2884-2 ' Mr. Justin Holland Prospect Development, LLC 2913 - 5`�Avenue I�IE,Suite 201 Puyallup,WA 98372 SUBJECT: GEOTEC�INICAL ENGINEERING STUDY PROPOSED WESTON HEIGHTS PLAT 684&650 NII,E AVENUE NE RENTON,WASHINGTON Dear Mr. Holland: GEO Group Northwest, Inc.,has prepared the following geotechnical report for the proposed residential development based upon our subsurface investigations at the site. This work was performed in accordance with our contract with you dated January 28,2015. GEO Group Northwest, Inc.,explored subsurface soil conditions at the site by excavating four exploratory test pits on February 5,2015, foar test pits on October 30,2012 and two test pits in May of 2009. Soils encountered at the test pits consisted of loose to medium dense sandy SII.T and silty SAND overlying dense to very dense and gravelly silty SAND and gravelly sandy SI[,T with some cobbles at depths ranging from 1.5 to 3.5 feet below ground surface(bgs). Based on the results of our study, it is our professional opinion that the site is geotechnically suitable for the proposed development The proposed buildings can be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native soils. The loose site soils and fills are not suitable to support foundations due to their loose and variable condition. Based on the findings from our soil investigation at the site, we anticipate that the dense soil under the building areas are present at depths of appmximately 2-feet below ground surface at the test pit locations. Some over- excavation may be necessary at select locations but fum soil conditions are likely to be found at � or in close pmximity to typical foundation depths. Please refer to the text of the report for more , speciFc recommendations regarding the site development. ', 13240 NE 20th Street, Suite 10 • Bellevue,Washington 98005 Phone 425/649-8757 • Fax 425/649-8758 February 12, 2015 G-2884-2 Proposed Weston Heights Plat,Renton, Washington Page ii We appreciate this opportunity to have been of service to you on this project. We look forward to working with you as this project progresses. Should you have any questions regarding this , report or need additional consultation,please feel free to calt us. Sincerely, GEO Group Northwest,Inc. ��'�AM Cy"�ti ��F WAgh�� tiP � � William Chang, P.E. � = z Principal � �r� �' �.� 9 20t;4 �� f� Fv/STEAE� �� s`r��NAL ENG GEO Group Northwest,Inc. TABLE OF CONTENTS JOB NO. G-2884-2 Page , 1.0 IlVTRODUCTION ...... . ...... . . .... . .. .... . . . . . . . . . . .. . . . . . . .... ... . .. 1 1.1 Project Description. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.2 Scope of Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.0 SI'I'E CONDITIONS . .......... . ... . . . . . . . . . . . . . . . . . . . .. . . . ..... ....... .2 2.1 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.2 Geologic Overview . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.3 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 2.4 Soil Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 2,5 Groundwater Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 ; 3.0 SEISMIC CONSIDERATIONS .. .. . . . . . . . . . . . . . .. .. . ... ... .... . .. ... .. .. . 3 _ 4.0 INF'II.TRATION EVALUATION . . . . . . . . . . . . . .... ... ...... . .... .... . .. . . .4 ; 5.0 CONCI,USIONS AND RECOMNIENDATIONS ....... .... ...... . ... ... . . . . . 5 5.1 General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 5.2 Site Preparation and General Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 5.2.1 Temporary Excavation Slopes and Permanent Embankments . . . . . . . . . . 6 � 5.2.2SttucturalFill . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • - - • - • - - . . . . . . . . . 7 ' S.3 Spread Footing Foundations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 5.4 Permanent Basement and Conventional Retaining Walls . . . . . . . . . . . . . . . . . . 10 5.5 Slab-on-Grade Floors . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 12 5.6 Footing Drains . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • - - . . . . . . . . . . . . . 12 5.7 Segmental Block Retaining WaIls . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 5.8 Pavements . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 6.0 LIMITATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 7.0 ADDI'I'IONAL SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . IS TABLE OF CONTENTS -CONTINLTED - JOB NO. G-2884-2 ' ILLUSTRATIONS Plate 1 - Vicinity Map Plate 2 - Site Plan Plate 3 - Grading and Utility Plan Plate 4 - Gradational Analysis Plate 5 -Typical Footing Drain Detail APPE�IDIX A: TEST PIT LOGS AND SOIL LEGE\iD GEO Group Northwest,Inc. II i' GEOTECH1vICAL ENGINEERING STUDY PROPOSED WESTON HEIGHTS PLAT 684 & 650 NILE AVE NE RENTON,WASHINGTON G-2884-2 1.0 INTRODUCTION 1.1 Project Description ' The project site is located at the eastern side of I�1ile Ave NE at the subject address. Properry taz records indicate that the site has addresses of 684 and 650 Nile Ave NE with parcel numbers of � 1123059092 and 1123059010, respectively. Based upon our previous work at this site we understand that the site also has an address of 12204- 1481°Avenue SE. There is an eaisting single family residence at the 684 address and a couple of storage buildings at the 650 address. The existing buildings are shown on the attached Plate 2 -Site Plan. ; The project site consists of a 4.54 acre parcel. We have been provided with a Site Plan for the � proposed development by Core Design which is dated August 2014 and which has been modified and included with this report as Plate 2 -Site Plan. According to the site plan the development will consist of 12 new residential lots, a Open Space lot and two lots for stormwater facilities (Tracts A and C). We understand that wood-frarned single family residences aze planned for the 12 new lots at the site. Finish floor elevations for the new buildings were not provided at the time of this study. A private access road is proposed to access the 9 new residences at the western side of the parcel from Nile Avenue NE(148'�Ave SE). In addition a private road"C" is proposed to access the eastem side of the subject parcel running south from NE 7`�Place and accessing the site via an easement on the adjacent northern property. Three new residences aze proposed for Lots#10-121ocated at the eastern side of the parcel. A detention water quality vault is proposed at Tract A at the southwestem corner of the site. A detention pond is proposed at Tract C at the southeastem comer of the site. Based upon the Grading and Utility Plan by Core Design(August 2014)which has been modified and included as Plate 3-Grading and Utility Plan we understand that some grading will occur to create level building pads at each of the new lots. The proposed pad elevations are noted on the plan. Based upon our review of this plan fills having a thickness of up to 7-feet are proposed at the eastern lots numbered 10-12. The western lot grading appears to be generatly balanced GEO Group lYorthwest,Inc. I � � j February 12,2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 2 ' with no more than a 1-foot thickness of fill at some of the lots and a cut(excavation)of up to 3.5 feet at the Lot#1. The grading plan also indicates that a 2-foot wide segmental block wali will be constructed at the southwestern corner of the project site,primarily on Lot#9. This retaining wall is proposed to have a height of up to 3-feet. The existing house and accessory buildings will be demolished as part vf the new development. 1.2 Scope of Services The tasks we completed for this study were conducted in general accordance with the scope of � work presented in our contract dated January 28, 2015. The results of our subsurface investigation and our recommendations regarding the proposed development are summazized in the following report. 2.0 SITE CONDITIONS 2.1 Site Description Based upon the site plan the site consists of a relatively flat 4.5 acre parcel occupied with one single family residence and two accessory structures. The existing buildings and development are located at the western side of the lot and the eastem side of the lot is undeveloped 2.2 Geologic Overview According to the geologic map for the site vicinity the soils at the site are reported to be Ground Moraine Deposits (Qgt). The Ground Moraine soils typically consist of glacial till, a mixture of ; sand, silt and gravel, which was consolidated by overriding glacial ice. These soils can usually be divided into a surficial loose to medium dense weathered zone which overlies the dense to very dense underlying un-weathered till soils. 2.3 Field Investigation II k GEO Group Northwest, Inc.,has exptored the subsurface soil conditions at the site by excavating and logging 10 exploratory test pits labeled TP-1 through TP-10. The test pits labeled TP-1 and GEO Group P4orthwest,Inc. I � February 12, 2015 G-2884-2 Proposed Weston Heights Plat,Renton,Washington Page 3 TP-2 were excavated at the westem portion of the site in 2009 in order to support a Pavement Design by GEO Group Northwest. Test pits TP3 through TP-6 were excavated on October 30, 2012 specifically to provide data for a November 2008 geotechnical report. Four additionai test pits, TP-7 through TP-10 were excavated on February 5, 2015 in order to characterize the soil conditions at the eastern side of the property. The test pits were located neaz the proposed development areas, as shown on Plate 2 -Site Plan and Plate 3-Grading and Utility Plan. The test pits were excavated to depths ranging between 3 and 7 feet below ground surface(bgs). Soil samples at varying depths were collected,classified and returned to our laboratory. The test pits were then backfilled with the excavated site soils. Backfilled soils were not compacted. 2.4 Soil Conditions Soils encountered in the test pits consist of prirnarily loose to medium dense sandy SILT and gavelly and cobbly sandy SILT overlying dense to very dense gravelly sandy SII,T and gravelly silty SAND with varying amounts of cobble. The underlying dense to very dense soils appear to be the glacial till soils or ground moraine deposits which aze noted on the geologic map. In general, the underlying competent dense soils were encountered at depths ranging from 1.5 to 3.5 feet below ground surface. Copies of the Test Pit Logs aze presented in Appendix A: Test Pit Logs. 2.5 Groundwater Conditions No groundwater seepage was encountered at the test pits at the westem side of the site. Perched groundwater seepage was observed at depths of 2 to 3 feet below ground surface at the test pits located at the eastern side of the site. It should be noted that groundwater conditions may fluctuate seasonaily, depending on rainfall, surface runoff and other factors. 3.0 Seismic Considerations Based upon our subsurface investigation at the site, it is our opinion that the project buildings may be designed using the Class C soil profile per the International Building Code. I GEO Groap Northwest, Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 4 4.0 INFILTRATION EVALUATION The current site plan indicates that a detention water quality vault is proposed at the southwestern corner of the site at Tract A and a detention pond is proposed at the southeastem comer of the site, Tract C. Based upon discussions with the project engineer,Mr. Andy Reaves of Site Development Associates, we understand that infiltration or dispersion is being considered for stormwater at the westem side of the eastern lots (#10-12). Consequently, we have included this discussion regarding the potential for infiltration at the site. Based upon our subsurface investigation the soils at the site consist predominately of sandy SQ.T and gravelly sandy SILT. Because these soils are fine-grained they aze relatively irnpermeable. ; Additionally, the underlying soil deposit is dense to very dense which further inhibits the permeability of the ground. Further, groundwater seepage was observed during the winter of 2415 at depths below 2-feet below ground surface at the eastern proposed lots. This seepage level is due to perched groundwater and is highly influenced by precipitation. .At the time of our subsurface investigation on February 5, 2015 we collected soil samples at various depths at the test pits TP-7 through TP-10 at the eastern side of the site. A sample from I the 1-foot depth was collected at the TP-lO location where the new eastern detention pond will be located. Gradational analysis was performed using this sample. Based upon the results of this analysis the soils observed ai the 1-foot depth at TP-10 are classified as fine-sandy SII.T with gravei as shown on the attached Plate 4-Gradational Analysis. Based upon the gradational analysis the sampled soil has grain size D,o=0.025 mm. In aecordance with the commonly used correlation K=C x(D,o)Z where C = 100(1/cm-sec> we recommend that the designer use a percolation rate of 68 min/inch or infiltration rate of 0.�� inches/hour. GEO Group IVorthwest, Inc., recommends that the design infiltration rate be corrected for the anticipated reduction in long-term infiltration rate due to plugging of soils. I-c,r the sandy SII.TS at the site we recommend a correction factor of 0.5 be used for plugging. The infiltration system may also require periodic maintenance in order to maintain the design ' inf'�ltration rate. And of course inf'iltration may not be relied upon during periods of wet-weather as the rched oundwater level will be too hi to allow for infiltration. Conse uentl we � � � q y, recommend that any infiltration facilities be designed to a11ow for dispersion at the ground surface or overtlow to the stormwater system(ponds or detention vaults). i GEO Group Northwest,Iac. February 12,2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 5 We recommend that dispersion/infiltration trenches be designed to have a minimum depth and width of 2-feet below the ground surface. The bottom and sides of the trench should be lined with a geotextile filter fabric such as Mir� 140N. After lining the trench the trench may be backfilled with clean crushed rock with the placement of a level perforated pipe located within the crushed rock material,having the perforations directed downward. A layer of filter fabric should be placed over the crushed rock at a level6-inches below the finish grade surface. The remainder of the trench may then be backfilled to the finish grade surface using a clean crushed rock. Stormwater which has been pre-treated at appropriate facilities such as oiUwater sepazators for pavements and catchbasins with sumps for roof drainage may be discharged into the perforated pipe at the dispersion/infiltration trench. We anticipate that the dispersion/infiltration trench will have a limited design lifetime without regulaz maintentance as the build-up of fines will reduce the capability of the system to infiltrate stormwater and properly disperse the overflow. We recommend that the designer require that the dispersion/infiltration system be periodically inspected and maintained. The Grading and Utility Plan (Plate 3)indicates that fills of up to 7-foot may be placed at the eastem lots(#10-12). If the inf'iltration/dispersion trenches aze to be located at the fill azeas then the dispersion/infiltration trenches must have their bottom within[he native fills in order to assume the aforementioned infiltration rate. We recommend that the dispersionlinfiltration trenches be located below the fill embankment since dispersion over the fill embankment may '� contribute to erosion unless fills are well compacted, slopes do not exceed 3H:1V and the slopes are well vegetated(see the Section 52.1 -Temporary Ezcavation Slopes and Permanent Embankments). , 5.0 CONCLUSIONS AND RECOMN�NDATIONS ' 5.1 General Based upon the results of our study, it is our professional opinion that the site is geotechnically suitable for the proposed development. The proposed buildings may be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native site soils. The proposed detention vault retaining walls should also be constructed on top of the dense native soils or compacted structural fills placed on top of the dense native soils. The overlying loose site soils are not suitable to support foundations. We GEO Group Northwest,Inc. February 12,2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 6 anticipate that the dense soils are located at depths ranging from 1.5 feet to 3.5 below ground surface(bgs). At most of the test pit locations the dense soils were encountered at or near standazd shallow foundation depths of 1.5 to 2 feet bgs. Consequently, we anticipate that over- ! excavation may be required only at select locations and may be limited to the azea near test pit TP-2 and TP-7. � It is also important to note that mapping of our test pits indicates that some test pits may have been located at areas where proposed buildings or pavements are to be located. No compaction was performed at the time that the test pits were backfilled. Therefore it is anticipated that the fills at the test pit locations will be loose. We recommend that the contractor plan on over- , excavating and placing compacted structural fill at any test pit locations which are located at pavement or building locations such as TP-1,TP-2,TP-5 and TP-6. GEO Group Northwest, Inc., can be on-site at the time of grading and building pad preparation to aid in locating test pit locations and overseeing the subgrade repair work. 5.2 Site Preparation and General Earthwork The building pad areas should be stripped and cleared of surface vegetation and forest duff soils. Based upon the subsurface investigation topsoiUforest duff soils were encountered to depths of up to 2-feet below ground surface. Silt fences should be installed around azeas disturbed by construction acavity to prevent sediment-laden surface runoff from being discharged off-site. Exposed soils that are subject to erosion should be compacted and covered with plastic sheeting. 5.2.1 Tem�orary Excavation Slo�es and Permanent Embankments Under no circumstances should temporary excavation slopes be greater than the limits spec�ed in local,state and national government safety regulations. Temporary cuts greater than four feet in height should be sloped at an inclination no steeper than 1H:1V (Horizontal:Vertical) in the loose site soils. Temporary cuts in the dense site soils may be excavated no steeper than 1H:ZV provided that no seepage is encountered. If groundwater seepage is encountered during construction, excavation of cut slopes should be halted and the cut slopes should be re-evaluated by GEO Group Northwest, Inc. The maaimum recommended inclination for temporary excavation slopes if seepage is present is 1H:1V,however if loose soils are present and there is seepage then the slopes should be no steeper than 2H:1 V. GEO Group Northwest,Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 7 If necessary the underlying very dense soils may be capable of standing at steeper inclinations such as 1H:3V,however,this is dependent upon the conditions at the time of excavation. If it is necessary to form such steep ezcavation slopes than GEO Group Northwest, Inc., must be retained to evaluate the conditions at the excavation at the time of grading to provide an evaluation of stability. If the proposed temporary excavation slopes encroach upon adjacent properties then it may be necessary to obtain an excavation easement or plan for temporary shoring at those locations. The Plate 3-Grading and Utility Plan indicates that an embankment with 2H:1 V fill slopes is proposed for the proposed detention pond at the southeastern corner of the site. In addition, 2H:1V fill slopes aze proposed at the westem side of the eastern lots(#10-12). The pond fill embankments are proposed to have a maaimum height of 4-feet above the base of the pond. Permanent cut and fill slopes at the site should be inclined no steeper than 2H:1 V provided that fills are compacted to meet or exceed the 90% of the mazimum dry density(ASTM-D-1557) as specified in the Structural Fill section of this report(5.2.2). The fill slopes at the detention pond _ embankment should also be covered with a layer of filter fabric such as Miraf'i 140N and a layer of quazry spall rock. Un-compacted fills may be graded no steeper than 3H:1 V. Surface runoff should not be allowed to flow uncontrolled over the top of slopes into the ' excavated area During wet weather exposed cut slopes should be covered with plastic sheeting during construction to minimize erosion. 5.2.2 Structural Fill Based upon the current plans we understand that fills of up to 7-feet may be placed at the eastem building lots. All fill material used to achieve design site elevations below the building areas and below non-structurally supported slabs,parking lots, sidewalks, driveways,and patios, should meet the requirements for structural fill. In addition, fills which aze placed in inclinations steeper than 3H:1 V should meet the requirements for structural fill and be compacted in accordance with this report. During wet weather conditions, material to be used as structural fill should have the following specifications: 1. Be free draining, granular material containing no more than five (5)percent fines{silt and clay-size particles passing the No. 200 mesh sieve); GEO Group Northwest, Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 8 2. Be free of organic material and other deleterious substances,such as construction debris and garbage; 3. Have a maatimum size of three(3) inches in diameter. All fill material should be placed at or near the optimum moisture content. The optimum moisture content is the water content in soil that enables the soil to be compacted to the highest dry density for a given compaction effort. The majority of the surficial site soils will be moisture-sensitive because they consist of sandy SII.T and silty SAND soils. The site soils should be suitable for use as structural fill as long as they aze placed neaz their optimum moisture content. We anticipate that the site soils will most 1 ikely be too wet to achieve the compaction requirements unless work is performed during the driest portions of the summer months. Altematively, an imported granular fill material may provide more uniformity and be easier to compact to the required structural fill specification. If the on-site soils are to be used as engineered structural fill, it will be necessary to segregate the topsoil and any other organic-or debris-containing soil,because such soils would be unsuitable for use as structural fill. Ezcavated on-site material that is stockpiled for later use as structural fill should be protected from rainfall or contamination with unsuitable materials by covering it with plastic sheeting until it is used. Structural fill should be placed in thin horizontal lifts not exceeding ten inches in loose thickness. Structural fill under building areas (including foundation and slab azeas), should be compacted to at least 95 percent of the mazimum dry density,as determined by ASTM Test Designation D- 1557-91 (Modified Proctor). Structural fill under driveways, parking lots and sidewalks should be compacted to at least 90 percent maximum dry density, as determined by ASTM Test Designation D-1557-91 (Modified Proctor). Fill placed within 12-inches of finish grade should meet the 95%requirement. We recommend that GEO Group Northwest,Inc.,be retained to evaluate the suitability of structural fill material and to monitor the compaction work during construction for quality assurance of the earthwork. GEO Group Northwest, Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 9 � 5.3 Spread Footiag Foundations T'he proposed buildings can be supported on conventional spread footings bearing on the dense native site soils or on compacted structural fill placed on top of the dense native site soils. Based on the findings from our soil investigation at the site, we anticipate that the dense soils are present between at between 1.5 and 3.5 feet below the existing ground surface(bgs}. Some over- ezcavation and placement of structural fill may be required at foundation locations,dependent upon the proposed fmish grades and the conditions encountered at the building foundation excavations. We recommend that GEO Group Northwest, Inc.,be retained to verify competent soils are present at each building foundation location, at the time of construction,prior to the foundation pour(s). Individual spread footings may be used for supporting columns and strip footings for bearing walls. Our recommended minimum design criteria for foundations bearing on the dense site soils or on compacted structural fill are as follows: - Allowable bearing pressure, including all dead and live loads Dense native soil =2,500 psf Compacted structural fill =2,500 psf - Minimum depth to bottom of perimeter footing below adjacent final exterior grade = 18 inches - Minimum depth to bottom of interior footings below top of floor slab= 18 inches - Minimum width of wall footings= 16 inches - Minimum lateral dimension of column footings=24 inches - Estimated post-construction settlement= 1/4 inch - Estimated post-construction differential settlement;across building width= 1/4 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. GEO Grou Northwest Inc. III P � February 12,2015 G-2884-2 Proposed Weston Heights Plat, Renton, Washington Page 10 Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat"against the existing undisturbed soil or be backfilled with a compacted fill meeting the requirements for structural fil l. Our recommended pazameters are as follows: - Passive Pressure(Lateral Resistance) • 350 pcf equivalent fluid weight for compacted structural fill • 350 pcf equivalent fluid weight for native dense soil. -Ccefficient of Friction(Friction Factor) • 035 for compacted structural fill • 0.35 for native dense soil We recommend that footing drains be placed around all perimeter footings. More specific details of perimeter foundation drains are provided below in Secdon 5.6-Footing Drains. 5.4 Permanent Basement and Conventional Retaining Walls i Based upon the site plan we understand that a water quality detention vault is proposed at the southwestern corner of the site, Tract A. Consequently, we assume that concrete retaining walls will be constructed for the vault. The following design recommendations may be used for permanent basement and conventional retaining walls at the project site, if necessary. Permanent basement walls restrained horizontally on top are considered unyielding and should be ', designed for a lateral soil pressure under the at-rest condition;while conventional reinforced concrete walls free to rotate on top should be designed for an active lateral soil pressure. Active Earth Pressure Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times the wall height, should be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of 35 pcf for level backfill. GEO Group Northwest, Inc. � ' ; February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page l 1 At-Rest Earth Pressure Walls suppor[ed horizontally by floor slabs are considered unyielding and should be designed for lateral soil pressure under the at-rest condition. The lateral soil pressure design should have an equivalent fluid pressure of 45 pcf for level ground behind the walls. Passive Earth Pressure and Base Friction The available passive earth pressure that can be mobilized to resist lateral forces may be assumed to be equal to 350 pcf equivalent�luid weight in both undisturbed soils and engineered structural backfill. The base friction that can be generated between concrete and undisturbed native soils or engineered structural backfill may be based on an assumed 035 friction coe�cient. Drainage Based upon the subsurface investigation perched groundwater seepage was encountered at depths ranging from 2 to 3 feet below the ground surface at the test pits located at the eastem side of the site. At the time of our investigation at the western side of the site no groundwater seepage was observed. There is the possibility that some groundwater seepage may be encountered at utility trench excavations, the detention vault excavation and the detention pond excavation. We are not awaze of any plans for below-grade portions of the new buildings. If seepage is encountered then eacavation slopes may need to be graded to a less steep inclination in accordance with the temporary eacavation slopes section of this report. We recommend that a vertical drain mat, Miradrain 6000 or equivalent,be used to facilitate drainage behind permanent concrete basement and conventional retaining walls. We recommend that the drainage mat be installed on the back side of the wall extending from the finish grade down to a footing drain pipe. The wall footing drain pipe should consist of a 4inch diameter perforated rigid PVC pipe surrounded by a bed of washed gravel and separated from site soils by filter fabric, Miraf'i 140N or equivalent. The drain pipe should be tightlined to discharge to the stormwater system. Backfill behind conventional retauung walls should consist of free-draining sand or gravel soils which are compacted in lifts. GEO Group Northwest,Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton, V4'ashington Page 12 r I Backfill in areas adjacent to basement or conventional retaining walls should be compacted with hand held equipment or a hcepack. Heavy compacting machines should not be allowed within a ; horizontal distance to the wall equivalent to one half the wall height, unless the walls are ' designed with the added surcharge. 5.5 Slab-on-Grade Concrete Floors Loose site soils should be excavated from all concrete slab subgrade areas or compacted to a firm and unyielding condition. Slab-on-grade concrete floors may be constructed on top of inediurn dense to dense native site soils or on top of compacted structural fill placed on top of the competent site soils. The slab-on-grade floors should not be constructed on top of loose soils. To avoid moisture build-up on the subgrade, slab-on-grade floors should be placed on a capillary ; break, which is in tum placed on the prepazed subgrade. The capillary break should consist of a minimum of a siu (6) inch thick layer of free-draining ciushed rock or gravel containing nu ��ure than five(5}percent finer than the I�1o.4 sieve. A vapor barrier, such as a 10-mil plastic i membrane, is recommended to be placed over the capillary break beneath the slab to redure � � � water vapor transmission through the slab. Two to f��ur inches of sand mav be placed o��er the ��I harricr r,�embrune f��r prc�t��li��n during �un�tru�tirr.. - _ _ .� , . s;., drains should consist of a four(4) inch minimum diameter perforated rigid drain pipe laid at or neaz the bottom of the footing with a gradient sufficient to generate flow, as schematically _ illustrated in Plate 5 -Typical Footing Drain Detail. The drain line should be bedded on, surrounded by, and covered with a free-draining rock, pea gravel, or other free-draining granular ; material. The drain mck and drain line should be completely surrounded by a geoteatile filter fabric, Mir� 140N or equivalent. Once the drains are installed, the eacavation should be backfiled with a compacted fill material. The footing drains should be tightlined to discharge to the stormwater collection system. ; Under no circumstances should roof downspout drain lines be connected to the footing drainage , system. All roof downspouts must be separately tightlined to discharge into the storm water I � GEO Group Northwest,Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 13 i collection system. We recommend that sufficient cleanouts be installed at strategic locations to ` allow for periodic maintenance of the footing drains and downspout tightline systerns. 5.7 Segmental Btock Retaining Walls Based upon the project site plan a 2-foot wide segmental block retaining wall is proposed with a maximum height of 3-feet at the southwestern corner of the site(Lot 9). We assume that this wall will retain fills for the building pad at Lot 9. Ecology btocks or Ultrablock gravity walls may be designed to retain heights of up to 3-feet at this location provided that the wall is founded on top of the underlying dense native site soils,the wall is backfilled with compacted structural fills meeting the 909b Structural Fill compaction requirement and provided that a drainage zone and wall drain pipe is installed behind the wall. The wall drainage zone should consist of a rninimum 1-foot wide zone of free draining crushed rock sand and gravel located directly behind ' the blocks, having less than 5% finer than the#200 sieve,and extending from the ground surface down to the wall drain at the base of the wall and for the entire length of the wall. Provided that the wall is fully drained and fills are compacted as specified above the designer may design the walls using the Active Earth Pressure spec�ed above. 5.8 Pavements Based upon the site plan we understand that new private access roadways will be constructed at the site. The adequacy of pavements is strictly related to the condition of the underlying subgrade. We recommend that all pavement subgrades be compacted by several passes of a lazge vibratory drum roller prior to placement of the crushed rock base. Before paving,we recommend that the subgrade be proof-rolled under the supervision of the geotechnical engineer to verify that the subgrade is firm and unyielding at the time of paving. The proof-roll may be performed by driving a fully loaded dump truck over the subgrade azeas. If loose or yielding soils are encountered it may be necessary to over-excavate and replace with compacted structural fill in some areas. For firm and unyielding native subgrade soils we recommend the following minimum pavement sections for driveways: Class "B"Asphalt Concrete(AC) 3 inches Crushed Rock Base(3/4-inch minus) 6 inches GEO Group Northwest, Inc. February 12,2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 14 Or Concrete Pavement 6 inches Crushed Rock Base(3/4-inch minus) 4 inches We understand that it may be beneficial to install a base pavement layer such as ATB (Asphalt- Treated Base)prior to completion of the project.Oftentimes this can help protect the subgrade from construction impacts and reduce cost related to subgrade repairs during wet weather periods. Consequently we have calculated that the 3-inches of AC over 6-inches of Crushed Rock Base noted above would be equivalent to the following total pavement thickness: Class "B"Asphalt Concrete(AC) 2 inches Asphalt Treated Base(ATB) 4 inches Crushed Rock Base(3/4-inch minus) 3 inches In accordance with the Washington State Department of Transportation Construction Manual, transverse cracks will develop in concrete slabs at about 15 foot intervals along the length of slabs and a slab wider than 15 feet may crack longitudinally. To control cracking of the concrete, ' contraction joints should be installed. Contraction joints are weakened planes which cvllect the cracking into a controlled joint,creating a maintainable joint in the slab,and preventing random ragged cracks which spread and require expensive maintenance. We recommend that contraction and construction joints be connected with#5 dowel bars, 30 inches long, 18 inches on center. The contraction joints should be placed at maximum 14 foot intervals. 6.0 LIMITATIONS This report has been prepared for the specific application to this site for the exclusive use of Prospect Development,LLC and their authorized representatives. We recommend that this report be included in its entirety in the project contract documents for use by the contractor. Our fmdings and recommendations stated herein are based on field observations,our experience and judgement. The recommendations are our professional opinion derived in a manner �, consistent with the level of care aad skill ordinarily ezercised by other members of the profession currently practicing under similaz conditions in this area and within the budget constraint. No GEO Group Northwest,Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat,Renton, Washington Page 15 warranty is expressed or implied. In the event the soil conditions are found to vary during site excavation, GEO Group Northwest, Inc. should be notified and the above recommendation should be re-evaluated. 7.0 ADDITIONAL SERVICES We recommend that GEO Group Northwest Inc. be retained to perform a general review of the final design and specifications of the proposed development to verify that the earthwork and foundation recommendations have been properly_interpreted and implemented in the design and in the construction documents. We also recommend that GEO Group Northwest Inc. be retained to provide monitoring and testing services for geotechnically-related work during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We anticipate the following construction monitoring inspections may be necessary: 1. Site clearing and grubbing; 2. Over-excavation and structural fill placement at building foundation locations; 3. Verification of bearing soil conditions for foundations; 4. Structural fill placement and compaction; 5. Slab-on-grade prepazation; 6. Subsurface drainage installation; 7. Proof-rolling of pavement subgrade azeas. We appreciate this opportunity to have been of service to you on this project. We look forwazd to working with you as this project progresses. Should you have any questions regarding this report or need additional consultation,please feel free to call us. GEO Group Northwest,Inc. February 12, 2015 G-2884-2 Proposed Weston Heights Plat, Renton,Washington Page 16 II S incerely, GEO Group Northwest,Inc. �� - Adam Gaston Project Engineer PM C HaN�' ��,OF�ASMI�yGr � �� y � . Q N W I � �r� � ,9 2o»a �o � , William Chang,P.E. �,� qFGIStEP �,c� ' Principal �SS�o N P�'� cc: Andy Reaves - SDA Engineers GEO Group Northwest,Inc. �, ILLUSTRATIONS G-2884-2 GEO Group Northwest,Inc. _ . - �!_ •_....ts �� P�� . . - �=� � H � '}h '3.t _� � . 1 t � � 4 :_ '.4� 1�-. . __ - � �: . ...�� . � '/ "3 � . �t` . f_ . .. - �',� " . _.. . �'. �� II -� � ♦ �,rs''y, ` ",,,,,�.�.;,r�i �►�, �'� I O : ' �'�+ �► ' � ' } , . M,�� . � ' --, - se„zr�sc � _ e, - � 8F r t��•�� fobw M� � ��'RO � � � L1qAt K°ww� : � .1 { !!ttE�st �� i .�, � -��° � � � _- � -; � }' � '-... �.. ��.i � .�.'.--. 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ItM��- -:.._...�' �lt��-- � - �q •ag:;;r �. _ 11n11�0 lIrIM � � Pa�1 OAc� ��4 . � ` E1M �dt w!,r a � � � m �V[1�'i �� i[�d h -.SE't3e1 � x.� Ma�w�OoQ t Prt �1�! p°'�°' �,:, _ � � � - -� " - � �,.�,, � ..a► t - � ` � � � . � �,.�..,e« _>i , g � � _ _ _. w co�wr c.� � �_.; �- �012� � : -" . =-- �dt.�G��/e � V 1C�1 i 1VJ.ti� � Group Northwest, Inc. ,WESTON�IGHTS PLAT �I " "°S0""�'''"'aBiOi�w"9'0°' 684&650 NII.E AVE NE rroe.axs�.�rrn rwxasrs�n» tmi°�°'°"`°' RENTON,WASHINGTON SCALE: NTS DATE: 2J12/15 MADE: AG JOB NO.: G-2884-2 PLAT'E: 1 .�rn.k-r i �S� � I � � 1 � :�' � �-._� .- � �� i � � "'°v"'.�: i� ��. , "� ' ' . �..r�..++,�.�.� � ` �1 i * �. •r.�w u�"�" \ � I t'� � _ _ _ __ �� r� . . .� _ � y,� .._ �` _� �__r� ` • I ` �r � �� { 1� �• ��--, r-�- r _1' �� • � 'i. . \ � � �----�-�--- ` .� -- ^ _ ' , � � � ' � ' T ., � . .� ! .. • ' � ,� � ', i � 'I . � �� wrw+� � �� y / ' � � ' / � w�� ! 1 I i :� �� ar�ru 1.� � i � ' � wwr�/ � - / � � �rr�� , wi ar) , 1 ' ��wr � /' � r i ' , , � -; �..�.. `�� \ ( _ t � ,�: i ' `—�:._.� ��.._ � i �'3 i � � - - . � ' - ' � ; -.. \'J L '^� � ' �_ � ' + �-7-�--------`J .� , ___`_,�--_ \�� ♦, i. � � � , � �. \ c� -"� _-- k?� � , / , � � ' . . � `' + ` \ 1 I l� ' - ' •'NIO• • I � _.. � � w�+�MA �/ d_. . �. �_ � ;� � + ��.��,�r,) � �. -� �� > 1 i '' � \ 71 � . - ' !\ � 1 � � 1 � � � � n•v�a ri• _ � �r r� , — � �. 1. �- - — `-- �_•� \ � . 1 ` • (Zts�r 1 •� w r�w�� s � - � � • ' ` ' r--- ----1 . � / ' ' f `\ ,w�wr. 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ND 1 1 (iRADIN(i A4D l'lli l fY PIAN CiRAU1Pi(i AND U111_ITY PI.AN FROAKf�D WES�UN Hl�:IlilflS PIAT A�st.t�i:�[�+�sHF.ET pn�Av c�HtF " �ST PIT Nl'MHER AND Grou� Northwest, Inc. pN1�Atp N�LE A�'l NI nEslc!v.�l a wl� �-I APPRnXIMATf� l(X'A710N � ". 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'�LL' •1 ' � 1 �..� 1/�1 � � : i 1 . : 1 � I 1 � � 1 � � 1 1", � 11 1 � � • •. 11 1 / • 1 . .n..i .. � � � � . �� . a�. • � �� . _ � � , ♦ , ♦ ♦ • C1 E C) • � • 1 • � .: . � � ' .. . ..., ....... .. , . � • n . � • � � • : � ■ i T 6"co 12• SLAB BACKFILL WITH COMPACTED NAT[VE SOIL �� GEOTE}CTQuE FII.'I'ER FABRIC, M1RAF1 140N OR EQUIVALENT FREE DRAINING BACKFILL FOOTING CONSISTP:�IG OF WASHED ROUND ROCK OR CRUSHED RocK III�I I I I MINIMUM 4 INCH DIAMETER PERFORATID PVC PIPE LEVEL OR WITH POSITIVE GRADIENT TO D[SCHARGE NOT TO SCALE NOTES: l.) Do not replace rigid PVC pipe with flezible corrugated piasqc pipe. 2.) Perforated or slotted PVC pipc should bc tight jointed and laid with perforations or slots down,with positive gadient to disc6arge. I 3.) Do not connect roof downspout draius into the footing drain lines. I TYPICAL FOOTING DRAIN DETAIL Group Northwest, IIIC. WESTON HEIGHTS c,�a��s,c��,n,a 684&650 NII.E AVE�TE 6ti"°'"'�"��'�°°"°°" RENTON,W�►SHINGTON sC�►t.E NONE ��TE 2/fi/15 MnoE AG C�cD WC doe No. G-2884-2 Pu►TE 5 r � APPENDIX A: ; i ; TEST PIT LOGS G-2884-2 GEO Group \orth��est, Inc. LEGEND OF SOIL CLASSIFICATION AND PENETRATION TEST UNIFIED SOtL CLASSIFICATION SYSTEM(USCS M/UOR DNISION g�� TYPICAL DESCRIPTION LABORATORY CLASS�ICATIOH CRrtERU1 CIEAN � GW W�GFADED GRAVELS,GRAVEL-SAND Cu=1D60/D10)greater than 4 MIXTURE.LITTLE OR NO FlNES ��R�� Cc=(D302)f(D10'D60)betwaen 1 and 3 GRAVELS PERCENTAGES OF � GRAVELS (Idtls a no GP �' POORLY GRADED GRAVELS,M!D GRAHQ-SAND� GRAVEL AND SMD NOT MEETiNG ABOVE REQAREMENTS • ��,�pg 7h��q lr�ea) MIXTUFES LJTTLE OR NO FINES � FROM GRAIN SIZE COARSE- ��eG� DISTAIBUTION GRAINED SOILS��Than No.1 CURVE ATTERBERG LIMTS BELOW �Ve) p�qTy GM SILTY GHAVELS,GRAVEL-SANaSILT MI%TURES �; 'A'UNE. GRAVEIS : �� or P.1.LESS T}UN 4 ��. OF FINES (wiTh SaM � OC CtAYEY GRAVELS.GRAVEL-SAW-CUY �'�,,EXCEEDS 1296 ATTERBERG 11MT5 ABOYE fnes) i�6XTURES �! COARSE C,HAIPED ' t 'A'LINE. gq�,qqE a P.1.MORE TYi/W 7 SANDS wELL GRADED SANOS,GRAVELLY SANDS.llITLE� Cu��5� Cu=(060/010)qmater than 8 CLEAN SW OFi PIO FINES Cc=(03Uz)!(D10'D60)betwaen 1 antl 3 SANDS (Abre Than F181f �� G� (ktle d rq SP POORLY GRAOED SANOS.GHAVELLY SANDS. <SX Fne Grairwd: �,�pT IaEETING ABOVE REQINREMENTS W�� SmaMarThan No.4 �� IJTRE OR NO FlNES GW,GP,SW�SP TTan Na 200 �'e� ' ATTERBERG Li�ATS BEIOW Sleve I >12X Ffne Grek� pqTy SM SILTY SA1103.SAN6SILT N%TURES Gµ�S�� C�� 'A'IJNE SAN08 wilh P.I.LESS THAN♦ � FlNES (��» 5 to 12K Fns EXCEEDS 12% ATl'EROEHG WytfTS ABOVE �) SC CLAVEY SANDS,SANOCLAY MXTURES GraineQ:uee 0ual 'A'LYJE syrt� wRh P.I.MORE THAN 7 LiQuiy limit INORGAI�NC SILTS.ROCK FLOUR,$ANDY SILTS SILTS <50�6 � OF S116M PLASTICITV 60 (eewY.a-Line on �-- PLASTICITY CHAqT �'� FlNEGRAINED P�� )� LiqtiO tgnil � INOfiC311MC 311T3,NCACEWS OR � �SOIL PASSINO SOII.S >50% OIATOFMCEOUS,FlNE SANDV OR SILTY SOIL NO.40 SIEVE � CHaOH ' INORGANIC CLAVS OF LOW PLASTICRY, x qp CIAYS L�� Cl GHAVELLV.SANDY.OR SILTY ClAYS,CLEAN � (A6ae A-L'ne rn CLAYS 7s I Plaaicily Chart. } � r.�,a�,�,�„k1 �q�;d umn iraac,�Nic cuvs oF�ncs►�aAsncm.F�T t >SOX � Cuv3 V CL a Ol. y � 1Aore T�an Half bp � WeigM Smalsr I Liquid Lmit OR(jANIC SILT9 JWD ORGANIC StLTY CLAYS OF M1 a OH TT+an No.200 �dRGANIC 57LT5 6 <50% � LOW PlAST1qTY 10 � ' S� CUYS _ 7 ML ! I I�A-tine an 6 ' ��r�� 0�'"' a., o�u�rc cuvs oF►acir+Pusncm ° '. �509� 0 10 20 30 10 80 70 BO 90 700 710 i LIOUID LpN1T(%) � HIGHIY ORGMIIC S01LS Pt PEATAND OTHER HIGHI.Y ORGANIC SOILS SOIL PAqTN;LE SIZE QENERAL OUIOANCE OF SOIL ENBNIEEitlNO FROPERTIES fROY STANOARD PENETRA770N TEST(SVT1 U.B.ST/WDARO SIEVE �� Peping Rstainsd SANOY SOILS s�rr a cu►ver sons Sisv� � Sfsw � aar Reiawe Fricnm Bbw �'1CO"�"� (�) (mm) Ca�s Densiy Mqle Oexriptia+ Ca� Strenptti � Dwcrbtlon SILT/CLAY �200 0.075 N � �•�� N qU.tsf $�Q 0-! 0•15 I Very Lmss <2 c 0.25 Very soll FIWE !40 ! 0.4� M200 Q WS 1-10 15-35 28-30 LOOse 2-4 0.25-0.50 SOR MEDIUM t10 ; 2 a40 0.425 t0-�0 �-G5 28-35 MBdit)n DenS6 1•8 0.50-1 00 Medium SIiH COARSE f4 4.75 t10 2 30•50 66-85 35•42 pwr� B-16 1.00-200 Stitt i 4��, >50 � BS-100 3B-48 Very Oense 15-30 2.00-4.00 VBry Still FINE 19 N 4.75 >30 >4.00 Flafd CAARSE 76 19 CO�LEB 78 mm W 20.7 mm Group Northwest, Inc. eouwEns >za►mm Geooecr,nical B,pt�eers.Geo�ogists.a ROCK F11vYO�Y1BfIFdi SceNisb >78mm � 132<0 NE 20M Stteet.Suis 10 BeMerue.W A 98005 ROCK >0.76 tubic meter in vWine P��°(42b)6�98757 Fax(a25)W9�8758 PLATE A1 TEST PIT NO. TP-1 IOGGED BY AW TEST PIT DATE: OS/l5/2009 DEPTH SAMPLE Weter OTHER TESTS/ � ft. USCS SOIL DESCRIPTION No. 9` COMMENTS t MI,, Dk Bmwn topsoil,SII.T,loose 3_1 Probe 5-9" --- ---- -------------------------------------------------- �, Brown sandy SQ.T with pavel, fine-grained,moist,loose to medium S-Z �0�41�� ---- dense S-3 Probe 0-3" Gray gravelly silty S,0.ND with cobble,dense,becoming very dense at !_ 5 S�1 3'bSs(unweathered Ta.L) � � Total depth of cest pit=3.3 fePt bgs No groundwater seepage observed 10 f5 TEST PIT NO. TP-2 � LOGGED BY AW TEST PR DATE: 05/15/2009 DEPTH SAMPLE Water OTIiER TESTS✓ ft. USCS SOIL DESCRIPTION No. 96 COMMENTS ` NII, Dric.Brown Topsoil,SQ.T,very loose Probe 30" --- ---- -------------------------------------------------- i rq., Brown sandy SII..T with some gravel,fine-grained,moist,loose probe 10" 1 --- ---- -------------------------------------------------- Probe2" 5 gly Gray gravelly silty SAND with cobble,dense becorning very dense at 4'bgs(unweathered T'Q.L) Total depth of test pit=4 feet bgs No g�oundwater seepage observed 10 i 15 TEST PIT LOGS WFSTON HEIGH'I5 PLAT Group Northwest� �C. 684&650 MLE AVE 1�IE ceomcndca�e,gneers.c,edopsn.a RENTON,WASHL'VVGTON Env.orrrerfia�Scwntlsb JUB NO.GZ8B42 DATE 2/6/15 PLATE A2 ` l TEST PIT NO. TP-3 - LOGGED BY AG TEST PIT DATE: 10/30/2012 pEPTFI SAMPLE Water OTHER TESTSJ � 1t. USCS SOIL DESCRIPTiON No. % COMMENTS 14II, Dk.Brown sandy SQ..T(topsoil),moist,loose to medium dense S-i Probe 3-6" --- ---- -------------------------------------------------- Probe 2-3„ , MI. Gray gavelly sandy SII.T with occasional cobble,dense,becoming S"2 very dense and cemented at 3'bgs(unweathere�TIl.L) �O�� 5 Total depth of test pit=6 feet bgs ' No groundwater scepage observed 10 15 TEST PIT NO. TP-4 LOGGED BY AG TEST PIT DATE: 10/30/2012 DEPTH SAMPLE Water OTHER TESTS/ ft USCS SOIL DESCRIPTION No. 9L COMMEHTS N[l, Ddc.Brown sandy SII.T(toQsoil-forest duf�,moist,very loose to S 1 Probe 12-I8" medium dense --- ---- ----------------------------------------------- Probel-3" --- S-2 � Tan and motded sandy SILT with occasional giavel and cobbles, dense becoming very dense at 3.5'bgs(unweatheced TII.L.) ��l� S Total depth of test pit=5 fcet bgs No groundwater seEpage observed 10 15 TEST PIT LOGS 7� WESTON E�IGHTS PLAT Group Northwest, illC. 684&650 NQ.E AVE�IE �� Geotechoica�5g�eers.Geo�oqists.6 RENTON,WAS�IIl\GTON Erv:mr�l Scianma JOB NO.G-28842 DATE 2/6/15 PLATE A3 TEST PIT NO. TP-5 LOGGED BY AG TEST PIT DATE: 10/3d/2012 DEP'TH SAMPLE Watsr OTHER TESTS/ R. USCS SOIL DESCRIPTION No. % COMMENTS �,[V Dk.Brown silty SA:VD/sandy SII.T(topsoil),mois4 loose to medium Probe 18-24" SM dense --- ---- ---------------------------------------------- Probe<t" "" S-1 � Tan gravelty sandy SII.T with occasional cobbles,cxmented,moist, dense to very dense(unweathered TII.,L) 5 Total depth of test pit=3 feet bgs To groundwater seepage obsrned 10 15 TEST PIT NO. TP-6 LOGGED 8Y AG TEST PIT DATE: 10/30/2012 � DEPTH SAl1APLE Water OTHER TESTSI � fL USCS SOIL OESCRIPTION No. 'Xo COMMENTS ML L)rk.Brown to red-brown silty SAND/sandy SIL,T with some gtavel and Probe 4-10" I ; --- occasiunal cbbble,moist,loose to medium dense ---- ---------------------------- Probe2" ---------------------- S-1 SM Brown to tan and chen gay graveily siIty SAND,dry,dense to very S 2 dense,cemented(unweathered TQ.L) 5 Tdal depth of test pit=4 feet bgs No groundwater seepage observed 10 i i 15 I TEST PIT LOGS WE.STON HEIGHTS PLAT , Group Northwest, In�. 684&650 NII.E AVE NE � Geo�ecnnica�5qneers.Geo�opists.a RENTON,WASf�INGTOri ,-- Er+v:onmenlsl ScieMbes JOB NO.G-288+-2 DATE 2J6/IS PLATE A4 TEST PIT NO. TP-7 LOGGED BY AG TEST PR DATE: OJOS/2015 DEPTH SAMPLE Water OTHER TESTS/ ft. USCS SOIL DESCRIPTION No. °�L COMMENTS � Dk.Brown to orangish brown gavelly sandy SII.T,moist to wet,loose Probe 8-16" S-1 --- ---- -------------------------------------------------- Probe Q„ �,� Gny/mottled gravelly and cobbly sandy SQ..T,wet,dense to very dense S-2 Probe<l" (TQ.L) 5 Total depth of test pit=4 fcet bgs Perched goundwater seepage at 2.5 feet bgs,on top of unweathered glacial till 10 15 TEST PIT NO. TP-8 LOGfaEO 8Y AG TEST PR DATE: 01105/2015 DEPTH SAMPLE Watsr OTHER TESTS/ ft USCS SOIL DESCRIPTION No. '1�. COWIMENTS ML, Dk.Brown graveily sandy SII.T,moist to wet,loose to medium dense Probe 1-2' --- ---- ------------------------------------------------- S-1 Grey/mottled gcavelty and cobbly sandy SII.T,wet,dense to very �O�1� �' dense('TQ.L) S-2 5 -bxoming sandiedless silty at 3'bgs Total depth of test pit=5 feet bgs Perched�ndwater seepage at 2'bgs,on top of unweatheied glacial till 10 15 TEST PIT LOGS WFSTON HEIGHTS PLAT Gtoup Nocthwest, I�1C. 684&650 MLE AVE NE ceoee�.w+ry eqi�aa.s,Gso�d�a RENTON.WASHII�iGTOIY Erniorrren►al ScixNsts JOB NO.Cr28e4-2 DATE 2/6/l5 PLATE AS TEST PIT NO. TP-9 LOGGED BY AG TEST PR DATE: 02/05/2015 DEPTH SAMPLE Water OTHER TESTS/ ft. USCS SOIL DESCRIPTION No. �G COIu1MENTS � Dk.Brown to orangish brvwn�ravelly sandy SILT,moist to wet,loose Probe S-I8" --- ----------- --- S-1 --- - ------------------------------------ Probel-3" � Gray/motded gravelly and cobbly sandy SII..T,wet,dense to very dense Probe<1" (TII-i-) 5 � Gray gravelly sandy SII.T/silty SA,�ID,moist,very ciense SM Total depth of test pit=7 feet bgs Perched groundwater seepage at 2 feet bgs,on top of unweathered g[acial till 10 15 TEST PIT NO. TP-10 I LOGGED BY AG TEST PR DATE: 02/OS/2015 DEPTH SAMPLE Watsr OTHER TESTSI R USCS SOIL DESCRIPTION No. % COMMENTS ML Dk.Brown gravelly sandy SIL.T,moist to wet,medium dense Probe 3-6" --- ---- -------------------------------------------------- S-1 Probe 2" Gray/motded gravelly and cobbly sandy SII.T,wet,dense to very �Obe 1� �'II- dense(TQ.L) S-2 5 -becoming sandierAess silty at 3.5'bgs Total deph of test pit=5 feet bgs Penchod goundwata seepagc at 2-3'bgs,on top of unweathe[td glacial till and atinterface 10 15 � TEST PIT LOGS WESTON HEIGH'TS PLAT Group Northwest, Inc. 684&650 NII.E AVE NE Gewecnnice�5+qiieers.Geobp►sts,a RENTON�WAS�VGTON 6iviomiMKB1 SCenhsb JOB NO.G-2881-2 DATE 2/6/15 PLATE A6 *i� '�;r _� � � � , I � � � � � .� � � � � � �; i � � 4 i . � -_ � � > �� : � � � - . � : . �` ! � � � , � � � . � �4 �, . . , �•.aceas, urumes � , . _ c�•�►� � � ; I ',� �,►• � } - : � - '' -' ` i , ,i'. . d• ��,u�,ri v,�u,�t, �_� . 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V4'C nFs[c,v, :�,t��. �o�a F-1 �PPROXIMATE Lt�ATI�JN -= `;_ s��x�'-�`��:,,�� R��'ro�r, w'�SHItiGTO?v sc�L�: t�=>t� ��..-�,.G� P LATE: 3 il � ,, il I I APPENDIX 6B OLYMPUS VILLA LUA 10-090 � i' Weston Heights Technical Information Report . , i � OLYM PUS VILLA n LUA 10-090 n Utility Permit ##U110042 NE 7th PLACE and NILE AVENUE NE Renton, Washington Technical Information Report (TY OF RF��T�^' RECE�e� � ��.� April 20, 2011 JUL 2 � 2011 Revised June 14, 2011 Revised July 18, 2011 PLAN REVIEIfV Prepared for: Camwest Olympus Villa, LLC F NTO I 9720 NE 120"' Place RECEIVED Kirkland,Washington 98034 �� 5 2p11 I (425) 825-1955 x-142 office � �: 3 � o� (425) 825-1565 fax PLAN REV�EVII '� Subrnitted/Prepared by: o I Offe Engineers, PLLC � Attn: Darrel! Offe, P.E. �e s'r� A�� 13932 SE 159"' Place f°N�$ � �v" Rentan,Washingbon 98058-7832 �� (425) 260-3412 offioe (425)988-0292 fax 3 58� �roject Description ; The purpose of this report is to present a final conclusion for the storm drainage control and ' treatrnent af this 11-lot proposed plat of Olympus Vlla in Renton, Washington. This project is a proposed single family plat located in the Renton Highlands at the intersection of Nile Avenue NE and (proposed) NE 7"' Street. The project also takes access off the existing ', road of Pasco Piace NE within the City limits of Renton. The Olympus Villa project is a proposal to create 11 single family lots from an exrsting 6.72 acre j (292,483 sq. feet) parcel zoned R-4. Appravals for the project aliows for Lots 1-7 can be '- clustered using the R-8 zoning; and Lots 8-il are to use the R-4 zoning requirements. The project currently consists of over-grown pasture land with sparse trees. �n the east side of the property is a large Class 2 wetland tiiat extends off the property to the south and east. No ' work is proposed within this Class 2 wetland, mitigafion and wetland creation is proposed within the bufFer. There are no existing build�nas on the property. The ex.isting King County Tax Parcel number is 1123�5-9065. L �� TfT@ p8!'C2� IS �70UIiC�Bd t0�'t@�'d�'S' b'y, "�;;? A�i��l�? �VE 'C t�a �"tor-�h by '�rq ��ar':c�rS .�. �h 5�^ylE family homes; to the ea�r =r.�' - � -� ` -� } � , - ,,. . . . ,._,fi � ,_ . . ,. , ,. Review of Resources Critical Drainage Are.� �'�� • Maplewood Creek Sub i • Cedar River/ Lake Washingtc Flood plain/floodway(FEMA) Ma • There is - Sensitive Area • Wetlands-There are two wetlands located on the project; they consist of a Class 2 wetiands to the east side of the property that continues off site to the south and east, there is a smaller Class 3 wetland on the west side of the property. See the Sensitive Areas study prepared by Ed Sewall and Assoc. as part of the preliminary plat submittal package. • Streams and 100 Year Flood Plains-There are no streams or floodplains on �r near the project. • Erosion Hazard Areas-There are no landslide hazard areas on this project. • Landslide Hazard Areas-There are no designated sensitive slopes on or adjaning the praperty. • Seismic Hazard Areas-The area is not mapped as a seismic hazard area. • Coal Mine Hazard Areas-The property does not appear to be located within a designed coalmine hazard area, U.S. Department of Agriculture, King County Soils Survey • The soils on the site are classified as Alderwood gravelly and ioam (AgB), 5 to 10 percent s�opes. These soils types are described in the Soil Survey of King County Area, Washington (Soil Conservation Service [SCS], 1973). Alderwood soils are characterized as gravelly sandy loam to a depth of 12 inches and gravelly, sand loam with organics between 12 and 27 inches. This gravelly, sand loam structure is underlain by weekly to strongly consolidate till to a depth of 60 inches. Permeabil'sty is moderately rapid in the surface layers and very sfow in the till layer, runoff is slow to medium, and the potential fo�erosion is moderate. Soil Logs can be found as part of Appendix G of this report. Flow Control/ Water Quality design — The project would be required to meet the 2009 KC Drainage Manual (Modified by the City of Renton)for design and sizing. The area is designated as Forest Condition pre- existing condition. A wetpond shall be designed for this treatment. Field Inspection Offe Engineers has visited the site on several occasions during the fall of 2010 and winter of � 2011. The most resent visit occurred the moming of April 20, 2011 as part of the downstream � analysis. The weather conditions were dry, cool, and partly cloudy. The property has two separate drainage basins both of which are within the Maplewood Creek sub-basin; wester{y Basin A slopes from the extension of Pasco Place NE on the east towards Nile Ave to the west, Basin B is the area east of Pasco Place which slopes towards the east and southeast. Basin A flows westerly and collects into the roadside ditch along the east side of Nile Ave. This ditch is very flat with a grade towards the south. A grade break (high point) is located within the ditch at approximately station 22+00 along Nile Ave. The entire drainage from Basin A sheet Aows into this ditch then continues south along Nile Ave towards NE 4�' Street, approximately 2600 feet south. Along the ditch line are several cross culverts for access and the intersection of NE 6"' Street. Near NE 6�' St. the ditch is enclosed within conveyance pipes for about 150 feet then continues within the open ditch. During the several site visits, I there is no indication of overtopping or capacity problems within the open ditch (culvert) system. Basin B sheet flows towards the east and into the larger Class 2 wetlands on site. The drainage then continues within the wetland area towards the SE corner of the property and is coliected with a bird-cage structure just west of Rosario Ave NE (structure #18575) as part of the plat of Maureen Highlands approximately 700 feet downstream. This structure is part of an overall drainage and pond system for this plat. The flow then continues within a 24"convey pipe into large storm water pond (#P1194), 1050 feet downstream. The pond then discharges at the SE corner of NE 6"' Street and Shadow Place NE into a drainage swale (coRidor) —which is along the easterly boundary of Maureen Highlands. The drainage swale is heavily over-grown with small alders and blackberries. A site inspection from the end of NE 6�' and from neighboring yards shows no indication that flooding of structures is occurring within this carridor. Actual ' walking of the corridor was limited by fences and lack of easement. The drainage reaches this corridor then continues south an additional 1250 feet to NE 4"' Street. No signs of overtopping � or flooding appears within the Basin B downstream system to NE 4�'Street. Photos of both these systems can be found in this report under Appendix A, figure 4. _ Mi:.;.��:>_.: The project proposes to use the 2009 King County Drainage Manual (with the City of � ! ! Modification) for storm water treatment of the targeted impervious and for the Pollution Generating Impervious Surfaces(P.G.I.S.). The proposed storm water mitigation for this development is ta: (i) utilize full dispersion of Lot 1 with a 100'flow path within the wetla� buffer/open space; (ii) provide lot area BMP's for each individual building permit-consistinc i ; 10% of the lot area of impervious surface. BMP's can be sheet flow, gravel trench, splash blocks, etc.; (iii) provide a water quality/detention facility <wetpond> within Tract A; (iv) se? aside 30% Open Space; {v) provide 10'perforated pipe connection to storm system. Other � mitigations were considered -full Dispersion and/or infiltration are not available for lots (2-1 t '' The soils were not�onducive to infiltration and flow path lengths were not available for dI$pe��inn Thn hinh nrn��rrl .n�ai�ar alatrati.nn 4niithin th� nr��a�^t limiharl fha t-hnirac !lf RMP'� �_ the Ic _ _ Revi� , King County Surface Water Design Manu� � Offe Engineers has reviewed the Core and Spec:� :.��_: �. _. ._ : _.._� __. _ _ . ._ . County Surface Water Design Manuaf, and addresses each of the requirements as follow �- Core Requirement No. 1-Discharrge at Natura/Lorallon The current property has two points of discharge; Basin A -westerly basin-the property sheet � flows to the west and into the drainage ditch along Ni1e avenue NE, Basin B-easterly basin - '; ' flows east into the large wetlands then flows to the southeast corner(this drainage break is approximately along the easterly side of the pro�sed extension of Pasco Piace NE). The easterly basin -this area will be set-aside as open space with the only de�relopment being lot 1 which will utilize fufl dispersion of runoff continuing into the existing wetlands and flowing to �` the southeast; the westerly basin-this flow will be collected into a wet pond and discharged into the existing roadside ditch along Nile Avenue NE. �r ' Core Requir+ement Na 2-Offsite Ana/ysis There are no upstream basins that contribute to the site. Nile Avenue IVE has a ridge line (high , point)just to the north of the property. This properly appears to be the northerly extents of ; the basin on N91e Ave that flows into Maplewood Creek. The wetland to the east is proposed to be left un-disturbed with no changes occurring in this basin, Core Requir+ement No.3-flow Cont�n/ The proposed project wil! be required to provide detention for the impervious areas. A storm water facility is proposed on the westerly side to collect and discharge flows per the , 2009 Manual. Afl the proposed roadways onsite (NE 7�' and Pasco Ave NE) wiEl be collected and conveyed to the sto�rn water facility. Lot 1 on the east wilf utilize full dispersion with a 100 foot flow path for flow control within the easterly basin. The pond was sized for the impervious runoff of: Wetpond area = 9,583 square feet; roadways/sidewalks/driveways = 31,509 sq. ft.; and from lots 2-11 = 36,000 square feet (OR 3,60Q square feet average). Note: the impervious area from lots 2-11 is area released to the storm conveyance system. i0% of lot area impervious surface sha11 be mitigated on each lot reducing the amount being discharged into , the pond. Lot area for 2-il = 73,297 sq. feet; (10% lot BMP = 7,330 sq. ft.); maximum ' impervious of each lot 4,Q00 sq. ft. = 40,000 sq. feet. Therefore, the maximum impervious from lots to pond would be 40,000 -7,330 = 32,670 sq, feet. Pond was sized fo� �.+�� sq. ft. Pond is oversized. Cor�e Requirement No, 4—Conveyanae S�stem The proposed on-site conveyance improvements will include curb, catch basins and a pipe network for collection of surface runoff from landscape, driveways, roadways, and sidewalks. Ro�f downspouts will be connected via tight �ine to the conveyance system. Core Requrrement No.5—Erosion and Sediment Contro/ A Temporary Erosion and Sediment Control Plan implementing the Best Management Practices will be designed as part of the final engineering plans for the project in accordance with Gty of Renton requirements. Core Requfrement No. 6—Maintenanae and Ope�ations The Maintenance and Operations of BMP's can be found within Appendix E. A declaration of Covenant shall be recorded on the plat to aElow for inspection and maintenance of storm water BMP's. Co�e Requinement No. 7—l�'inancia/Guarantces and Liabi/ity The �inancial Guarantees and Liabilities will be required prior to the project being finafized by the City of Renton. ; Core Requinement No.8—Water Qtra/ity � � The project will provide water quality treatment as a wetpond within the stormwater facility located within Tract A. Two water quality cells are provided: Cell #1 providing 3,450 cubic feet; and Cell #2 provicling 6,440 cubic feet of treatment. The calc�lations for water quality treatment can be found in the Appendix of this report. Specral Requirement Nv, 1—Adopt�ed Area-SpeciFc Requir+ement_s There is no special overlay or requirements within the City of Rentor Specia/Requir+ementNo. Z—P/oodplain/F/oodway De/ineat,� This requirement does not apply. Sp�ecia/Requirement No.3—Plood Protection Faci/itres This requirement does not apply. Sp�ecia/Re+quir�ement No. 4—Sourc�e Contro/s This requirement does not apply because the project is located in the basic water quality treatrnent area. Spec�ia/Re,quir+ement No.5—Oi/Contro/ This requirement does not apply. Spec�fa/Requirement No. 6—Aquifer Protection Area The project is located outside the zone i and 2 aquifer protection areas, APPENDIX A - ORAINAGE CONTROL PL4N B-STORM WATER CALCUL4TION5 C-DOWNSTREAM REVIEW D-GRDUNDWATER PROTECTIONAREA MAP E-ORAFI DECLARATION OF COVENANT-Inspection and Maintenance F- TIR WORKSHEEI G SOIL LOGS(by Associated Earth Sciences, Inc.) 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F 0 � � � � � � �g ��i�� g�� s s � � � 9 •5 �iE��j � �� i i : u � � a t . � z t � � � a�� , � OLYMPUS VILLA PLAT • OFFE ENGINEERS � m �� I �� C�AMINEST OLYMPUS VILLA,LLC ��^ ,r �n` ROADlSTORM PLAN&PROFfLE , ,� � '�� I I � I _1 ,---4 .... . . . . . � I B - STORM {�YA TER CALCULA TIONS , � '�� ;- � I � � � ,� , , r „ W 2 � \ 2 ` — .�I ` � ____ ____—.'_—__ '—__—.___-'_ ��M 0�[��oP� �j +�•�"� p�E_pEVELOPE� SU8 BA�`N B � \ _ V�► I V � `�. ` PRE-��,OPED SUB B15� B � c�_ <�. 2'�� ` � � � I ^"�,^� __-�_ _ J' - _- � �. � `� � 4 ��"" _, SUB BASIN DELINEATION MAP 2 � � � ti L�� 2 � .,--..�..�...»_ .� ��rmi�nv IIAY CJm(MAl (1/ME MYSIf1010N) a�� : PRE-DEVELOPED SUB F3ASIN 8 � � wr�w000 a�x salw � \ � \ ��ri�n.w �. f� � W � � � � e J � � � _� �, J�I. �� '2 oy, �' ��z PRE_pEVELOPED SUB BASIN B � � �, FLOW � � -- .. --_. F I �� . 0. p�r� � BREAKDOWN OF BASINS Existinq Site Conditions To1al Till Till Area Grass Forest Wetland Notes Basin A 2.88 ac 0.00 ac 2.78 ac O.fO ac KCRTS Input Paramefers Basin B 3.84 ac 0.00 ac 2.�16 ac 1.38 ac KCRTS lnput Parameters 6.72 ac Developed Site Conditions 8asin A Total Max. Design Till Till Area Imperviou Impen+ious Grass Forest Wetland Notes Public RMI 49:144 sf - 24,444 sf 17,635 s 0 sf 0 s 8'Planter,5'Sidewalk,26'paved section Sidewalkl DW - 7,065 sf 0 sf 0 sf 0 s Lot 2 5,612 si 3,76B sf 3,600 sf 2,012 sf 0 sf 0 sf Lot 3 5,455 sf 3,489 sf 3,600 sf 1,855 sf 0 sf 0 sf Lot 4 8,467 sf 4,000 sf 3,600 sf 4,867 sf 0 sf 0 sf Lot 5 7,013 sf 4,000 sf 3,600 sf 3,413 sf 0 sf 0 sf Lot 6 7,013 sf 4,000 sf 3,600 s 3,413 sf 0 sf 0 sf Lot 7 7,013 si 4,000 sf 3,600 s 3,413 s 0 sf 0 s Lot 8 8,181 sf 4,000 sf 3,600 sf 4,581 sf 0 sf 0 sf Lot 9 8,181 sf 4,000 sf 3,600 sf 4,581 sf 0 sf 0 sf Lot 10 8,181 sf 4,D00 sf 3,600 sf 4,581 sf 0 sf 0 sf Lo111 8,181 sf 4,000 sf 3,600 sf 4,581 sf 0 sf 0 sf Det Pond Tract 13,199 sf 9,583 sf 3,616 sf Totals(S .Feet 135,640 sf 77,092 sf 58,548 si 0 sf 0 sf Totafs(Acres) 3.12 ac 1.77 ac f.35 ac 0.00 ac 0.00 ac KCRTS Input Parameters Design 3.12 Acres ' Ma�mum Impervious:ziculaton-R 8;i5°k)for lots'-i R-��55%)for lots 8-�� The�reducing an a�citional �0`i�tc obtain maximum �mpervious a'Jowed oy 2�09 Manual. Maximum Impervious:s e ther lot area'max ailcwed by zoning CR 4.000 sq fee'whichever is less. Sasin `A'-Existinq Sasin Conditions: Basin `B'—Existinp 8asin Conditions: Existing Forest Area= 2.78 Ac. Existing Forest Area= 2.46 Ac. Existing Wetland Area= 0.10 Ac. Existing Wetland Area= 1.38 Ac Total Basin Area= 2.88 Ac. Total Basin Area = 3.84 Ac. 8asin `A'—Developed Basrn Conditions: 8asin 'B'—Develoaed Basfn Condldons: Total R-O-W Area= 1.03 Ac. Remaining Forest Area= 222 Ac. ' (Assume 70%Impervious (Lot#1 fully dispersed,assumed forest) Impervious R-O-W Area= 0.72 Ac. � Landscaped R-O-W Area= 0.31 Ac. Remaining Wetland Area = 1.38 Ac. � (Wetland Areas to remain undisturbed) Tota! Lot Area= 1.74 Ac. (Max. per lot coverave restr�ction) Total Basin Area = 3.60 Ac. impervious lot Area= 0.83 Ac. Landscaped Lot Area= 0.91 Ac. Total Detention Pond Tract= 0.35 Ac. (Max. water surface assumed imuervious) Impervious Tract Area= 0.22 Ac. Landscape Tract Area= 0.13 Ac. Total Impervious Area= 1.77 Ac. Total Landscaoe Area= 1.35 Ac. Total Basin Area= 3.12 Ac. Existina Basin Summarv: Develoc�ed Basin Summanr: Existing Area—Basin `A'= 2.88 Ac. Developed Area—Basin 'A'= 3.12 Ac. Existing Area—Basin 'B'= 3.84 Ac. Develooed Area—Basin 'B' = 3.60 Ac. Existing Area—Totai Site = 6 72 Ac. Developed Area—Total Site = 6.72 Ac. Q � m � Basin `A'—Existina Basirr Condifions �� Land Use Summary __ �`� _ . _ -- _ __ Area � Till Forest 2.78 acres Tili Pasture 0.00 acres 7i11 Grass 0.00 acres Ouiwash Foresi 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0•10 acres Total 2.88 acres Scale Factor: 1.00 Hourly Reduced Time Series: A-Predev.ts� » Compute Tirne Series Modify User Input __ File ior computed Time Series [.TSFj :!ow Frequency Analysis :'i^�e Series E'ile:a-predev.csf Froject Location:Sea-Tac --Hnr.ual Peak F;ow RateS--- -----FlOw erequency Anal•ysis------ �low Rate Rank Time of Peak - - Peaks - - Rank Return P_ob CFS) ICF3) Period =�.19C 2 2/09/O1 18:00 �.203 1 lOC.CO 0.990 �.067 7 i/05/02 16:00 �.1?0 2 25.00 0.960 ' J.155 3 2/28/03 3:00 0.1�� 3 10.00 0.900 025 8 9126/C4 2:00 0.151 4 S.CO 0.600 0.093 6 1/D5/OS 8:OD D.137 5 3.00 0.66"I _.151 9 1i18/06 20:00 �.C93 6 2.00 0.500 0.137 5 11/29/OE 9:00 O.OE7 7 1.30 0.231 0.263 1 1/J9!08 9:00 0.025 P. 1.10 0.09= -� --_ =eak= -._-� __.__ _."'°"` Basin `A'—Develoaed Basin Conditions r 1 � Land Use Summary �` , -"" I - - - - - - - Area ? i Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 1.35 acres i Outwash Forest 0.00 acres � N� Outwash Pasture 0.00 acres ! ' �� 0.00 acres � � Outwash Grass i�l Wetland 0.00 ac�es �� Impervious 1.77 acres h� Total � , �� , 3.12 acres - � Scale Fador: 1.00 Hourly Reduced �� Time Series: A-Dev.ts� » i ' IIl Compute Time Series � Modiiy User Input __ I� - - — --- --- ---- - �' File for computed Time Series [.TSF� :loW Frequency Rnaly=:= Time Sezies File:a-ce•s.-__ Project 1,ocation:Sea-'� ---A.nnual Peak Flow F.. -r _,,:: -. Flow Rate Rank Time of Peaic - - PeaAs - - �.at;k ReLcrr, �c�.: (CFS) ;CFS) Period �.550 6 2109/O1 2:00 1.12 1 �OO.OD C.= J.990 8 1/05/02 16:00 0.67fl 2 25.00 C.=�" , �.663 3 2/27;03 7:�0 0.663 3 :0.00 C. - . '.466 7 8/26;09 2:�0 0.582 4 5.00 C.- �.569 5 10/28/09 16:00 0.569 5 3.OD 0. �.582 4 1/18/06 16:00 0.550 6 2.00 0.- Q.678 2 10/26/06 D:00 0.466 7 1.30 0.'= :.12 1 1/09/6H 6:70 0.49Q 8 1.7� � � - . � o� . _. ,._ ; _. Basin `A'Pond Design FacilitV DeRni6on Type of Facility: Beten:ion Pond S�de Slope: 3.00 H:1V ?�nd Bottom Length: 65.�0 ft acnd eottom ➢lidth: 55.00 ft Fond Bottom Area: 35�5. so. f: :_� Area at 1 ft. FB: lOQ�S. sa. f= 0.231 acres ___...._,i.-v Stozage Depth: 5.75 ft ",�e 0 Elevatior.: 5i1.25 ft ;torage Volume: 34740. cu. ft 0.798 ac-ft Riser Head: 5.75 ft a:sez Diametei: '_2.00 inches ,,:;er of orifices: 2 Full Head Pipe ::_`ice # Height D�acoeter Discharge Diameter (ftl ;in) {CFS} �in) ' D.00 0.86 0.050 2 9.35 i.88 0.1�3 9.0 Top Notch weir: None -`ioN Rating C��rve_ None Staqe�Sforaae/Discharqe Perfom�ance Stage 3�e•�ation Storage Discharge Percolation Sur� Area ;ft) {ft1 (cu. ft) (ar ftl (cfs) (cfs) (sq. ft) 0.00 �11.25 0. 0.000 O.00C� 0.00 3575. 0.01 511.26 36. 0.001 O.00Z 0.00 3562. ��.02 512.27 72. 0.002 O.003 0.00 3589. 0.03 511.28 lOB_ 0.002 O.D03 0.00 3597. 0.09 511.29 199. 0.003 O.009 O.00 3604. 0.05 511.30 190. 0.004 0.005 0.00 36i1. C.06 511.31 216. 0.005 D.D�S 0.00 3618. 0.07 511.32 252. 0.006 �.D06 0.00 3626. �.17 511.42 618. O.Oi9 �.D09 0.00 3698. �.27 511.52 992. 0.023 �.011 0.00 37'12. 0.37 511.62 1373. 0.032 �.�23 0.00 3896. p_S7 511.72 1761. 0.040 ].D19 0.00 3921. 0.57 511.82 2157. 0.050 O.D16 0.00 3997. 0_67 511.92 25fi1. 0.059 ��.017 O.GO 9C79. G.77 5:2.02 2972. 0.068 O.O1B 0.00 9151. �.87 512.12 3391. 0.0"78 0.019 0.00 9229. `�.97 512.22 3817. 0.088 G.020 0.00 9307. ' :.07 5'_2.32 4252. C.a9B �.622 0.00 4387. 1.17 512.42 4695. 0.108 C.022 0.00 4967. 1.27 512.52 5196. O.11B C.023 0.00 4597. ].37 512.62 5604. 0.129 C.024 0.00 4629. 1.47 512.72 6071. 0.139 C.025 0.00 9711. 1.�7 512.82 6597. 0.15D 0.026 O.OG 4794. 1.57 512.92 7030. 0.162 0.02� D.00 4878. ].77 513.02 ]522. 0.173 0.028 O.DO 4962. 1.87 513.12 8023. D.1B9 0.028 O.00 5097. 1.97 513.22 8532. 0.196 0.029 O.DO 5133. %.07 513.32 9049. 0.2DE 0.030 0.00 5«�. ' _.i7 513.42 9576. 0.22D 0.03i O.D� 5�_�% �.27 513.52 1C111. 0.232 0.031 0.0� 5395. _.37 513_62 10655. 0.295 0.032 O.GO 59"09. _.97 513.72 1120�. 0.257 0.033 0.6D 557<. -.57 513.82 11769. 0.27C� 0.033 O.GD 5co� -.67 513.92 12340. 0.283 0.034 D.OD 575a. _.77 514.02 12920. 0.297 0.035 D.CO 589�. ?.87 514.12 13509. 0.31C 0.035 D.CO 5938. ' _.q� ..�..« 14:On, C.�. _ p.0?5 '.��.�� _�,3:. �, Stacrd5toraom�Dischaive Performance(corttinve� Staqe E'_evation Storage Discharge Percolaticn Surf Area "1 (`t) icu. ft; {ac-ft) (cfs) �cfs> ,sq. fc1 '.0'J 514.32 14715. 0.339 0.036 C.00 6125. �.17 519.92 15333. 0.352 0.037 C.00 6219. 3.27 514.52 15959. 0.36"0 0.038 O.00 6319. ?.37 514.62 16596. 0.381 0.038 �.00 6910. '.97 519.'2 17241. Q.396 0.039 D.00 6507. 3.57 519.B2 17897. Q.911 0.039 Q.00 6609. '.67 519.92 18562. 0.426 0.040 0_00 67D2. �.77 515.02 i9237. 0.992 0.040 C.00 6E�1. 3.87 515.12 19922. 0.957 0.04''. C.00 6901. !.97 515.22 206i6. 0.473 0.09i C.00 7�D2. 1.07 515.32 21323. D.490 0.092 C.00 7102. =.17 515.42 2203B, 0.506 0.092 C.00 7203. .27 515.52 22�63. 0.523 0.093 C.00 7306. :.35 515.60 2335:. C.53E 0.093 C.00 7388. �.37 515.62 23499. C.539 0.044 0.00 7909. =.39 515.69 2369?. G.593 0.046 0.00 7930. �.41 515.66 23796. G.596 0.050 0.00 7950. V.43 SI5.68 23945. 0.550 0.055 0.00 7971. y.45 515.70 29095. Q.553 0.062 0.00 7992. 5.4'7 515.?2 29295. 0.557 0.069 0.00 7513. �.49 515_79 24396. C.560 0.078 0.00 7534. I.51 515.i6 29596. C.564 0.082 0.00 7559. �1.61 515.86 2530'. 0.581 0.093 0.00 7659. �.?1 515.96 26078. 0.599 0.102 0.00 7765. 4.8i 516.06 2686C. 0.617 O.11Q 0.00 7871. 9.91 516.16 27653. 0.635 0.117 0.00 7978. �.01 516.20 28456. 0.653 C.129 0.00 8686. 5.11 516.35 29270. 0.672 0.130 0.00 8194. �.2? 515.95 30095. 0.691 0.136 O.QO 8303. 5.31 515.55 30931. 0.7I0 0.141 0.00 84i3. 5.91 515.'cv 31777. 0.730 0.146 0.00 6524. �.51 S1o.76 32635. 0.749 0.151 D.00 6635. 5.61 516.85 33505. 0.769 0.156 0.00 6747. 5.71 51r.95 34385. 0.789 0.161 0.00 6860. ' �. ,° ��_7.00 35-�5C�. 0.��76 0.16�� ''.00 G905. Staqe/Stora4e/Oischarae Performance af Sianifrcant Srorm Events Hvd ;nfiow Cutflow Feak Stciage Target Calc Stage Elev (Cn-Ft) (Ac-Ft) : 1.12 0.26 0.73 5.89 517.14 36092. 0.827 � 0.55 "'***** 0.16 5.74 516.99 39579. 0.796 < 0.55 •***"*• 0.13 5.18 516.43 29888. 0.686 �3 4.fi6 *'**>*� 0.19 �.31 516.56 �09QB. 0.71C =, �.58 "*'*" 0.04 9.57 515.82 29580. 0.573 ' E G.34 •'*'*'" 0.09 9.23 515.4B 22952. 0.516 C.99 •""*' 0.09 3.71 514.96 188�1. 0.432 0.97 *x***** D_�3 2.b9 513.99 12983. 0.287 KCRTS Rou6no/nstructia►s Route Time Series throug.`: eacility "r.florr Time Series File:a-dev.ts` :tflow Time Series File:A-RDOut i 'nt;o•.+/Out`low Analysis Peak Inf2ow Discharge: L i2 CFS �r ':r,r cr, �ar, 4 i-_ rea- £� Feak Out�low Discharge: 0.727 CFS �t 1�:OG c; Ja^ 4 ir. fza: ? Peaic Reservoir Stage: 5.89 Ft Peak Reservoir Elev: 517.i9 Ft ?=_ak Reservoir Storace: 36092. Cc-et A^- . i i � r II � � Duration Comparison Duration �cmpa=_�. ... __.- . . Base File: a-�_ede�� r r� New FiiE: a-rdout.t;f Cutoff Units: Discharge ir, i:__ ', ' -----Fraction of T�c�e--- - -- --- Cneci: oi T�ie-ance----- I_ �utoff 3ase New iChange Probability Base NeW BChan�c 0.090 i 0.77E-02 O.S1E-02 -33.9 � 0.77E-02 0.046 �.043 -9. 0.057 I 0.56E-02 a.93E-02 -29.1 � 0.56E:-02 0.057 �.044 -23. ( O.D66 I 0.93E-02 �.3�E-02 -13.5 � 0.93E-02 0.068 0.056 -18. � 0.080 I 0.33E-02 0.�96-02 2.D I 0.338-02 �.680 �.081 1. O.D91 � 0.25E-02 0.29E-02 -3.3 I 0.25E-02 O.Q91 0.089 -1. O.IO2 I 0.18E-02 0.1�E-02 9.5 � 0.28E-02 0.102 0.103 _. 0.113 I 0.12E-02 C.1�E-02 26.7 I 0.12E-02 0.113 0.12i -. ' D.129 � 6.90E-03 �.11E-02 27.3 I 0.90E-03 0.129 0.131 _. 0.135 I 0.60E-63 �.08E-03 13.� � 0.60E-03 0.13� 0.139 �.- D.14F � 0.36E-03 C.29E-03 -18.2 I 0.36E-03 0.196 0.145 -_ 0.157 ( 0.:6E-03 C.15E-03 -10.v I 0.16E-03 0.157 0.156 -�. G.168 � O.ilE-03 C.33£-04 -71.9 � 0.11E-03 0.162 0.159 -_ � 0.179 � 0.62E-09 0.15E-04 -80.0 I 0.82E-04 0.175 0.162 -9. - � ' 0.190 � 0.16E-D9 0.16E-04 0.0 � 0.16E-04 D.:�� C.20� '. i Maximum positive excursion = 0.016 cfs ( 8.�4' occuzring at 0.168 cfs en the Base Daca:a-p.� and a: 0.203 cfs oa the Nev Data:a-rdout.t� - Maximum negative excuzsion = D.O15 cfs (-25. occurzing at O.Q`5 efs on the base Qata:a-p: and at 0.045 cfG or. the New Data:a-rdout.ts � I - i�v�;xa-a„�,��,a,.y,:�-rcxis .-.,�; �, ---e.t.� N _-__ - 3 0 ` A-Targetdur • �, , , w � o �.., R -- L u� '�� o ti. .� � I (n cv y. LL U o ' • ai � o� m �� il I i L � - a y O i� � ,�• I� : i , o , � - i� o . 00 . , � �, 0 0 0 0 00 , �o�` ,o� ,o-' ,o'z ,o-' ,o� Probabdrtv Exceedence I � m � m Basin 'B'—Exlstin_a Basin Conditions r - � LandUs�Summary l-_; '_._—____� __ _ — - _ _ Area ? �_ ( ' Till Forest 2.46 acres Till Pasture 0.00 acres Till Grass D.QO acres � Outwash Forest 0.00 acres �� Outwash Pasture 0.00 acres � Ouiwash Grass 0.00 acres �� Wetland 1-38 acres �_ , �! Impervious 0.00 acres !�' Total , 3.84 acres Scale Factor: 1.00 Hourly Reduced ' ! Time Series: B-Predev.ts� » ' I #' Com ute Time Series a; P .� Modity User lnput , _ ----------—_ File 1or computed Time Series [.TSF] Flow Frequency Analysis T�:me Series File:b-pr=dev.-.sf �, Pro�ect Location:Sea-Tac ��. --Annual Peak Flow Ra_e= - -----Flo•�r =requency A:alysis------- :low Rate Rank Time cf Peak - - P2eks - - Rank. Ret.:rn Pzoo 'CFS) ICFS) Period =.339 2 2l09/O1 15:00 D.996 1 100.00 C.990 O.D65 ? 1/OS/02 16:00 0.3:s9 2 25.00 0.960 , 0.31C' 3 2/27/03 8:00 0.31D 3 10.00 C.?0� �.O1C 9 3/24/09 19:00 0_173 4 5.00 0.8G�i 0.08� 6 1/O5/OS 8:00 0.122 5 3.00 0.667 C,.122 5 1/16/OE 21:00 O.D?3 6 2.00 O.SGO 0.173 9 2/O1/07 0:00 D.'v65 1.30 0.231 , �.496 1 1I09/08 9:00 0.010 B 1.10 0.091 Conp'�ted _eaks 4�= � C4 C_9R5 6asirt 'B'— Developed Basin Conditions r — � Q Land Use Summary �.`T' _ __. _ __ -- - - i ' Area ? � - � ji �� Till Forest 2•22 acres Till Pasture 0.00 acres Till Grass 0.00 acres Outwash Forest 0.00 acres Outwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 1.38 acres Impervious 0.00 acres Total 3.60 acres Scale Fador: 1.00 Hourly Reduced i Time Series: B-Dev.tst� » � Compute Time Series Modify User Input File for computed Time Series [.TSF] F_ow FzE;�_e::cy rina�i.,�s�s - .,e Serie=_ Pile:h-dev.tsf ect Loca�ion:Sea-Tac Anr.ual ?eak Flow Rates--- -----Flox Fiequency Analysis------- �.� Rate Rank Time of Peak - - Peaks - - Rank Return Prob �FS) ICF5) PetiOd �i,319 2 2/09/O1 15:00 0.927 _ 100.00 0.990 `.�6� 7 1/OS/02 16:00 0.319 2 e5.00 0.960 , J.3G1 3 2/27/03 8:00 0_301 3 1C.00 C.900 .�1J 8 3/251�9 19:00 �.165 4 5.00 C.800 .�.C77 6 1/05iD5 B:00 D.110 5 3.00 0.667 i.110 5 1/16/D6 21:OD O.G77 6 2.00 0.500 �.165 4 2/O1/07 0:00 O.C60 '! 1.30 0.231 '.47"1 _ _;09/''8 9�00 2.C10 8 1.'_0 0.691 WATER QULAITYCALCULATIONS ' Wetpool Sizing Calculations Per 20D9 King County Stormwater Management Manual Project Name: Olympus Villa Project Number: 107-033-11 Facility Description: Basin 'A'Wetpool Step 1: Identify required wetpool volume factor(f�. f= 3 Per KCSWDM 6.4.1 1 Step 2: Determine rainfall(R)for the mean annual storm. R= 0.47 Per KCSWDM Fig. 6.4.1.A Step 3: Calculate runoff from the mean annual storm(V�)for the developed site. V._ (0.9A;+0.25Ata+ 0.10AK+0.01 AoJ x{R/ 12) where A; = Impervious Surface Area= 77 101 s.f. A,9=Till Grass Area = 58,80o s f. A„ = Till Forest Area = 0 s.f. A� = Outwash Area = 0 s.f. V,= 3,294 c.f. Step 4: Calculate required wetpool volume(Vbl- Vb= fxV, Vb= 9,881 c.f. 3 � W � � Q o�c Z � 0 0 � v � E7h'N - N i 23N R�SE^.,�. � __ . �--- - ---- - �--- .}. _ __ � � , -- ! , - � � �. y . ' ��,I �'.. s . �'� 1 � � - T. - - � �, - --;� . _ .. _ �£7th Ct� - � , . i � '�. � ' � . „ . . � . � � � . . .. � _ , ----� � 3� �t�A . �,� �. - -� ! _ '' � , : '.� _ � I "� � �, - 1 �;. : �� -_ i q �'�� -. 'r--�- � -� _ � - , � � � � � , I ; , � ��, . . - _ _ ; . � � , � I"'_" ' __ . � �I�M h I ' U1 a, .. ' ' , , � � '� m o• _ W . ' '—�. � - - . - - - . - o —" � ; It - - . � ti (Y �„SE!JM St V£61k S�� ' - � . a ' er Z � — 1 � I � � _ � S£/IHi St, '... SE Ith S�i O I r � ? � m U �ry • ` Iy` , I . . , . _'_�__ . I N tn � 1 u � '�. f71 . � 1 W 1 . � . , . m � . ... '"' , r ? - . }� . . � . , ;. _.--� _ I'' , ,��- , ��{ . . y ...rZi' : . . _ i " . . . � �� .. � i,,--- I 4� �a � "o L ; 3 � � ' ai— �,mr , �f�� l� r • - �—/ � �, _ , � � !. 1 ,.i t _ I �� , _ � _ _ �----f „ . . . L---S II m, ,. � �� _ r� i � ' , Y . � H£�16 P!y � � �.. �� . � ... �, � �� .�.r �. 1 � � � � . I —'_ j � � > ��. 4�. —.L � ' � -- �'�. . 1� r I' � \1�� .yrnlM � . `� , ' '-9.. -�..y ' I �:�.. . l� S , 1.. .. ._ n ' . �a , .� W ,m� � ��° . L—�„� ' �' �, �� 'W "'' � �� wd�_-..i,.r�-SS/7&kSr . � -. �:..m � � �. ! "Z li � � ,. ', ` -.\ �- � ' "--�=k. p,'-.y.� � , Y\ . "o,_ '' . _ '1 .-+�,.��_ �, ' ', � +w� �', � n i �' � �'�W i �t � — I � ��^m.y�', � , � , r�.` NE'3rdW � "'a`�-.� '7'�.. .\� a � � ��., tr. ..��i : �y� F7NW- 'AT 23N R0.5E NW 1�4 'V N` Y N Structures Convayancr Flow ConVol Facflfty y�'+ �t� 41 • _ ...� ' �.a r Cn�cf�� '� Rantan R�nton R�Mon �,� ' u � r t_ ;*_r _ .' � r��(� � ■ Irw� —�P�W O Pad uv �.H a.y s. � .�.��.Jv'� �.��..� • Typ�t .�Givri � '�ni � 4' n c. ` u�. �'' Surface Water Utility . ,,,.� �,,.�. • �.�� ,. � v � � r� P�.��•��x� `;�� Q " � � Asset Inventory � �S� -�..., • � _ Prlvsb�'P'Pr�flc) Kinp County p Ani '� T+_ r, � n May 2009 . • w.� --pw � v.,,n �� - �; • typ�7 —Cubsn !Wy Ca�mry w� �n • Typ�7 WSDOT � PW �♦ W► -� ■ ue�tt ^Pp� �p Ta�t � _ �15'!� 0 150 300 600 Klnp Counry ��G+iran Nfse�llanwua � � �c � � Feet .. � InW OIM� ��R«Yan Lmu . i a' � fmi.� ■ Tyq 1 �CTw��' �PM -�1 nT ur �� UI�NHm.: ' Ws�t°" —� ��. m.��.��b.�.�� aa. 11T 23N R05E SW 1/4 � Try�i Flow Controt +ort ca+�ar k/o'mrbn��N�W M NY lim�MiC�Mua�n. O Typ�2 ��MW��on wJ b p�nti pi0r+u u+h' 'M GM d Rnron �� Y mi nyen�id�b�rtM o�OnW�rom �Mun Tu . �Biwr4s Momrtn a ww br Va'�nM.a.qn..nabr mu�ufon W�pw�.uun w b RMd.Mh w� 5311 Inb�lbn. I� I � i OFF-SITE ANALYSIS D1tAINAGF, SYSTEM TABLE SURFACE WATER DESIGN MANUAL,CORE REQUIREMENT#2 OLYMPUS VILLA RASIN A(wEs�ui.v) Basin: Cedar River Subbasin Name: Ma}�lewood Creek Basin Subbasin Number: Symbol Drainage D�ainage Slope Distance Existing Potential Observations of feld • Component Type, Camponent from site Problems Problems inspector, resource Name, and Size Descri tion dischar e reviewer, or resident sea map Type:sheet flow,swale, drainaga basin,vegetation, % Y.ml=1,320 ft. constrictions,under capaaty,ponding, tri6utary area,Iikelihood of problem, stream,channel,pipe, cover,depth,type of sensitive overtopping,flooding,habitat or organism overflow pathways,potential impacts pond;Size:diameter, area,volume destruction,scouring,bank sloughing, surface area _ sedimentafio�,incision,other erosion ,� Channel Flow Open grassed ditch along 2% Sta 0-8+00' None None None observed Nile Ave tlowing south Ditch needs to be together with several maintained driveway crossings with 12"culverts. $ Pipe Flow Across entry of 3% Sta 8+00'- None None Upstream end open and clean-no development at the Tnt'x of 9+50' apparent capacity problem. Nile Ave and NE 6�'Street -flow continues south - - _ -- - _ —__ _ _- -- C Channel Flow Flow continues south along 5% 5ta 9+50' - None None None observed east side of Nile Ave NE in 15+00' open ditch and driveway cross culverts _ ---- _ --- - P Pipe Flow Flow enters storm drainage 4% Sta 15+00'- No problem None None observed at time of site visit system of resent 23-+00' appear at inlet of Flow continues downstream to the development and conveyed storm pipe-or west along NE 4'"Street to the Int'x of Nile Ave visible at and NE 4�'Street. downstream end ;�, _ _- --- '- ' �.- � _ _ ', ,, : �- - � . .. ,. , _ � -- , _ , , j ,. � , , .:�: - I ;t " : . .. ,.� �� jM' f ��y f� �:. ., q.� - .� �� } . t . . � � ��;� � � � w � a . � 'rt �y f', �. _ - � :. > �, � k 4 , =y*;�� . � . �.�� " �'r:iF��`��,'� �x ��- ,,, � � . : . �R �T A �A ��t� h 1�1 .� L 1 �.. I _ � h��• Y �}�'. ,F H � ¢,: . � Y�� . � � . _ �Y_ � . ' �I ;, ��+i.w_ .�"�p'_� �___.� '" '4�1t ..�•¢'.�. ._ _ ,_ �.�- __ — '+��II�� i,` �'Y �.k�.� �� il � .�..�. ., ,F.-.... �.F,.,,,... .`r .--, :. ,:�. �,�..� --... ,.s., � .. ... ,. ..c`.�- i Photo 1 Site looking East from Nile Ave NE i e►�p '�,\ \\\ , \ , � �� • � .� a � ,'�, ,r� < r �: ._ . 1 - - - � . a � �--� ..�., . � � "'u i �r � .'�, rc�„�` k _ �.,� ' .3. .t`�• > � : �� .� 1 � % ,�,�3:,� , . �t �`. f��J �� y,, ��-�� " ' 'y f 2�;,, .�-�_.� }�, -- . ♦ ,n. .. � . - , �:�,.* , a �I �e _ ��Y�� 3-.y{a� • t.^ f - ~,�.4'.r . . '.3 ^�r�_��L �`1.i'Y4- .n� . .J!' '�.•3 ' a . . �.. �. Photo 2 � Site looking South along Nile Ave NE r- F s �� _ � "� , t : `� Y�. 1 ��.�i� �� y f �, t ' ♦� )� � - ': : �� y .��3._' t: � . _ � � _� � � �-•� _ " =z�" �� '' � ,:.�'"=" i K� ^ �� t � �� . -•.k. �. i 1 . R-.".z- �� ! _.. . .s�"'�-�s.. . . Photo 3 Downstream roadside ditch with driveway culverts �� . s ; . , ; �� . g , � xy. �_�� .. ! 5.� � 4�� . >, P� — — ' �, ��x. ...r� ��:. -0 � s;�� Photo 4 Downstream roadside ditch ��ith driveway culverts �, Y .��d,� ;M r~. ' .,'7:y,. � �i �' � � �. �:y- � � ' �s'�< n- �s � • � � �'�� y � ` G . �9 � p ��.��:, I�b' ` 1 ``'r .°'i� _ �� i I '�' }� �� — �3 "�'�'�+.,: , � '�r '�' ,f- �y �«� � n.}` ` �_.. °-�f�y.,..r�s ,a �. J . _. ��h 4� � s <.��z r� . ._,.� ,y.. � ��r C, . , .._ " �' �' _ . t '�-a� �t"� s '. �.,, �°�'�,, � 3.z� �.� x :Y�r�1�- ��,,. . . ��_� � _- _ � ��.. �.4 � . _ _ L_ �� '� '��'�' �,. Photo 5 Intersection of NE 6�' street and Nile Ave NE C x�-` �.�� . � ; _ �� , . � .:, � _,:� � ��µ "'��I � .. � - � : :3. -� . �,� a . - . � �t��. � � ( �^f` _�. �'�,� , r � :Y �w:. e. -- , �.;:. � a ... .c»~ r`, ,� x�.. �lk�� ,�,A� �:... � ,, , �','.>x {F "�;, �s � a''1 i . ;e�a,'.'� `,'� �- �� ;�-�C]." Y ` � �`-�` I"� ✓ L• s ��:� .� �,r� ��` '°:, � i.�' ,.� . `�� '.�: *'�, .� *�� '� - ,��'S� �t'�` ' �� t ��r `"�`•''�?' s,��"` "�1�.�;' Photo 6 , Downstream of intersection .P��f�� :� _ t � ..;:� •!.�_ ' ` �t�� , `.� ' C.�.�� .1 � �� t� �� -� � "� �� ;��+ �s`� �,�rl� � �,,. `i� ' `� `' �;� �'.� ..�.� 1 �a��`' + ;��=� 4 ;�, _ �,. � 9� . � _._. .::� ! . :�_.r.;...� :�� c' � t ..'u: ' " �ii �`�' 'a sF�. -- - . . , � _ . . �. -c. : . . _.... .... ... "... .._. ., . ... _ .. Photo 7 Pasco Ave NE viewing North and second entry ' � __ _ — -- OFF-SITF ANALYSIS DRAINAGE SYSTEM TARLE SURFACE WATER DESIGN MAIYiJAi,, CORE REQUIIZEMENT#2 OLYMPUS VILLA BAS1N B(EASTERLY) Basin: Cedar River Subbasin Name: M�lewood Creek Basin Subbasin Number: Symbol Drainage Drainage Slope Distance Existing Potentiai Observations of field Component Type, Component from site Problems Problems inspector, resource Name and Size Descri tion dischar e reviewer, or resident see map Type:sheet flow,swale, drainage basin,vegetation, % '/.ml=1,320 ft. constrictions,under capacity,ponding, lributary area,Ilkelihood of problem. stream,ehannel,pipe, co�er,depth,type of sensitive ovartopping,flooding,habitat or organism overfbw pathways,potential impacts pond;Size:dlameter, area,volume destrudion,scouring,bank slouyhing, __ surface area sedimentatbn,incision,other erosion _____ E Sheet Flow Class 2 Wetlands and O.SU% Sta 0—7+00' None None None observed buffer azea. Wetland outlet bird cage we11 maintained --- _ — - - F Pipe Flow 24"minimum pipe Crom 1% Sta 7+00'- None None Water in pipe same elevation as outlet structure#18575 to 11+50' No apparent pond pond#P I 194. Water overflow or surface within pipe same as capacity issues ond. ___- ---- . ('r Pond Plow Open Pond control facility flat Sta 1 I+50'- None None None observed for Maureen Highlands 13+50' Outlet swcture from pone well #P1194 maintained/overtlow structure _______ open and cleazed �j Channel Flow Open Channel along east 0.50% Sta 13+50'- Channel not Blockage of swale Able to view channel behind side of Maureen Highlands 26+00' ' maintained- could cause pond houses as possible-several trees Plat. overgrown with #P1194 to not and heavy brush block view of small alders and function correctly bottom of channel. Outlet blackberries- - channel needs to be maintained to water standing in allow for pond to function as- bottom of ditch desi ned '1 `��$�' �- i l.. �"�, r �9`,`AI:�R . r{ .� � _ M�i q , � ��a ��y,. � t��1� y, , � , : � . �F: •� .1�� . _�' _ . , . � �a ��r_ ��t.;, �.r.� ��"� � ,�� , �},�, ��,r a.,` � '�� '��' �4.�4 ; E t ti :. � :'�,s�*t•�'�e ,� ,�:; �" �'as ;� �.3 =ti' �a�o � 3�. n• -' .. t'� ��'�* rAr, ��'�.� :� -t. t . . � _...,� �' ., r � {� 4- x .. rt. . . . t �� .^� .a�� , .� �, � €� , .� �s, � �`y'�_ _ �� i s�'-� � S�R:. �� °�, a . < �' . , � . � : � >, y . ;., , . . , , � _ „, �. .,'. a r ., �� *�,� 'fi� � t� 3� . .•�' :C 't`'" � r � � `�s� �tlt_' r,`.'��-�f' T� ..��..� '� �� f 3�x,�� } � ... " � .�� i� x , t - i .�� . '�. i " � t ' � '` � ��;�L�.'��i��`� F,• "a. ' .."P ... .. . o ��z�a. ..� ��i A i � '/ t'.iN��.�.� �<t� . .�_ #� °�'�J �,�'� �e*r,� �„ - �'� �„ , � : . �• .is '� 'V� .' x ,�' � . � a � s -� �� a�"'i'�` . �� L�E+•_. ' s�.:: � �`'��t�� .. �:.'Ci� .. �` i ^�i PtlOtO H Bird-Cage Structure#18575 � �,.. f , ��.�� r ;�, ' �' �� .. ,�. �: �` �� . �: £� r__ ..�',�` ■e��S�,. "�� .. 's ��.i-"� �� . kl K '� ��- . � �! �� `� � ��, ,y '- �' �.� _ � ��,` ��,� "�: � �' � ,�, , �-� �� . !r ,' t �� f .� �.-,rt- � =._t-��' # �= �r+; ' �� '� ; � n , � . .v'�.*ti - _�'@=,�c• _., e s� `- ' ':� '"�-. ' � �� - ��t r �� .�§ ��`�� '�d �K.,� �#� �,1 �, �� . ,. � . "W •�`z . `��.. �� ' - . ��x � �y � `s_� . .#.. :_� _— . - �� . � ..� f:s F�z' �� . � � "RX � �p,�� ` � �r1�r � 'h`�r�7v I__- �+,��',�� 3 �o� �+'t�;.' -x.e�_ . ��>�, . . r,. -�Y`= ., , . . _. . '�. � :- -. Photo 9 Viewing Sout6 on Rosario Ave NE #18575 to the right ; �y� - .-�y�ti� i �--� Slr Y �� . �'�� .�� y. ,�.ti. � ti � � � t �>� �, �4 a . $ _ • � � � ' �#.�� ;:�' .. �Y� .. ' . � � � ' v Y� +' 'r �}i�- - �`�.. . - c,�-'�y+s.;. :r '� _ ^_t- fr+�y'. � .gv `�s � F�i3 _ . .:. . ... ��mae,� �.., d" � .. ' f, . �$ .� �� . - � '�'�'�{{`� y`}�� . • ��''-'�� J� � � - .% /� .,�� y�� .. .. ._ Photo 10 YE 6te St into Pood #Pl l94 -;� p' ��' ��, ��` ;� ��`� �,;�., 'r��;,,;.. i�. _ .. � 4 : ' e„'" t`" }� i�a; r i i . �'t;, `t� ��?j . . Y..1_ � �� ,�� . . . . .t � �'� 1 , � �{ ...l�F- �• �y �., .� , �pr..ww-q . � h. '1. ,� � `'Y e" -� , d _ �' ��.; w+"i�. � �� ; A i{ � � 5k< �� , �i +,'� r r � �_' �',� . _ ,,� . .�;4��'_ ,� �;,�.�,, �-�... �' �. �, � �A�� t�-� � ' _ . •-�, ".,.��''� - ��,�F,. .H,_ Ry..- , � `� �, .,�- .� , ' �.,�� , t` � , «_ a -� �,. e,j...�i r�xw� } >•+'J ,�'� ¢ "� ��*.. , � � . " �� .. . � . : � {��?� �'�t''�ru��tiLt t� f;. t � t' rt'}{.'f�h.y j� ��tyii,;..�`}M�..� ,.��_��-�f�-b�''.:Yi t. ��': - � . �f��+� �y a�t'j�+ '?t.1 !s � F. 5��. r„ _ .� .� t : .- ,;;, . , ` i �t'. f •�}�-i:l: �..�`'� - ' � :., A,�} � � � r� , ^��r`�r�� s�, i �_� � `�#' 'i�}Hj ��- ,'m�ni¢'�- ��_ �z �,�t� , ., ''��5�.' � •- - ` �Y 1��` l�'��! ; t�� !'... � F.r-�- �:-. 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M 1 — —� ��r� �Z�T' �f�T ', I f �f�. 1 r�vl�1}Y Iy ti �� f,� I� S•l.'fT'{'• `�r L ti�. ii ��z, ---'�^ ;= ,�-�S�.r�,�f ��. fi, �;��` i i �'` x _:[''�la u,m u,v2 �Jc � ; � �,�`t�,� F!o u; J_— _.. ��- �-,,; _ � �n��r—___ �� , _ �� . �- � - � � �i �--, ,�� .�� I r�� ; I �� ...�� ' 1�;� s� .� �� ;; _I ier�c � 1ve p= `� �� ^�' � ' -'i�ha�I� f r�� ... � �==, �, 7 �----�- ( , '� �' �r � � �� 1 ��. � ��I �'�i r_ _�� _I 1�0; � i, � �,�� i r �;_� I � �i �`_/r_J� ' - i� �' �'_`-} �� . . � u�E /iYF i_ �l'�141�,t"�� r-lv2 5C .� T � �. —,:(._-- �— I . ��f� i--- i —1 i m �I 'Im I '4 n hv° 5E ' � L v � i� ~ �� 'I�"l - _ \� I��I3 � (.'� I C � 1 , I H�e SE, �G. �!z ^, � U � J �v-: !i � '�='� '� �—;�!" /%-'�v, �r—./ � I f;� ��ncv,iz 1 �l� ') i/a ' ,"�__," .n ' � '�� t'OS4(i�1 � �_" I; `—_,�--- m. _.�-�+� �s I I 5 d .A ;E, � I IS ...�osar n P:t,v i I' �, z —� �_� �� . Shadow Ave r/ ,��_� �I i� � � �,i V :; :��`�I ! JJU` . �'N �: _ �.iy-,-� ' ' ':,fift' hv_ SE J,� ��,�� `� -�,;��-'��, , � r � J � � j w ) - � _c �- � � � �: r'� / � r-�/�-.�- � 6�tn p.ve SE ,, �`�"'-' �.� ' \\\�// /( � a �`, �� j .�_st Nve SE j � -/1.i� ;�E�;� ;��-��%� ',� �--� n ,4,;e SC r-- _ .�-- ---__-- ��--��t-= - J��, - ,I, E- DRAF!'DFCLARA TION OF COVENANT :_ i , �- ; i � � I ' � � � '� � � W Z � � V V Z Z W I � City of Renton TECHNICAL INFORMATION REPORT {TIR) WORKSHEET Part 1 PROJECT OWNER AND Part 2 PROJECT LOCATION AND PROJECT ENGINEER DESCRIPTION � Project Owner. Camwest Olympus Vi11a,LLC Project Name: Olympus Villa Address: 9720 NE 120`� Place ' Kirkland,WA 98034 Location Phone: (425) 825-1955 x-142 Township: 23 North Project Engineer: Darrell Offe,P.E. Range: 5 East Company:Offe Engineers, PLLC Section: 11 ! Address/Phone: 13932 SE 159th Place Renton, WA 98058 i, 425 260-3412 Part 3 TYPE OF PERMIT Part 4 OTHER REVIEWS AND PERMITS APPLICATION X Subdivison C DFW HPA �� Shoreline Management � Short Subdivision �, ❑ COE 404 !! Rockery C� Grading ; _ � DOE Dam Safety � Structural Vaults I � Commercial C Other ❑ FEMA Floodplain I � Other il ❑ COE Wetlands I � Part 5 SITE COMMUNITY AND DRAINAGE BASIN �- --- _ � Community ' ' North Renton I I� Drainage Basin ; Maplewood Creek/ Cedar River/ Lake Washington Part 6 SITE CHARACTERISTICS ' � River C Floodplain X Wetlands Class 2 ❑ Stream �1 Seeps/Springs - Critical Stream Reach ❑ High Groundwater Table � Depressions/Swales � Groundwater Recharge � Lake u Other Steep S!opes - -___ -----_ - — Part 7 SOI LS � Soil Type Slopes Erosion Potential Erosive Vefcoties � Ag6 5-10% Possible , i - ❑ Additional Sheets Attached _ , Part 8 DEVELOPMENT LIMITATIONS I � REFERENCE LIMlTATiON/SITE CONSTRAINT ❑ Ch. 4-Downstream Analysis _Restrictive Impervious Areas � _Dispersion ❑ � ! ❑ � � , � Additional Sheets Attached Part 9 ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION C Sedimentation Facilities ❑ Stabilize Exposed Surface U Stabilized ConsVuction Entrance [ Remove and Restore Temporary ESC Facilities - ❑ Perimeter Runoff Control ❑ Clean and Remove AI!Sift and Debris ❑ Clearing and Grading Restric6ons ❑ Ensure Operation of Permanent Facilities , ❑ Cover Practices ❑ Ffag Limits of SAO and open space ❑ Construction Sequence preservation areas ❑ Other ❑ Other Part 10 SURFACE WATER SYSTEM �.� Grass Lined _ Tank (_`' Infiltration Method of Analysis Channel � Vault � Depression _�09 KC Manual_ , , �' Pipe System � Energy Dissapator ❑ Flow Dispersa! KCRTS i ' ❑ Open Channel � CompensatioNMitigati ' ❑ Wetland L; Waiver on of Eliminated Site , ❑ Dry Pond ❑ Stream ❑ Regional Storage '' ; X Wet Pond Detention i ', Bnef Description of System Operation: Catch basins within curb line af street,conveyance i ' to wet pond on westerly side of properly The discharge will inM the existing roadside � ditch along Nile Avenue NE Facility Related Site Limitations I Reference Facility Limitation Part 11 STRUCTURAL ANALYSIS Part 12 EASEMENTSITRACTS � Cast in Place Vault ❑ Drainage Easement — Retaining Wall �� Access Easement � Rockery >4' High X Native Growth Protection Easement Structural on Steep Slope X Tract ! ' Other '� Other I Part 13 SIGNATURE OF PROFESSfONAL ENGINEER I or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided here is accurate. � �'� 2 � /� Z�l? � Signed/ afe I ' � � V H � � � �i;�' ` �� -----�.�. _�- _--_ _ _ .,,�_ - � � � -� _ � ��--_ . , .� - � _ __ - -- - -- . � - ---- , �. , � r---- -__, , ._ �. -x--i r----�- �-- i' i i � ,,,, i r � ... ' ' - nia ar. " ' i �;, � � � �� i i` ---i i---_—_,� �--------� i ...• ,a�• I mn na �EP-2 � � � � I � � i � � Y I i I �1�'i,r i EP � �EP-M � �m�.�. j j �� i i � � i o , ! � 2k � I j w� "' �.., ..,, ' i i EP-6 � -- -- � 9 r � 7D EP• i i r«� m " �-- �ti .0��i 1 I •• � � I �� r Ep- @Cu,.. � _ / ..��- -�� v,� • ----`---J (._----- � 1I � ..� �-7A i - n � J l'__'_ M 1 � ' I �\y � � �i / i�.�i�l i.... EP-7E L rc xa �i � . .. , ... . - -- " � t � . � aM' , p.� . �. I j � 1 ------�__�.'! � ; . ... . . ' . �� r �. _ ��---- --� SEE K�R�J � 1 ' �' ' —_ __ I� . • __ --- -,.�vn�": � � '^.. �_'`��- r. I"- J yr�' "'_"..�"_'_"'� '� -.L_ _ �� _ - '�" '."".�_. .1 ' . _ . , . . . .. ' �r..�r.-ii�{;�A/w ... w- « , � _..-------- lP•6_____~_�.._ ''!ML`--�EP .._�« �, I � I 1�11.IY N-li�]m[ -. . �_. ._ - - �_ / � wv_n-�-y r j.ee. _ O �� ecww�n aNle nrz Ne MV�MkC 1 N[ 7U `. � ' �tl7':y u-��yp�Wl[ iur.. T M y��R-a.oM . ` I ( ^I� I / K.�It�1f•(b f10.IWI/Al.m t�.f .-. ` W �'�^ �\ � • [-0laa6 YIM 16efsll.tY �� ___ o-m.ia.i�. o�i��a�r �{1�tE' M.n I I• f"-- � . �i�Yii SCC SHFFT 5 r-�vn.u• i S � r.enr ir � � fE a-+a�.a..• k � �1EET 3 �� 1 �� i n ia+w in I� j i r-aioii.�e �� - . �EP•70 APPROKIMATF LO(:AT10N OF FXPt ORATON PIT IYP N § i ` ,� a 7o eo i -- - iFET � REFERENCE:OFFE EN(a1PFEA8 � � Aseociated Euth 9ciencee,Inc SITE AND EXPLORATiON PLHIV FKiUFtE Y � � � � � � arMPus viva o�r�sn, � RFNTON,VWI3HINGTON PROJ NO 1�11020U LOG OF EXPLORATION PIT NO. EP-1 � This log is part ot tha report prepered b Assodated Earth Sciences,Inc.(AESIl for the nemedp��o1'ect and shoutd be roed { together wttt�that report for complete�rpretatbn.Thfs summary app6ea oNy to the bcabon of�Is trench at the tlme of �}} excavation.Subs�xf�e cond�itions mey chenge et ttus locaUon wilh if�e passage oF time.Tt►e date preseMed are e b elmplficatbn of actual condidons encourdered DESCRIPTION Approximate Elev.518 Feet TopsoN Topsoil and roots,uaoe concrete,asphaft, and metal debris. � Veshon Lodgement Till Medium dense,very mast to wet(varies}, mottled grey:fine to coarse SAND with siit few fine to coarse 2 gravel,trace cobbles(sm). No stratification or structure. 3 ! 4 I5 Dense grading to very dense very mast slightfy motUed gray,fine to coarse SAND with sdt,few fi�e ; s gravel,trace cobbles(sm). No stratification or structure 7 8 9 10 Bottom of axploration pk at 10 feet. 11 Plo Cevinp. Weak 3eepege Zonea: 1.5,3.0,4.0,6.0 feet 12 13 � �I 14 ! 15 16 17 � 18 I 19 I �� Oiympus Villa � King County a' u � Associated Earth Sciences,Inc. project No. KE110202A �g Loe9ed by. BWO � � � � � Approvad by: 6/?J11 U Y LOG OF EXPLORATION PIT NO. EP-2 � Thls bp Ispa rt oi the report prepared b�yAasoclated Earth Sclences,Ina(AESI)for ihe�med proJect and should be read I togeCier with tt►et reQoA tor complete kderpreta5on.Thic summaryeppies only to ihe bcetion of ih+s trench at ihe Ume of I I � i excavation.Subauriece condtior»mey chanpe at thb locatlon with tlu pessage of time.The dafn prexnted are a eimplflcatlon of actuel condi6or►s encountered I I DESCRiPTION ppProximate Elev.618 Feet Topsoll � i Topsoil and roots,trace concrete rubble, asphalt, metai debris. Peat-like. !__; � ^ Vashon Lodgement TUI ' Medium dense:very moist,to wet(vanes)mottled gray, flne to coarse SAND with sllt few flne gravel ;--. 2 j (sm). No sVatificatoin or structure. � 3 -+ � _ , ,� � �, , y Becomes very dense,less mottled. 5 �- ' 6 7 -{ , - � I 8 ; � 9 i ' �p Bottam of eMplotatian pit at 10 feet 11 SI¢rt alougFinp due to seepepa. Moderote Seepepe 2one: 2.0�6.0 feet I 12 13 , i 14 ' 15 ; I 16 � 17 I 18 ' 19 �e — � Olympus Villa � King County a 0 � AssociaEed Earth Sciences,Inc. project No. KE910202A Lopged by: BWG � Approved by: � � � � � 6/2111 U Y LOG OF EXPLORATION PIT NO. EP-3 Ic Th�s�08�s pert of tlie report prepared by Associated Eart�Sdences,Inc.(AESI)iw tlie named pro�ect end shauld be read a � together wfth M�et repart for eompiete interpretation.This summary a�pplles oniy to the locatfon of Ws trench at the tlme of ezcava�oa.Subsurface conQi4ons may chenge at tlws location wRh tlie passage of time.The data presented are a � simplfication of achtai coodiUons encrountered. � I � DESCRIPTION Approximate Elev.518 Feet _ __ _�___ - Topsoil -- ----- � i � Topsoil and roots,trace concrete, asphelt, metal debris. _ _ Vaahon Lodgement TII! - 2 Medium dense, very moist to wet(varies)mottled gray,fine to coarse SAND with silt, trace fine gravel �_ (sm). No stratificaBon or sVucture. � 3 I 4 5 Becomes dense grading to very d�se,and less mottfed. � 6 � 7 � ( i � g � � � � 9 ' � � 10 ��-- — - -- 11 � Bottom of exploration pit a110 feet. Moderete eloughinp due to seepsge. , Moderote Seepage Zone: 1.5-6.5 feet � 12 - � 13 -� � ,_ + I i � 14 � � . I 15 ' � 16 -� 17 ' 18 � 19 ' I i nn � Olympus Vilia m � King County ' � a 0 � Associated Earth Sciences,Inc. pro ect No. KE110202A Lopped by. BWO � � � � � � � aPAroved by: W2l11 $ LOG OF EXPLORATiON PIT NO. EP-4 � — � ?his log is pert o!the report prepered by Associated Earth Sclences,Inc.(AESI�(or the named pro ect and should be read I � together wNh ihat report for complete ir�terpretetion.This eummary appfies only;o the loce8on of s trench at the tttne of f � excavadon.Subsurfece conditlons may change at this bcatlon wNh tF�e paaaage ot tima The da6a presented are a I � s'nnplflcation of actuel condldons encountered, i i � DESCRIPTION Approximate Elev,b21 Feet i i_ ' ' Topsoll Topsoil and raots. Trace concrete rubble. Large t�ee roots to 3.5'deep. 1 Vashon Lodgemerrt 3iil 2 Medium dense,very moist to wet(varies), moriled gray, ,fine to coarse SAND little fine to coarse gravel, trace c�bbles(sm). No stratrfication or structure. 3 4 Becomes densa grading to very dense with tess mottling. 5 I ; 6 I � 7 8 9 I 10 —--- Bottom of e�loration ptt at 10 feet. 11 No caving. Weak Seepage Zone: 2.0-4.5 feet ,�2 ' Sight ayallo septicNke odor. � 13 �! 14 ; i ' 15 � 16 17 18 , � 19 �� —Z -- - m Olympus Villa � King County a' I � Agsociated Earth Sciences,Inc. project No. KE1102DZA R Logyed by: BWG � Approvad by. � � � � � 6/2191 U Y I� f� -� LOG OF EXPLORATION PIT NO. EP-4A °��% This log is part of ihe report prepared.p�Associeted Earth Sdences,Ina(AESp for fhe namedpro ct and ahould be read ' { to�ether wih tl�at report for complete mterpretatior►.This summaryap pNes only to the locetlon of�trench et the Ume of ; ,a, excavatbn.Subsurface caic5tiona mny dienge et tt�s location wiVi ihe passape af Ume.The deta prosented are e � p aimplRcatian of actuel con�dorre encounlered. ' ` DESCRIPTION Approximate Elev.621 Feet I TopaoN � 1 Fill 2 Loose to medium dense,very moist,brown fine to medium SAND with s�t(sm). 3 4 Vashon Lodgemerrt Tlll Medium dense,very moist to wet(varies}, mottler!gray,fine to coarse SAND with sift, littte flne to 5 coarse gravel, trace cobbies(sm). No stratiflcetion or siructure. Trace organic(sticks)at 4 feet. 8 Becomes dense grading to very dense,and less mottled. 7 ' 8 Bottom of exploreYon pit at 7.5 feet. No Cavkig. g ; Weak Seepupe Zone: 3.0-6.�feot ; 10 11 12 93 14 15 16 � '17 98 19 ,,.. � Olympus Villa � King County � � � Associated Earth Sciences,Inc. project No. KE1102U2A Lngged by: BWG � a � � � � Approved by: 61TJ11 u Y L4G OF EXPLORATION P!T NO. EP-5 �v This!og is pert of tl►e report prepared bv Associated Earth Sdences,Inc.(AESI�1or the named pro1ect aod should be read � logefher wNh thaf report for compbete Interpretetlon.Thia summary appIies only o the locetion of thfs trench at the time of �} excavation.Substrface con�tla�s may chenae at this bca8on wtfh tfie passage of tlme.The deta presented are a a simpific�lion of ecWal condidons encourrtered. DESCRlPTION Approximate Elev.522 Feet +_ --- i - _ _ --- _�� _ —- —- , Topsoll — _ ; Topsoil and roots,trace debris(bottles and cans). 1 �----- - — Vasbon Lodgement TIII - ----- - ----- 2 Medium dense,very moist,mottled gray,fu�e to coarse SAND with silt few fine to coarse gravel{sm). , - No stratificaation or stntcture. 3 _ 4 , � 5 8ecomes dense grading to very dense and fess mottled. Trace boulders to 12"diemeter. ' 6 7 I 8 9 , �� 10 ---------— - - — —— -— ; � Bottom of exploretlon ptt at 10 feet � 11 No Cavng. � Weak 5eepage Zoae: 1.5-4.0 feet �2 i i 13 14 15 16 17 18 19 I I �� — o Olympus Vi � King Coun� a' 0 � Associated Earth Sciencrs,izti. Project No. KE110202A �o�g�d ny: ewc � a�uo,red n,�: � � � � � s�ar11 U Y LOG OF EXPLORATION PIT NO. EP-6 � This log is pert of riie report prepared by Assodated Earth Sdences,lnc.(AESI�for the nemed prolect end should be read � � tagether wph thet report for complete ir�rprets8on.Thie summary�i�es only o the locatlon of th(s trenoh at the time of $� excavatlon.Subsurtace condl6ons mey chanpe et thls IocaYon wtth tf�e passape of time.The date preserrted are a ; p slmpificeUon of actusl condldons encouirtered j DESCRiPTlON Approximate Ele�.524 Feet Topsoil , Topsoii and roats ' � Vashon Lodgement Till ' 2 Medium dense,very moist to wet, mottled gray,fine to coarse SAND with silt, little fne to coarse gravei trace cobbles(sm). No stratificatlon or structure. 3 4 Becomes dense grading to very dense,and less mottled. �_ '� 5 6 7 ' ' 8 i` � � 9 , �� Bostom�f explore6on pit at 9.5 feet I , _ � No Caving. �� Weak Seepage Zones: 3.5 and 9.0 feet +. , 12 ' 13 I�I 14 ! 15 � 16 17 18 19 -- �'�- -- � Olympus Viila � King County , � Associated Earth Sciences,Inc. proJect No. KE110ZOZA Logged by: BWG � Approved by: '�i` � � � 6/2111 u Y LOG OF EXPLORATION PIT NO. EP-6A � This log�s perf of fie repaR prepared by Aeeoclated Earth Sdences,Inc.(AESI)(or the nemed pro1'ecf and shou{d be reed � loeether wAh ilret report 1or complete interpretetlon.Thfa summery app9ea only to the locetton of thfa trench at the tfine of $ excavedon.Substrfaae condtlans mey chanpe at this bcation wfth the passape of tlma.The date preseMed are a o simplficatlon of actual conditlons encountered. DESCRIPTION Approximate Elev.52b Feet Topsoil � FIII Loose to medium dense,very mo'tst, brown flne to rnedum SAND with sllt(sm). 2 3 Vashon Lodgemerrt Till 4 Medium dense to dense,very mofst, mottled gray,flne to medium SAND with siR, few flne�avef(sm). No stra'trFicebon or structure. i 5 � � � 6 — Bottom of exploraYon pit at 6 teet. 7 No Cavhi9. No Seepape. B 9 � 10 � 11 12 �, 13 � � 14 15 16 17 18 19 � ! --�E�- -- ' � Olympus Vilia � King County ! a � � Associated Earth Sciences,Inc. pro)ect No. KE910202A ! Logged by: BWG � Approved by: � � � � � 6/2l1'1 I U Y I LOG OF EXPLORATION PiT NO. EP-7 I — - -------- — — , � I Tfiis Is p�art of the report r eredby Aasodated Ear�Scfences,Inc. AESI)for ihe namedpro ecf and ehould be read � tageU�r witlt ihat report Tor cort�iptete hterpretetlon.This summary a�Iies only to Ihe bcadon of th�trench at Ihe tlme oi excavatlon.Subsurface condtlons may change et�is locadon wAh 6�e peasage of @me.The data presented are e simplfica6on of actual condltions enco�aitered. DESCRIPTION ' - ,t—! -- ----— - ---- -- - Approximate Elev.628 Feet i Topsoil � I , � Concrete-Possibte intact strip footing ' �, 2 - ---- ----- ---- ----- � FIII Loose,wet, brown,flne to coarse sand with sift, wood debris with water in voids(old basement?). 3 4 5 I 6 -- - - - - - - --- - - I Firtner based on difficulty of excava6on. Vsual observations not possible due to water. 7 -�---- -- --- -- — - —----- -- i ' 8 � Hottom of e�loradon pit a!7 feet Strong Seepage below 3A feet. 9 -� 10 - ' 11 12 13 14 '15 16 � 17 18 19 ,� � � Qlympus Villa � King County 'a 0 sLopged by. BWG Asaociated Earth Sciences,Inc. project No. KE110202A � Approved by: � � � � � 6/2H 1 � U z LOG OF EXPLORATION PIT NO. EP-7A � Thls bg is pert ot the repoR prepared by Associated Earth Sdences,Inc.(AESI for Qie named profect and should be read together w�th that report for complete iriterpreta6on.This summary appApes o g�o tl�e location of Ihrs trench at the tlme of ffi � '� axcavaHon.Subsurface condtions mey chenge et this lacation wilh the essa e of tane.The data presented are a a j simplflcaHon o#actual conditlone encountered. i DESCRIPTION p�roxlmate Eiev.628 Feet — ----- -- Topao{! � � Vashon Lodgement TII{ � Medium dense,very rnoist to wet,mottled gray,fine to coarse SAND with si�, little flne to coarse gravel 2 trace cobbles(sm}. No stratification or structure. i 3 t Becomes dense grading to very dense, and less mottled. i ' i 4 5 i 6 7 i Sottom of expioradon pEt at 7 feet. 8 - No Cavhp. I � Weak 9eepage Zones: f.0 and 3.0 feet 9 -+ + � 10 -t � 11 � 12 - 13 14 15 f E , 16 17 18 19 � ( �� ' _ L'�—_—__. _ � Olympus Villa � King County a o � � Associated Earth Sciences,Inc. project No. KE110202A Logged by: BWG � Approved ay: � � � � 81Z/11 U Y i LOG OF EXPLORATION PIT NO. EP-7B I � Thk log is part of 1he repwt prepared bv Assce�eted Earth Sdences,Ina(AESI]tor tlu named prolect and should 6e reed topether wrth tttat report for complete interprotation.This summary aPpl�es only�o the locatlon of th(s trench at the dme of excavation.S�surtace conditiorts mey chen�e at tlUs locatlort wtth the passape ot tlme.The data presented are a simplficafion of actual condldors encountered. �' DESCR{PTION Approximate Elev.528 Feet � Topsoll i � FlII 2 Loose, very moist brown and biack SAND wi#h silt,trace organics, and sticks. Irt a wedge-shaped 3 deposit thickening toward EP-7. i 4 5 Vaahon LodgemeM TU{ Medfum dense, very molst,mottled gray,fine to medium SAND with silt,few fine!o coarse gravel (sm). No stratificatfon or structure. 6 7 8 Bottom of expbrati�pBt et 8 feet. 9 No Caviig. Weak Seepage Zone: 2.0-5.0 feet 1 p -� 11 --F � 12 13 ' 14 15 16 17 18 19 —�� - -- � Olympus Villa � King County d n � �o ed� . ewc Associated Earth Sciences,Inc. proJect No. KE114202A � Approved by. � � � � � 6/2J11 � f I LOG OF EXPLORATION PIT NO. EP-7C I, ' � � � This log is part of the repod prepared by Associated Earth Sciences,pc.(AEy j for the nemed pro ect and ahould be read � $ ; tagether with ihat report for comptete N�terpretation.Thfs su.mmaryap 6es ort to the IocaSon of a tre�h at Use tlme of � a excavatlon.Subswface conditions may change at tMs loptlon with ihe passage of time.The data presented are a a' � aimplf�cadon of ectual condltlons encountered. � DESCRIPTION pppraxi�nate Elev.628 Feet Topsoii ' � � Fi11 Similar#o EP-7. Loose,wet, brown,flne SAND with si1t,organics, and sticks(sm). ' 2 3 � 4 Bottom af exploratio�pR at 3.5 feeL Strong Seepepe below 2.5 feet. 5 Abandoned due to water-Moved West. 6 � �_' 7 , 8 9 i �� I � 11 ; i� �� 12 I �- 93 � �� 14 �� 15 ', � 16 , 17 `-�� 18 ; ; 19 , ; �_ � q Olympus Villa � King County I'� ; � Associa#ed Earth Sciences,Inc. Lo�ed by� BWG ProJect No. KE110202A � Apprwed by: � a � � � 6/2111 � I L_ ;-,I ' LOG OF EXPLORATiON PIT NO. EP-7D � This log k part of the repoA prepared by Asaoaiated Earth Sdences,Inc.(AESI for the named pro'ect and should be read � togetlier with Uwt report for complete interpretation.Ttus BummaryappNes onty�o the IocaHon of th�trench at tfie dme of � excavadon.S�surface conditions may change at this loca8on wrth the passage of time.The data prese�ted are a simptfication of actuel conditlnnn ertcountered D£SCRIPTtON ppproximate Elev.628 Feet Topsofl 1 Fql Loose to medium dense,very molst, brawn flne to medium SAND with silt(sm). 2 ---- ----- -- Vashon Lodgemerrt TiN 3 Medium dense,very moist,brown fine to medium SAND with silt,few fine to coarse gravel(sm). No strat�icetion or structure. � 4 I Becomes dense grading to very dense, and less moriled. �i 5 -+ I I 6 7 -- ( Bottom of exploretion pit at 7 feet 8 No CavF�. Weak Seepage 2one: 4.0 feet 9 10 11 i 12 I 13 �', 14 � �I 15 � � 16 ' �� II 18 19 ' --�e R Olympus Villa � King County a u � Associated Earth Sciences,Inc. Pro ect No. KE110202A �ego�a by: awo j � App►oved by. � � � � � 6l?111 LOG OF EXPLORATtON PIT NO. EP-7E � Thls log la part of the roport prepered bv Aasociated Earih Sciences,lnc.(AE31j fa ihe rremed pro ect and should be read atogether vnth that report tor complete Interpretetion.Thia eummary e��onty to the iceetlon of trench at the time of m excavaGo�.Subsurface conations may change at tF►�IocaSon with die peasage of time.The dete presarted are a o simptficatian of ectuel condftlons encountered. DESCRIPTION Approximate Elav.628 Feet Topaoil � Vashon Lodgement T!N � Medium dense, very moist to wet, mottled gray,fine to coarse SAND with silt, little fine to coarse grevel I 2 ; trace cobbles(sm). No stratificadon or structure. ' 3 Becomes dense grading to very dense, and less mottled. 4 � � 5 � 6 Bottom of e�loraflon p�et 6 feet. 7 No Seepaye. 8 9 � 10 11 12 i 13 -� 14 15 16 17 18 19 �� Olympus Vitia � King County a 0 gLogged by: BWG Associated Earth Sciences,Inc. p��, ��7o2o2A � Approved by: � � � � � 612111 Y I l_ ira-�.-_r_.. ..__"__ . ..._._.._ _.._....._.�,._�. .,-t--^- ..E--:_, ._ .-.- ..- . ... -'_ . . _.,- - .. - -. __� . ..-. , ._. . .,.. . .. . � � �' . . . .. � . . ... .. . . . . . . . . . . I � � LOG OF EXPLORATION P�T NO. EP-8 � Thts log is part of the report prepared by Assoeieted Earth Sckncea,Inc.(AE51)for the nemed p►oJed and shouid ba read ' � £ together with that report for complete lnterpretatlon.This sttmmary app{ies orily to the locetion af Mr�trench et the time of I n excavagon.Subsurface conditlons may ch�ge atthls bcatlon wHhtfre passage of tima.The data preseMed are e � �' slmpiflcation of actual conddia�s encouMered. DESCRIPTION approximate Elev.b28 Feet Topsoil � 1 Vashon Lodgement Trll 2 Medium dense, very moist ta wet, mottled gray,fine to coarse SAND vwth silt, fittis fine to coarse gravel � trace cobbles(sm). EVo stratfication or structure. i 3 I� � I 4 ' i 5 ^ Becomes dense grading to very dense, arxi less mottMed. 6 7 � 8 � 9 10 gotlom of e�bretloci pit at 9.5 feet. No Cevir�g. � �� Wenk Seepege Zones: 3.0,4.5,8.0 feet 12 ( � 13 ( 14 15 - � 16 17 18 �t9 ! A/1 -ZO- � Olympus Villa � King County a a o Associated Earth Scieaces,Inc. pro ect No. KE1102o2A g Logged by. BWG � � APProved by: � � � � � 612111 U Y LOG OF EXPLORATI�N PIT NO. EP-9 C Tfis log is part ot$ie report prepared bv Aseodeted Earth Sclences,Inc.(AESI)for fhe named profect end ehadd be read a topether wdh that report for compiete Interpretation.This summary appRee only io fhe locatlon oi M�(e trench at tl►e time of excavatlan.Subaurface con�tlons may change at thlc bcatlon wMh ihe passege of tlme.The data presented are a � simpfficstion of ectu�condHo�encountered DESCRIPTION Approximate Elev.530 Feet Topsoll � Vashon Lodgement 1iA ` Medh�m dense, very moist to wet, mottled gray,fine to coarse SAND with silt, little fine to coarse graval '� 2 trace cobbtes{sm). No stratlfication or structure. 3 � Becomes dense grading to voryr dense, and less mottied. � 4 5 -+ � � 6 ; 7 8 9 C 10 Bottnm of e�forotlon pR at 10 feet. I 11 No Caving. ' Wealc Seepage Zonea: 2.0,4.Q,and 6.0.9A feet ' 12 13 II � 14 15 -7 16 17 '!8 19 L ,,., �� — _ .-- -- � Olympus Vi � King Coun� a 0 � �e�d�' �G Associated Eaxth Sciences,Ina project No. KE110202A � Approved by: � � � � 6/2/71 Y -- - I LOG OF EXPLORATION PIT NO. EP-10 i � This log tspart of U►e report prepared by Assoctated Eattfi Sciences,inc.(AESI)tor the�amed project and should be read � together wl�that report tor campbte irderpretatlon.Thls summary app�es ony to the locatlon of 1Hs French at ihe time of I � excavation.Subswtace condfions may chan at this location wHh the passage of time.Tt►e data presented ere a on ! p simplficatlon of aatuai conditions encountere . I � ` ----- DESCRIPTlON Approxtmate Elev.530 Feet i � Top.toi! � ' '� � � Vashon Lodgemertt TIII Medium dense,very moist to wet, mottled gray,fine ta c�arse SAND with sift,�ttle fine to coerse gravel ', 2 � trace cobbles{sm). No sirat'�ication or structure. � I 3 � i4 8ecomes dense grading to very dense, end less mottled. I � 5 � i � � 7 8 9 �� Botlom of e�loratlon pk et 9.5 feet. � Weak Seepage Zones: 3.0-4.0,6.0 feet 11 I 12 13 14 i 15 � 16 ' 17 18 19 _ _ Ln � Ofympus Villa � King County 'a � � Associated Earth Sciences,Inc. project No. KE110202A o Logged by: BWG � Approvad by: � � � � � 6/2/�1 � Y APPENDIX 6C OLYMPUS VILLA AS-BUILT PLANS i. Weston Heights Technical Information Report � a' PORTION OF THE NW 1/4, SW 1/4 OF SECTION 11,TOWNSHIP 23 N, RANGE 5 EAST, W.M. � � �� I _�� ; a o _ � � OLY� PUS VI LLA PLAT � t � � � � � � ! � �� RENTON , WASHINGTON � ; � 5 �T LAND USE PERMIT # LUA10-090 ; ' ��;� ��3 = - - ��- UTILITY PERMIT #U110042 �n ,- � � � � � �a'� , , � __�-=� ��= � , v`JI�. �-�,'..T ..\'�K�,ti �.r< , � i � �� ^,`v,,Z iHA? �QRTION OF THE NORT+t'N�S- OU4rZ'_4 �" . ��.;;1'FW[Si 'J..'`tT�- ��:i= � I '�'�,> � JUARTER OF SECSION 'i, TOWhSHW 23 NORTH, wAhGE 5 EAST, OYMER / DE�LDPeR: CNJ.WES' O..Y�lPUS VILLn, �C >>> R M, iN KING COUNTY. W�ISHI�^.70H, DESCRIB£D AS FOLL01Y5: ' ` 9720 NE 120;h P�,A�E ' ' � ` KIRKLAND, WAS+�iNGTON 9803a ��'=� iu.GiNNihY. AT THE NQRTHWE57 �,^,ORNfR Of TME $CUThNE$T � � � I � > � ' - Gu�vt�Ex �f SaC sE.."noN 7'. THE`1C� sou'rr+ o��G n� wEs �._'=- OF�'CE P�iONE� 425-825-?955 _�c� •":' EH .�. I { FAX NUMBER: 425-825-'565 S J :NE 0: SND SUBOMSiON. 330 r'ET TO il;E TRUE POMi' OF � . - - -- —.-- , ' 3_CiNN�r�, � ENpNEER: OFF; ENGINEERS, PLLC � '�r�Cc FIST t320 FEET. uQRE OR iE55. TO '� EAST UNE OF - � `� � S:!BDmS10N. � ATTN: `JARRELL OFFE. P� { ri ?�+EHC: SOUTF+. ALON.^> SNO EAST uNE. J75 FEET: - � 13932 SOtlTI-ic'AST 155TH ?.A�� : �Y�-.. THENCE wEST 645 iEE?: - - ---�, RENT�. W{iSMitJGTON 98058-'S3� TMewC_ rroan+ t57S FEET; � '� _ _, 1 '3 OrFICE NUMBER: 425-260-3�"<' 7.iEt�� WESi 675 iEEi. uDRE OR LESS. TO TtiE M�ESI UnE � �^ � -. -- FAX NUM9ER: 425-988-D292 ----- SNC• SiIBDMSiON; ,I-_- _, - _ tyENCE NORTH ALONG SAD WEST LMlE. l57� FEE'. TC TtiE TRt1E � - .� .. --._. _ -. •�, .e,. i Si1RVEYC•R. MEAD vl�MMr dt ASSOCWTES � � POINtT OF BEC�NhING; � ATTN. SHANE BARNES, PLS '_+� ^ EXCEPi 1TIE YMEST 30 PEE' THEREOF i0R RWh, �� -- . � � i �i P.D. HOx 288 0 �� 3 A^� EXCEot THE NORT�; t"v3 =E£T OF ?N� `MES �5 FE-_"'. -�..n � .. � i -� , WOODINVI�f.. WASHINGTON 98�'2 w S� � �;,m '� � 1* � OFFIC[ NUM$=R. 425-<85-'2�2 � �' o �y - -- . PRO„=CT � _ FAX NiiM$ER: 42j-486-fit u9 z r�� v ~ -,�_, S 1 Lfh:ATl.^,�N (')� �_ � 'KV�" �1�'IF ` '. �Z�o� �t � - �Hs�tuuJ+r aNe aaoc��uR�s: ' _ s��' R :� ,�_ r �' ; TASLE OF CONTENTS W�ZYv A � EL_C7RONiC TOiAI STATION NlAS USED fOR 1HtS FlECD �, '-'-- �aav�sE suKVEr. �;:u�.:. �eeETs ort exeEEns w�e. ` ! ,�� _ `�i..----� ' �� I+I �ri�ET NUMBER TI W�Y�� _ 332-'30-090. f -� (��¢ w - �tT` �F SURVEY: NOVE�BER 20�G ! CQYER SHEE' ;y_ ` - - a,�,: r�nw es M.0f9IYYAP z E*�Fw� Nc-�s � Z = Q 3 =�RdSiONjGRAD�hG °'�ti� J � �� BErvCMMr�c: C�TY OF t�rtipt� gtit 4 RvAD/ST6RM °LA!d & PRO`:,c `— � vOqJt wWE REMT2tOtf 6COPPER PiN w CONCRETE 5 ROA�jSTORM PLAtv & PROFl:� ��~ AT 1F1E MtTERSECTiIN�t OF S.E. t207H ST. ANO 148T+ 6 c?cTAILS dc NO'ES �a IN• � - �VEraUE SE. 7 SANITARY S-`YYER PLAk ELEV. - 512_02' 3 SANlTARY SEWER PROFll� dc �_iA:_5 : a S(Tr SENCHAIARK: ?BY-A F►ID. 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The SWPPP is outlined in conformance with the 2005 edition of the Washington State Department of Ecology's Stormwater Manaqement Manual for Western Washinaton (DOE Manual). 1.0 —INTRODUCTION An introductory overview of the project has been provided in the Project Overview section of this report. 2.0 —SITE DESCRIPTION A general site description has been provided in the Project Overview section of this report. Additional detailed information is provided through the rest of this report. 3.0 —CONSTRUCTION STORMWATER BMPs 3.1 —12 BMP ELEMENTS Elemen!#1—Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land-disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits are identified in Appendix 86. , Altemate BMPs for marking clearing limits are included in Appendix 8C as a quick reference I tool for the onsite inspector in the event the primary BMP(s)are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit(Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and ; Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing Element#2—Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet evhere ' necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project are identified in Appendix 8B. Alternate construction access BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s)are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit(Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit,the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. Weston Heights Technical Information Report Element#3-Control Flow Rates In order to protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that shall be used on this project are identified in Appendix 86. Altemate flow control BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit. To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the altema6ve BMPs after the first sign that existing BMPs are ineffective or failing. In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to combined sewer systems). Element#4-lnstall Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The spec'rfic BMPs to be used for controlling sediment on this project are identified in Appendix 86. Altemate sediment control BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs at the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed,to minimize tracking of sediments on vehicle tires away from the site and to minimize wash off of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas(BMP C240 paragraph 4, Volume II page 116). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs(e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds)can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be restabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. Weston Heights Technical Information Report Element#5-Stabi/ize Soi/s Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project are identified in Appendix 86. ,I Seeding will be used on disturbed areas that have reached final grade or that will remain unworked for more than thirty days. Plastic Covering will be used on the temporary stock pile areas and elsewhere on the site as needed. Dust control will be implemented as needed, to i prevent it being required all roadways and driveways to be paved will receive eariy �� application of gravel base. Alternate soil stabilization BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s)are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May 1 to September 30)and 2 days during the wet season (October 1 to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion protected with sediment trapping measures, and where possible, be located away from storn. drain inlets,waterways,and drainage channels. Element#6-Protecf Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The specific BMPs that will be used to protect slopes for this project are identified in Appendix 86. Alternate slope protection BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s) are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation of the NPDES Construction Stormwater permit,the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. E/ement#7-Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the first priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220)will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment-laden runoff on and near the project site. The inlet protection measures to be applied on this project are identified in Appendix 86. Weston Heights Technical Information Report If the primary BMP options are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix 8D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options. Element#8-Stabilize Channe/s and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project are identified in Appendix 86. Alternate channel and outlet stabilization BMPs are included in Appendix 8C as a quick reference tool for the onsite inspector in the event the primary BMP(s)are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit(Appendix 8D). To avoid potential erosion and sediment control issues that may cause a violation(s)of the NPDES Construction Stormwater permit, the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on- site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10 minute velocity of flow from a Type 1 A, 10-year, 24-hour recurrence interval storm for the developed condition. Alternatively, the 10-year, 1-hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. Element#9- ControJ Pollutanfs All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean,well-organized, and free of debris. Any required BMPs to be implemented to control specific sources of pollutants are identified in Appendix 86. The contractor shall implement the following measures as much as is practicable, in order to I mitigate pollutant impacts from vehicles, construction equipment, and/or petroleum product storage/dispensing: • All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to ' prevent leaks or spills. • On-site fueling tanks and petroleum product storage containers shall include secondary containment. • Spill prevention measures, such as drip pans, will be used when conducting I maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed I beneath and, if raining, over the vehicle. Weston Heights Technical Information Report ' • Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. • The contractor shall implement the following concrete and grout pollution control measures: • Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). The contractor shall implement the following Solid Waste pollution control measures: • Solid waste will be stored in secure, clearly marked containers. Element#10- Control Dewatering Foundation,vault, and trench de-watering water,which shall have similar characteristics to stormwater runoff at the site,shall be discharged into a controlled conveyance system prior to discharge to a sediment trap, pond, or other specified facility. Channels must be stabilized as specified in Element#8. Clean, non-turbid de-watering water, such as well-point groundwater, can be discharged to systems tributary to state surface waters, provided the de-watering flow does not cause erosion or flooding of receiving waters. These clean waters should not be routed through stormwater sediment ponds. Highly turbid or contaminated dewatering water shall be handled separately from stormwater. Element#11-Maintain BMPs All BMPs should be monitored and maintained regularly to ensure adequate operation. A TESC supervisor shall be identified at the beginning of the project to provide monitoring and direct the appropriate maintenance activity. As site conditions change, all BMPs shall be updated as necessary to maintain compliance with local regulations. Temporary BMPs can be removed when they are no longer needed. All temporary erosion and sediment control BMPs shall be removed within 30 days after construction is completed and the site is stabilized. Element#12-Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: • Design the project to fit the existing topography, soils,and drainage patterns. • Emphasize erosion control rather than sediment control. • Minimize the extent and duration of the area exposed. • Keep runoff velocities low. • Retain sediment on site. • Thoroughly monitor site and maintain all ESC measures. Weston Heights Technical Information Report • Schedule major earthwork during the dry season. As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasinq of Construction • The construction project is being phased to the extent practicable in order to prevent soil erosion, and,to the maximum extent possible,the transport of sediment from the site during construction. • Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations • From October 1 through April 30, clearing,grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt- laden runoff will be prevented from leaving the site through a combination of the following: c Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and o Limitations on activities and the extent of disturbed areas; and o Proposed erosion and sediment control measures. • Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. ' • The following activities are exempt from the seasonal clearing and grading limitations: o Routine maintenance and necessary repair of erosion and sediment control BMPs; o Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil;and � Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions • Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and MonitorinQ • All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. This person has the necessary skills to: o Assess the site conditions and construction activities that could impact the quality of stormwater,and o Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. Weston Heights Technical Information Report • A Certified Erosion and Sediment Control Lead shall be on-site or on-call at all times. • Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant. appropriate BMPs or design changes shall be implemented as soon as possible. Maintaininq an Updated Construction SWPPP • This SWPPP shall be retained on-site or within reasonable access to the site. • The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has. or could have. a significant effect on the discharge of pollutants to waters of the state �� • The SWPPP shall be modified if, during inspec�ions or �nvestigatio��s condu�ted �y thE owner/operator, or the applicable local or state regulatory authority, it is determined that tl - SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include addition modified BMPs designed to correct problems identified. Revisions t� thP S1,Nppp sh_all r. completed within seven (71 days following the inspectior 3.2 -SITE SPECIFIC BMP� SitespecificBMPsareshow�� ii�i iiic i cJl. �iaii �iicci��j �ii r`,j:Ficlluin _ 4.0 -CONSTRUCTION PHASING AND BMP IMPLEMENTATION � The BMP implementation schedule will be driven by the construction schedule. The list below provides an estimate of the anticipated construction schedule. The project site is located west of the Cascade Mountain Crest. As such, the dry season is considered to be from May 1 to September 30, and the wet season is considered to be frmm ��r�hcr � ±� n.,�i 3n. �.„ 5.0 - POLLUTION PREVENTION TEAM � 5.1 ROLES AND RESPONSIBILITIES The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: • Certified Erosion and Sediment Control Lead (CESCL)-primary contractor contact, + ' responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called I upon in case of failure of any ESC measures. • Resident Engineer- For projects with engineered structures only(sediment ponds/traps, sand filters, etc.): Site representative for the owner that is the projecYs supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative. • Emergency Ecology Contact-Individual to be contacted at Ecology in case of emergency. �' • Emergency Owner Contact-Individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. • Non-Emergency Ecology Contact- Individual that is the site owner or representative I of the site owner that can be contacted if required. L --_ _ _ __ - -_ _ _ _ _ _ _ Weston Heights Technical Information Report • Monitoring Personnel—Personnel responsible for conducting water quality monitoring; for most sites this person is also the CESCL. 5.2 TEAM MEMBERS Names and contact information for those identified as members of the pollution prevention team are provided in the project summary in Appendix 8B. 6.0 —SITE INSPECTIONS AND MONITORING Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on-site construction activities and will include: • A record of the implementation of the SWPPP and other permit requirements; • Site inspections; and, • Stormwater quality monitoring. For convenience, the inspection forma and water quality monitoring forms included in Appendix 8E of this report include the required information for the site log book. This SWPPP may function as the site log book, if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book must be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. 6.1 SITE INSPECTION All BMPs will be inspected. maintained. and repaired as needed to assure continued performance of their intended function. The inspector will be a Certified Erosion and Sediment Control Lead (CESCL) per BMP C160. The name and contact information for the CESCL is provided in Section 5 of this SWPPP. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the � effectiveness of the installed BMPs and determine if it is necessary to repair or replace any o' BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. 6.1.1 Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. 6.1.2 Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix 8E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on-site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Weston Heights Technical Information Report ' 6.2 Stormwater Quality Monitoring � 6.2.1 Turbidity Sampling f Monitoring requirements for the proposed project will include turbidity sampling to monitor site discharges for water quality compliance with the 2010 Snohomish County Drainage manual and Snohomish County Code Title 30.63A NPDES Construction Stormwater General Permit(Appendix 8D). Sampling will be conducted at all site discharge points at least once per calendar week. Turbidity monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix 8D). The key benchmark values that require action include 25 NTU and 250 NTU for turbidity. If the 25 NTU benchmark for turbidity is exceeded, the following steps will be conducted: 1. Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented and make revisions to the SWPPP as necessary. 3. Sample the discharge location daily until the analysis results are less than 25 NTU (turbidity)or 32 cm (transparency). � If the turbidity is greater than 25 NTU but less than 250 NTU for more than 3 days, i additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs will include, but are not limited to, off-site treatment, infiltration,filtration and chemical treatment. � If the 250 NTU benchmark for turbidity is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis. 2. Continue daily sampling until the turbidity is less than 25 NTU. 3. Initiate additional treatment BMPs such as off-site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implementadditionaltreatment B":'�p_ �.� �� ;�� ;_ ��t��- � _,. .�. t�� r , _; :,� _�t the first 250 NTU exceedance 5. Describe inspection results an - '' • � � book and in 6.2.2 pH Samplin Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils"such as, Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For concrete work, pH monitoring will start the first day concrete is poured and continue until 3 weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized. Weston Heights Technical Information Report Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: 1. Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as COz sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than COZ sparging is planned. 7.0 — REPORTING AND RECORDKEEPING 7.1 RECORDKEEPING 7.1.1 Site Log Book I� A site log book will be maintained for all on-site construction activities and will include: I • A record of the implementation of the SWPPP and other permit requirements; • Site inspections;and. • Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in Appendix 8E of this report include the required information for the site log book. 7.1.2 Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.). this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three vears follov✓ing the termination of permit coverage in accordance :�:±h permit condition SS.0 7.1.3 Accessto Plans and Records The SWPPP, General Permit, NotlCe o� r��.;��,�;;�� ,c�;C�, ai�u ��iC �;,y o��n �,iii :,c retained on site or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition SS.G. 7.1.4 Updating the SWPPP In accordance with Conditions S3, S4.B, and S9.B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s)that Weston Heights Technical Information Report additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. 7.2 REPORTING 7.2.1 Discharge Monitoring Reports Discharge Monitoring Report(DMR)forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. 7.2.2 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health of the environment, the following steps will be taken in accordance with permit section SS.F: 1. Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5)days of becoming aware of the violation. 3. A detailed written report describing the noncompliance will be submitted to Ecology within five(5)days, unless requested earlier by Ecology. In accordance with permit condition S2.A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable)to be covered by the � General Permit. , �__, 4' � Weston Heights Technical Information Report APPENDIX 8A � SITE PLAN WITH BMP MEASURES Weston Heights Technical Information Report SEC. 11, TWP. 23 N, RGE. 5 E., W.M. ' ' � '� o ,. : � _ � ��_� PROPEFtTY UNE � :. .... .._ -'��. � _ ._.. . . _ . . . ... ... __. __ .... ...._ . _ __ ._. - _ � -- . .,.. --- � .._. _� . . > -- _ � � - � ' aFarrn�c/cRnaNc uMrrs � �->_-�`_ � -- - NE 7TH PL r� . :� �-__ x=.��,� ,__�;. -------- � - -� - - ' _ � �_ _, _ - - --- � ._ _._ - -- - - r� ❑ �` - �' ' � . X ..X •X �X X STf2UCTURE TO BE REMOVED UNDER SEPARA7E PERMIT I .-� �� . � � _ .. __ .. -__ - �- - ,..__ I ��__ -_'_�� > i ,im SILT FENCE ' ' -- .. . � ` _ _-�-�✓ � ..__._.__ =�.. ¢ i �'�' 1 � \ � ti:,' � _._ _ � � 'c�ii'o ;�"', ROCK CONSTRUCTON ENTRANCE 1 - _ � ' � �� i-- r.__�`-"'�:1't.=. � � i z�o ❑... FLTER FABRIC PROiECT10N --- �,. . . . i '�= � � � � 1 - . I `.' � � ->--- INTERCEPTOR SWALE _ _ ,,:,, � 1 �-'� ' �o ._. � g 2 ♦ CHECK DAA1S W� i ..t �" i - z.. . � , m m m _ FOUNO SUKVEY MARI�'R 0.5 NOiED W� ; 1 ,;�_.- I = m _. FlI� HYDw�NT � >. I � � ' .. .. . _ Q e� P� �� n� . _ � TFLE?HONE RISER a' I � - �- � . R Y O Y o ai�u�<'�o = TYPE 7 CB W/ VANED GRATE �. � �� 1 .. .� • .. �. TYPE t CB W/ SOUD LID Z� � �� TOPSOIL.SfOCKPILE : ►�_ ( -......'" . e - . - 1 w/ PLAS't1C COVERING 2.t ; � I y q o Z _��_ GnS VAVE � � � � _ . I` I '� � � . � _ � �_ � �---� STREEf LICFfT ry�5 _- -� _�_. .. I .. ` o t""'- � �- , � � _ � w o ,�--�_. -� . � • v � �� =� FOUND SURVEY MONUAEFfi (AS NOTED) � '. ' �I .. x X�X z-•X-•:X� l.� �'"_- v . �� _�\ __.�� .�.� -� -�_ � -- i__�. � _. _ ' ^ylC �' n9 .., � x x � .; . _ __ -==- __ - . ��" � �q o .n �-� FOUND OUAR7ER CORNER � I W "~ �~`. ' k � • pE►Ap�1T1pN UKDER ' � '� - � �. � �� ' �wE FOUND '�� I. - ( "� �� % � . = �SfPMATE PERMR (T7P) y � I� � / ��' . ^r .9 , � � . SECTION CORPER .L x`�. .�' x . � / 6 .,� e (X, WA7E1z VaLVE I I Q- x �.� � . � � . • + ��+ �' 11 f I '��2r �� , . I� MP1L BOX �.: � �IE-5t3.52 X-= _._. X �� s�°.zc�s.FRE \•. - • + • + • - _ . _ •_s�, �j . � �. ' �'�,4 / I � GUY MlqiOR �:. � � - x�X•X'X�X X X- \� . � .. ',. � .i � ,' . j � .. -- -- ( � SANRARY SEWER M/WFIOLE 1 � . _�� ;\ -_ ��`W . v . . - - . , .. �► 4� . � � TREE TYPE � �� s. . -. _. �C2.7 ��FENCE '- ,_ I . ` _ „ �. . �� PROTECIION C2.1 _ . � •- WAiER METER .� - . � �� " ' �:; _ . --- �p r : _ i _ �� i � .__ �YlER CLEANCUT 1 �4. i�;i: . . _ • . � "� • �-� . - : c4 � , - -�__r;�. G � - . , '.�� BLOW OFF 4 ROCK ��^. . � .. . .. -� -' � . \. .- -' I - ~ .LL - . y �. �� - I STOCKPILE 2 . - � - ._- - � -� -. ` � \ �� • :W/ PLASTIC COVERING 2 1 I �_..� ."�. AIR VA0. C2.1 CONSfRUCT10N �_� ,� _ 4�9t�-R X•X'%•X.X.X. . X�X�X• . � v � � . � . BU�R�� •., � . . . �I� �- � _. _ � ...-�-_ X ' '.. WEflANO FLAG {�RANCE . ± . ' T._ (X, x X ..._ . ♦,,.' � - . _ +W\ �(18,Sa�S.FiEY �� ' - _ _. __ ...___� I P� ":.,�\ �,�, . . �{' �' t '. -� � � _ '. � : a i y � ., s . 8 E..xjt.`x-*x�'�r=X'�('1C X x ' / r r�H+� +\ `` � �i � CONSTRUCTION SEQUENCE TEreaaurzr t I � �_ iE=5i2�a � } ._ : , ` . � . . . ` . ' _ . � . � �ceProe sw s � � �Q� t. Sq�imULE AND ATIEND A PRE-CONSTRUCTpN MEETING WfRI THE Cftt 12' WLVEKT l � �-� " -- � . , x �� \ .� � - .� � _ � � � �- �� m � OF RENTDN. I . ' � x . . �� . y y - 1\ W/ CHECK DAMS C2.1 C2.1 . � 1 � � , �� :J s � � � "x x x y.. � . . .. . . '� , d w ' m 2. POST SIGH WRhI THE NAME A1d0 PHONE NUAIBER Of T.E.S.C. TD BE C�STRU�^TE➢ � � - ' � V V� � - � SUPERVISOR h CESCL (MAY BE CONSOLIDATED WRH THE REQUIRED I � ,, � '. E WEST DEtEM10N VAULT ' � � � � � - A• , , .-` I� 2 I _ >_ NOT10E OF CONS1RUO110N SIGN. PER DRAINAGE PLAh � . . . \ \ � . � . .. _.. ---_.. � �TG 6E USE� FOR \ �� - - - � � � � W ' O � � dc PROFlLE. C4.0, : I � , + + . . W � �� I �� TEMPORAftY SEDIAIEf1TAT10N \ . . �` ,� 11 � Q C4.1. C4.2 � __ .._._. ._._. � -�ACILITY CONSTRUCT �I � - � • � � � � . � > � 3. FLAG OR FENCE CLE�RING L1MRS. ; � '0 vnULT rWD DUTLET �;` + • �7 'f � � O '��. -�� 4. �ALL CATCH BASIN PR07ECT10N AS SFpWN FOR D(ISIING GTCH 1 --E - C�tF1�RING GRADRJG. �, IN L1MR ' /� ,/ � y. + Y -1.� ', -- �� II N . �� \\ 1 �~ �v�j� (n'P) /,' ' . . � : � . . . 'f II a - � � 5. GRADE M7D INSTALL CONSTRUCiION ENTRAt�ES. #J .-.. I� -_ ' `� • • • 14 �'\ . . . � �J � ' --- =' � �j . . � . � � � + . v� 1� � I - $ 6. INSfALL PERIMEIER PROTECiION (SILT FENCE BURSH BARRER. ETC.) _.._.. ____---- ! .. . i :. . �� . \ •..__ � �r �-- � ... ....... � i _ � ._ _..._ 7. CONSiRUCT WEST �ETENTION VAULT, OUi1.ET WORKS. AND OOWNSTRF.AYA 6ta0p . � 1 -�� i' �. � - I � ��. � ' 4 `. V ' � ' � i CONNECTION TO PUBLIC STORN DRNNAGE SYSTEM. A ROW OF SILT - -r- SE 123RD ST eo . N� - � I '.� + � 5�� .�P � - � - II , � , � N G _ t c FFNCE SHALL BE IN-PUCE MMWIATELY DOWNHl OF D(CAVATED , � � . � �� ' '�' �' 1 25'x50') " I i ; w MATERIAL UNT�7HE VAULT IS CONSTRUCTED AND SURFACE WATER " �� . � � '�_� � � CONTROLS ARE FUNCTIONAL �� - I I � ' ' �� . . . � � i � � m. 8. DCCAVATE FitST SEDIMENT TRAP AIJD ROCK 011RET. .- ... � I � � l li L . .. .. V i . I - -. _� �� ' ''-' g < ;-- �_ / ' . � . ' 1 I �� m � ._ I � ��_ "E „ 9. GFtqDE AND STABILIZE CON57RUCipN ROADS. , , . � 1 i _-=- _--f_ --- "-t� , ._ _ _ „ . �1 ' 's I . .... - _ ---.___ ( i � < N � - - - - - _ - __ __C . . _ p W W 3 � � 1C.CONSTRUCT SURFACE WATER CONTROLS (IMERCEPTOR DIKES, PIPE ' I �I_j � -- �-'�___ (-� _ __ _ _ y � � w � ^ F FORPPR0.IEACT DEVELOPMENi.�SURFA�CE W TER CORLLECTION SHALLNBE � � ��. � �=�� r u�i � '' h m` PER SECTION D.3.6 OF APPENDIX D OF TF� 2009 KCSWDN. : - . ��. INTERCEPTOR SWALE 6 7 ' v 3 '= m � ¢u' 3 SILT FENCE • ` I jI m j w/ cHEa< oa�s cz.i c2.i cz.i (n'a> _ i 1 t.MMNTAIN EROSION CANTROL kEASURES IN ACCORDANCE WITN THE CRY �' .... -- -� � OF RENTON STANDARDS AND AIANUFACTURER'S RECOMAIENDATIONS. I �" � f`-'S �'"� � - NG NR � � � �� e��. . ; I ' � � � � �c � - 12. RELOCATE EROSION COtJTR� MFJSURES OR INSTNI NEW MFISURES � --I � I -- . - �� li S6 THAT AS SffE CONDfT10NS C14DNCE THE EROSpN pND SEpMENf �� "- N CONiROI IS PLWAYS IN ACCORDANCE WITH 71$ pTY OF RafTON � �� .. .__. _ _.. _ . EROSION AND SEOIMENT COHTROL STANDARDS. � 13. COVER ALL ARFJS THAT WILL BE UNWORKED FOR MQRE iHAN SEVEN N � Z DAYS DURING TF� DRY SEASON OR TWO DAYS DURING THE WEf Q - sEasori wm� sntnw, WOOD Fl�R MULCH, COMPOST, PLASTIC SHEETING NPDES PERMIT#:WAR344061 W a � OR EOUNALENT. SEE EROSiON CONfROL NOTE 7, SNEET C2.1. � � ; i4.srnse�zE a1 utFi�s nwr RE►,cH Flru,� cw�oE wm�u+ sEVEn o�rs. CERTIFIED EROSION CONTROL SPECIALIST 40 0 40 80 � U = 15.5� OR SOD ANY AREAS TO I�IAAIN UNWOfil� FOR MORE TH4N 30 WESTON FEIGHTS. LLC 1�=40� � - a+n� CRPIC SEARS � - CESCL� Ef'8�87808 Scale Feet � � �� 16.INSTALL STORM DRAINAGE SYS?QA WITH TEMPORARY CATCH 94SN 15 LAKE BELLEVUE, STE 102 PROTECTION. BELLEVUE wA saoos a CITY OF O W I (425)869-7300 � � 1� �,I J 17.INSTALL ALL OTHER UTILRIES, CURB, CUTTER, SIDEWALK AND PAVING. CRWGOTAYLORDEV.CON � RENTON �/� r V� ?� 18.UPON COMPLE110N OF iHE PRQIECT, ALL D5ll1RBm ARFAS YUST 8E DATUM � COMPLIAI�iE YVRH � I� STABILIZm AND BMPS REMOVED IF APPROPRIATE � � 19.REMOVE ACCUMUUTID SEDINENT FROM DEfENT10N VAULT AND PONO. �W 88, PER CITf OF RENTON �Y��ON STANDARD6 � - FLUSH STORMWATER SYSTDA UPON COAIPLETION OF CONSTRUCTION. �ERT�CAL CON�ROL , I�'� Date: � BENCHMARK BY Date: � TOP OF THE NONUMENT AT THE WEST _ t/4 CORNER OF SECTION 11-23-5, By: Dote: /� = CfTY OF RENTON POINT N0. 2101 Know whaes below. / � E1.� 512.01 FEEf (OR 756.060 �,: p�: �/��0 M�� C2II before you dig. . .e., •_,3"-9 ;presp��: d_._cp,-�_ ,_ -._ ;h __� H •t�,.�.C. . r� -_- _ ., ..1F-er� . ..� _ ...�� ,, � . , .o ,-�... ..�. . .��., ..�. .. a„ ,,z�-: U 15-006162 i i l APPENDIX 8B SWPPP PROJECT SUMMARY '� Weston Heights 4 Technical Information Report � , � �- � PROJECT TEAM MEMBERS: . • . - Certified Erosion 8�Sediment Control Lead Craig Sears (425) 869-1300 Resident Engineer Scott Mesic (425)486-6533 � � Emergency Ecology Contact Puget Sound Office (425)649-7000 , Emergency Owner Contact Craig Sears (425)869-1300 ! Non-Emergency Ecology Contact Northwest Region (425)649-7000 Monitoring Personnel Craig Sears (425)869-1300 ESTIMATED CONSTRUCTtON SCHEDULE: • Construction Start Date July 2016 . Install ESC Measures July 2016 • Construction End Date October 2016 CONSTRUCTION BMP LIST IDetails followinq): • Silt Fence (BMP C233) • Stabilized Construction Entrance • Storm Drain Inlet Protection (BMP C220) • Materials on Hand (BMP C150) may also be applicable • Detention Pond Or Vault • Temporary and Permanent Seeding (BMP C120) , • Plastic Covering (BMP C123) � • Interceptor Dike and Swale(BMP C200) � • Check Dams (BMP C207) ; Weston Heights Technical Information Report � 3 JOINTS IN FILTER FABRIC SHALL BE SPLICED y � AT POSTS.USE STAPLES,WIRE RINGS,OR EOUNALENT TO ATTACH FABRIC TO POSTS. Yx2'BV 14 Ga.WIRE OR � EQUVILLENT,IF STANDARD � � STRENGTH FABPoC USED 1 E ` F�TER FABRIC � I Z � I I�I � � — �—i �— ��I1��=— �i li..� �I-,_�-�I�=--��-�_��—��—I �—��.—��_��_��=I �'�—��I— I� -��.��_'��. �i i—I�—i I—i_ITi— �—I I I= '—I11=1I1 s � 6'MN(. � � MINIMUAA I'z1'TRENCH � ' �`-� / -- � BACNFILL TRENCH VNTH POST SPACING MAV BE INCREASED NATIVE SOIL TO 8'IF WIRE BACKING IS USED 2'x4'WOOD POSTS.STEEL FENCE POSTS,REBAR.OR EQIHVALENT NOTES 1. CONDRION OF USE 1.1. SILT FENCE MAY BE USED DOWNSLOPE OF ALL DISTURBED AREAS. 7.2. SILT FENCE IS NOT INTENDED TO TREAT CONCENTRATED FLOWS,NOR IS INTENDED TO TREAT SUBSTANTIAL AMOUNTS OF OVERLAND FLOW. ANY CONCENTRATED FLOW MOST BE CONVEYED THROUGH THE DRAINAGE SYSTEM TO A SEDIMENT TRAP OR POND. 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. THE C�EOTEXTILE USED MOST MET THE STANDARD LISTED BELLOW.A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MOST BE AVAILABLE ON SITE. AOS(0.5TM D4751) �-10051EVE SIZE(0.660.15Mv1�FOR SILT FlLM i0-100 SIEV E SIZE�0960.15bM)FOR OTHER FABRICS WATERPERMITTIVI7Y(ASTMD491) 0.025EC^�1MINIMUM GRAB TENSILE STRENCHT IASTM D46321 180 LBS.MIN.FOR E%TRA STRENGH FABNIC 100 LBS.MN.FOR STAN DA RD SIAENGHT FABRIC G(iABTEN5ILEELONGATION ASTMD4632 30%MA7(. ULTIIAVIOLATE RESISTANCE(ASTM D4355) 70%MIN. 2.2. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE.WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 2.3. WHERE THE FENCE IS INSTALLED,THE SLOPE SHALL NOT BE STEEPER THAN 2H:1V 2.4. IF A TYPICAL SILT FENCE IS USED,THE STANDARD 4X4 TRENCH MAY NOT BE REDUCED AS LONG AS THE BOTTOM 8 INCHES OF THE SILT FENCE IS WELL BURIED AND SECURE IN A TRENCH THAT STABILI2ES THE FENCE ANO DOES NOT ALIOW WATER TO BYPASS OR UNDERMINE THE SILT FENCE. 3. MAINTENANCE STANDARDS 3.1. ANY DAMAGE SHALL BE REPAIR IMMEDIATELY. 3.2. IF CONCENTRATED FLOES ARE EVIDENT UPHILL OD THE FENCE.THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3.3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE.IF THIS OCCURS,REPLACE THE FENCE OR REMOVED THE TRAP SEDIMENT. 3.4. SEDIMENT MOST BE REMOVED WHEN SEDIMENT IS 61NCHES HIGH. 3.5. IF THE FILTER FABRIC(GEOTEXTILE)HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN.IT SHALL BE REPLACED. Y �'~�.,,��"� PLBLIC WORKS SILT FENCE �• p� - 214.00 �� DEPARTMENT ir��p MARCH 2O08 � � � � � DRIVEWAYS SW1LL BE PAVED TO THE EDGE OF R-O-W PRIOR TO INSTALLAiION OF THE o Ey'�Sj\NG�O� / DAMAGING OFOTHE ROADWAY AVqD � IT IS RECOMMENDED TMAT THE R�25'MIN. \ ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD ��. �Z �� \ \ \ � INSTALL DPoVEWAY CULVERT IF THERE \ IS A ROADSIDE DITCH PRESENT.AS PER CITY ROAD STAFAARDS 4"-8'QUARRY SPALLS i GEOTEXTILE � \ II, 1�� 12'MIN.THICKNESS � �_� p{Zpy�DE FULL WIDTH OF NOTES INGRESS/EGRESS AREA 1. CONDRION OF USE 1.1. CONSTRUCTION ENTRANCE SHALL BE STABILIZED WHEREVER TRAFFIC WILL BE LEAVING A CONSTRUCTION SITE AND TRAVELING ON PAVED ROADS OR OTHER PAVED AREAS WITHIN 1,000 FEET OF THE SITE. GRABTENSILESTREBNGTH ASTMD4751 200PSIMIN. GRAB TENSILE ELONGATION(ASTM D4632� 3096 MAX. MULLEN BURSTSTRENGTH ASTMD3786-SOA 400P51 MIN. AOS�ASTM D4751) 2a45(U.S.STANDARD SIEVE SIZE� 2. DESIGN AND INSTALLATION SPECIFICATIONS 2.1. HOG FUEL(WOOD BASED MULCH)MAY BE SUBSTITUTED FOR OR COMBINED WITH QUARRY SPALLS IN ARES THAT WILL BOT BE USED FOR PERMANENT ROADS.HOG FUEL IS NOT RECOMMENDED FOR ENTRANCE STABILIZATION IN URBAN AREAS.THE INSPECTOR MAY AT ANY TIME REQUIRE THE USE OF QUARRY SPALLS IF THE HOG FUEL IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT OR IF THE HOG FUEL IS BEING CARRIED ONTO PAVEMENT. 2.2. FENCING SHALL BE INSTALLED AS NECESSARY TO RESTRICT TRAFFIC TO THE CONSTRUCTION ENTRANCE. 2.3. WHENEVER POSSIBLE,THE ENTRANCE SHALL BE CONSTRUCTED ON A FIRM,COMPACTED SUBGRADE.THIS CAN SUBSTANTIALLY INCREASE THE EFFECTIVENESS OF THE PAD AND REDUCE THE NEED FOR MAINTENANCE. 3. MAINTENANCE STANDARDS 3.1. QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 3.2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT BEING TRACKED ONTO PAVEMENT,THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED.THIS MAY INCLUDE STREET SWEEPING,AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE,OR THE INSTALLATION OF THE WHEEL WASH.IF WASHING IS USED,IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK,AND WASHED WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3.3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING.THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE.THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTNE AND THERE IS A THREAT TO PUBLIC SAFETY.IF IT NECESSARY TO WASH THE STREETS,A SMALL SUMP MUST BE CONDUCTED.THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP WHERE IT CAN BE CONTROLLED AND DISCHARGED APPROPRIATELY. 3.4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 3.5. IF VEHICLES ARE ENTERING OR EXITING THE SRES AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S),FENCING SHALL BE INSTALLED TO CONTROL TRAFFIC. ti`�Y�� STD. PIAN — 215.10 °�: � PUB�c woRxs i STABILIZED _ ��;� DEPARTMENT i CONSTRUCTION ENTRANCE �a�p , MARCH 2O08 ��. � DRAINAGE GRATE � TRIM � � GRATE FRAME � � V ° � I . SmIMENT AND DEBRIS � . OVERFLOW BYPASS t-��5- . k o D �%''P�� , � BELOW INLET GRATE DEVICE � �6 . FILTERED \ � WATER � �` 1 �. __ U e o : e n ' p ' D ° p ' . SECTION VIEW DRAINAGE GRATE -RECTANGULAR GRATE SFIOWN RETRIEVAL SYSTEM(TYPJ /� Q � \ BELOW INLET GRATE DEVICE OVERFLOW BYPASS(TYP.) \ / � I ISOMETRIC VIEYr NOTES 7. Size the Below Inlet Grate Device(BIGD)fa the storm water structure It wlll servioe. 2. The BIGD shall have a bWtt-in hlgh-flow relfef system(oveAbw bypass� 3. The retrieval system must allaw removal of Ihe BIGD wlihout spllling the cdleded material. 4. Perform mafMenance fn accordance wl�Standard Spedflcation 8-01.3(15). TY � 4TD. PLAN - 216..g� �� PUBLIC WORKS CATGH BASIN FILTER -' DEPARTMENT � MARCH 2O08 � i , � i a tia�c. � _ . - _ =III—III�—I —I = -- � -- �ill�� „ I�� I -��I—��— —��—�� TOE IN SHEETING IN I-I I I-I I I �p� YIN61Uq 4'X�'TRENCH �I-I I I-I I I I I-I I I-I -I I I-I I -I I I-I I I- P R O V I D E E N E R G V q S S I P A T 1 0 N I�I I I I I I I I I I I . . AT TOE WHEN PEmED - - - � . . . � . , . -1I1= I 1=1 - . . � . . NOTEB 1. CONDITION OF USE '1.1. PLASTIC COVERING MAY BE USED ON DISTURBED AREAS THAT REQUIRED COVER MEASURES FOR LESS THAN 30 DAYS. '1.2. PLASTIC IS PARTICULARLY USEFUL FOR PROTECTING CUT AND FILL SLOPES AND STOCKPILES. 1.3. CLEAR PLASTIC SHEETING MAY BE USED OVER NEWLYSHEEDED AREAS TO CREATE A GREENHOUSE EFFECT AND ENCOURAGE GRASS ' GROWTH.CLEAR PLASTIC SHOULD NOT BE USED FOR THIS PURPOSE DURING THE SUMMER MOPfTHS ', 1.4. THIS METHOD SHALL NOT BE USED UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY RUNOFF.SUCH AREAS INCLUDE STEEP AND ' UNSTABLE SLOPES 2 DESIGN AND INSTALLATION SPECIFIG►T10N3 2.7. PLASTIC SHEETING SHOULD HAVE A MINIMUM THICIQJESS OF 0.03 MILLIMETERS. i 2.2. IF ER0310N AT THE TOE OF A SLOPE 13 LIKELY,A GRAVEL BERM,RIPRAP,OR OTHER 3UITABLE PROTECTION SHALL BE INSTALLED AT THE TOE � OF THE SLOPE IN ORDER TO REDUCE THE VELOCITY OF RUNOFF. 3. MAINTENANCE STANDARDS 3.1. TORN SHEETS MOST BE REPLACED RND OPEN SEAMS REPAIRED. 3.2. IF THE PLAS7IC BEGINS TO DETERIORATE DIE TO ULTRAVIOLET RADIATION,IT M06T BE COMPLETELY REMOVED AND REPLACED. ! 3.3. WHEN THE PLASTIC IS NO LONGER NEEDED,IT SHALL BE COMPLETELY REMOVES. i i � II `� ' 3PD. PLAN - 215.30 �� PUBLIC WORKS PLASTIC COVERING '' DEPARTMENT MARCH 2O08 1 � � N 2 � 2:7 MAX SLOPE � DIKE MA7ERIAL COMPACTED � � 909:MODIFIED PROCTOR I \ 7 MI11 \i �� 18'MIN. — � I�i I � , —I I I—I I I—I I I .. - � � -I I 1=I I 1-1 I 1=��-� � � ii _ - I — I— DIKE SPACING OEPENOS ON SIOPE GRADIENT NOTES 1. CONDRION OF USE 1.1. REQUIRED AT: 1.1.1. THE TOP OF ALL SLOPES IN EXCESS OF 3H:1V AND WITH MORE THAN 20 FEET OF VERTICAL RELIEF. 1.1.2. AT INTERVALS ON ANY SLOPES THAT EXCEEDS THE DIMENSIONS SPECIFIED BELLOW. AVERAGE SLOPE SLOPE PERCENT FLOWPATH LENGTH 20H:1V 3-5% 300 FEET (1OT020)H:1V S10% 200FEET (4T010)H:1V 1425% 100FEET (2T04�H:1V 25-509�o SOFEET 2. DESIGN AND NSTALLATION SPECIFlCATIONS 2.1. FOR SLOPES STEEPER THAN 2H:1V WITH MORE THAN 10 FEET OF VERTICAL RELIEF,BENCHES MAY BE CONSTRUCTED OR CLOSER SPACED INTERCEPTOR DIKES MAY BE USED.THE DESIRE MEASURE MOST BE DESIGNED BY AN ENGINEER TO EFFECTIVELY INTERCEPT THE HIGH VELOCITY RUNOFF TO A SEDIMENT POND OR TRAP. 2.2. CONSTRUCTION TRAFFIC OVER TEMPORARY DIKES SHALL BE MINIMI2ED. 3. MAINTENANCE STANDARDS i 3.1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY. 3.2. IF THE FACILITY DO NOT REGULARLY RETAIN STORM RUNOFF,THE CAPACITY AND/OR FREQUENCY OF THE DIKES SHALL BE INCREASED. ��`�Y��, STD. PLAN - 217.00 � • �� PliBLIC WORKS INTERCEPTOR DIKE _ \��/ DEPARTMENT � MARCH 2O08 � y 2:1 MAX.SLOPE 3 m -III € LEVELBOTTOM - - _� _ I - I � 1'MIN. � - i �_�I- f _ � ��.- � - I - I I-1 i I-��i-" ' ' - - ,- � -� II -ITi=� � - 1 � 2'MIN. I _ - SWALE SPACING DEPENDS ON SIOPE GRADIENT NOTES 1. CONDITION OF USE 1.1. REQUIRED AT: 1.1.1. THE TOP OF ALL SLOPES IN EXCESS OF 3H:1V AND WITH MORE THAN 20 FEET OF VERTICAL RELIEF. 1.1.2. AT INTERVALS ON ANY SLOPES THAT EXCEEDS THE DIMENSIONS SPECIFIED BELLOW. AVERAGE SLOPE SLOPE PERCENT FLOWPATH LENGTH 20H:1V 3-5% 300 FEET 1OT020 H:1V 5-1096 200FEET �4 TO 10)H:1V 1425% 100 FEET 2 TO 4 H:1V 25-50% 50 FEET 2. DESIGN AND INSTALLATION SPECIFlCATIONS 2.1. FOR SLOPES STEEPER THAN 2H:1 V WITH MORE THAN 10 FEET OF VERTICAL RELIEF,BENCHES MAY BE CONSTRUCTED OR CLOSER SPACED INTERCEPTOR SWALES MAY BE USED.THE DESIRE MEASURE MOST BE DESIGNED BY AN ENGINEER TO EFFECTNELY INTERCEPT THE HIGH VELOCITY RUNOFF TO A SEDIMENT POND OR TRAP. 2.2. CONSTRUCTION TRAFFIC OVER TEMPORARY SWALES SHALL BE MINIMIZED. 3. MAINTENANCE STANDARDS 3.1. DAMAGE RESULTING FROM RUNOFF OR CONSTRUCTION ACTIVITY SHALL BE REPAIRED IMMEDIATELY. 3.2. IF THE FACILITY DO NOT REGULARLY RETAIN STORM RUNOFF,THE CAPACITY AND/OR FREQUENCY OF THE SWALES SHALL BE INCREASED. p��Y��,s, STD. PLAN — 217.10 PUBLIC VrORKS INTERCEPTOR SWALE ��i� DEPARTMENT 'p��p MARCH 2O08 � � ROCK NUST COMPLETELY COVER THE � BOTTOI+1 AND SIDES OF TFE DRCH �s a �\ 6'NIN. 'n �� L ! �\ �` 1�D . ��r��/<;� Q 21'MIN. � �� DO� ; � � 2:1 SLOPES � 2'�'ROCK L=THE DISTANCE SUCH THAT POIN75 D A AND B ARE OF EQIIAL ELEVA710N -IIIA B � � �-� � � ��,�il -- � � �I 1=1 I I, ,—;I I I---— o� �oo '��—, I ;— I —, I — —��—i��=1 I I,;,_ ��, ,—� I I-I I-1 I - —� � �— , NOTEs I 1. CONDITION OF USE 1.1. WERE CONCENTRATED RUNOFF FROM DISTURBED AREAS TO AND FROM PONDS OR TRAPS. 12. TO CONVEY RUNOFF INTERCEPTED FROM UNDISTURBED AREAS AROUND THE SITE TO A NON-EROSNE DISCHARGE POINT. 2. MAINTENANCE STANDARDS 2.1. ANY SmIMENT DEPOSITION OF MORE THAN 0.5 FEET SFWLL BE REMOVED SO THAT THE CHANNEL IS RESTORED TO ITS ORIGINAL DESIGN CAPACITY. 22. THE CHECK DAMS SHALL BE DUMINED FOR SIGNS OF SCOURING AND EROSION OF THE BED AND BANKS.IF SCOURING AND EROSION I1AS OCCURRED,AFFECTED AREAS SIIALL BE PROTECTED BY RIPRAP OR AN EROSION CONTROL BLANKET. � � � PUBLIC WORKS C1�IECK DAMS SPACING AND 3PD. PI.AN - 217.40 '` DEPARTMENT CROSS SECTIONS MARCH 2�08 APPENDIX 8C ALTERNATIVE BMPs ;i _ � Weston Heights Technical Information Report � i The following includes a list of possible alternative BMPs for each of the 12 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element#1 -Mark Clearing Limits • High Visibility Plastic or Metal Fence (BMP C103) Element#2 -Establish Construction Access • Wheel Wash (BMP C106) Element#3-Control Flow Rates . (none) Element#4-Install Sediment Controls • Straw Bale Barrier(BMP C230) • Vegetated Strip(BMP C234) • Materials on Hand (BMP C150) Element#5 -Stabilize Soils • Dust Control (BMP C140) • Topsoiling (BMP C125) • Sodding (BMP C124) Element#6-Protect Slopes • Straw Wattles (BMP C235) • Grass-Lined Channels(BMP C201) Element#7-Protect Drain Inlets • (none) Element#8 -Stabilize Channels and Outlets • Level Spreader(BMP C206) Element#10-Control Dewatering • (none) ; � APPENDIX 8D GENERAL PERMIT , Weston Heights Technical Information Report Construction Stormwater General Permit At the time of submittal of this report, the project is within the public comment period for the Stormwater General Permit. The Department of Ecology has assigned the project the following General Permit Number: WAR304061 A copy of the construction stormwater general permit coverage documents will be added to this appendix during the preconstruction meeting. -- --- -------- --------- ---- ------- _ -—_ ------ I Weston Heights � Technical Information Report � ' i i I � I,_ i � APPENDIX 8E c�T� � nr ,s� tni�p�r�Tin�i �nRn,nc , � Weston Heights Technical Information Report Site Insaection Forms (and Site Loa) The results of each inspection shall be summarized in an inspection report or checklist that is entered into or attached to the site log book. It is suggested that the inspection report or checklist be included in this I appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite at all times during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. c. A summary or list of all BMPs that have been implemented. including observations of all erosion/sediment control structures or practices. d. The following shall be noted: i. Locations of BMPs inspecte �. ii. Locations of BMPs that neeu �� U�,��U,�,_- iii. The reason maintenance is needed iv. Locations of BMPs that failed to operate as designed or intended, and ■ v. Locations where additional or different BMPs are needed, and the reas��,�; ,,��; � e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. g. General comments and notes, including a brief description of any BMP r repairs, maintenance or installations made as a result of the inspection. h. A statement that, in the judgment of the person conducting the site inspection,the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penafty of law that this report is true, accurate, and complete, to the best of my knowledge and belief'. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s)to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s}; implement appropriate Best Management Practices(BMPs), and/or conduct maintenance of existing BMPs; and achieve comp�iance with all applicable standards and permit conditions. In addition, if the noncompliance � causes a threat to human health or the environment, the Permittee shall comply with the Noncompliance Notification requirements in Special Condition SS.F of the permit. Weston Heights Technical Information Report Site Inspection Form Generai Information Project Name: Inspector Name: Title: CESCL# : Date: Time: Inspection Type: ❑ After a rain event � Weekly ❑ Turbidity/transparency benchmark exceedance � Other Weather Precipitation Since last inspection In last 24 hours Description of General Site Conditions: Inspection of BMPs Element 1: Mark Clearing Limits BMP: Location Ins ected Functionin Problem/Corrective Action Y N Y N NIP BMP: Location Ins YctN YunNio NIP Problem/Corrective Action _ _---- ---- - -- __1___ _ '_ 1_ _ _ _ ____ _ _ _ -- - - — -! Element 2: Establish Construction Access BMP: Location Ins ected Functionin Problem/Corrective Action Y N Y N NIP BMP: ` Location Ins Y�N YunN io NIP Problem/Corrective Action r Weston Heights ` Technical Information Report I E/ement 3: Control Flowrates BMP: Location Ins ected Functionin Problem/Corrective Action Y N Y N NIP BMP: Location Ins YctN YunN io NIP Problem/Corrective Action E/ement 4: Install Sediment Contro/s BMP: Location �ns ected Functionin Problem/Corrective Action Y N Y N NIP BMP: Location �ns ected Functionin problem/Corrective Action Y N Y N NIP E/ement 5: Stabilize Soils BMP: Location �ns ected Functionin problem/Corrective Action Y N Y N NIP BMP: Location InS Y�N YunN io NiP Problem/Corrective Action Weston Heights ' Technical Information Report i E/ement 6: Protect S/opes BMP: Location Ins ected Functionin problem/Corrective Action Y N Y N NIP BMP: Location Ins YctN YunN io NiP Problem/Corrective Action E/ement 7: Protect Drain/nlets BMP: Location Ins ected Functionin Problem/Corrective Action Y N Y N NIP BMP: Location Ins Y�N YunN'� NIP Problem/Corrective Action E/ement 8: Stabilize Channels and Outlets BMP: Location Ins ected Functionin Problem/Corrective Action Y N Y N NIP BMP: , Location Ins YctN YunN'� NIP Problem/Corrective Action Weston Heights Technical Information Report E/ement 9: Control Pollutants BMP: Location Ins ected Functionin Problem/Corrective Action Y N Y N NIP BMP: Location Ins YctN YunN io NiP problem/Corrective Action E/ement 10: Control Dewatering BMP: Location Ins ected Functionin Problem/Corrective Action Y N Y N NIP BMP: Location Ins YctN YunN io NIP Problem/Corrective Action Stormwater Discharges From the Site '' Observed? Problem/Corrective Action ' Y N ' Location Turbidi Discoloration Sheen Location Turbidi Discoloration Sheen Weston Heights Technical Information Report Water Quali Monitorin Was any water quality monitoring conducted? ❑ Yes ❑ No If water quality monitoring was conducted, record results here: If water quality monitoring indicated turbidity 250 NTU or greater; or transparency 6 cm or less, was Ecology notified by phone within 24 hrs? c Yes c No If Ecology was notified, indicate the date, time, contact name and phone number below: Date: Time: Contact Name: Phone #: General Comments and Notes Include BMP re airs, maintenance, or instaltations made as a result of the ins ection. Were Photos Taken? � Yes � No ' If hotos taken, describe hotos below: ' Weston Heights Technical Information Report APPENDIX 8F TESC CALCULATIONS ; V i � r Weston Heights Technical Information Report West Basin— Deve/oped Condition(Detained Basin) ��.; ,,, �Land Use Summary �� O � Area ? Till Forest 0.00 acres Till Pasture 0.00 acres Till Grass 1.06 acres Quiwash Forest 0.00 acres Oulwash Pasture 0.00 acres Outwash Grass 0.00 acres Wetland 0.00 acres Impervious 0.83 acres Total 1.89 acres Scale Factor: 0.80 15-Min Reduced Edit Flow Paths � Time Series: West-15min.ts� » Compute Time Series Modiiy User Input File for computed Time Series [.TSF] Flcw Frequency Analys_. Time Series File:west-1 , Project Location:LandsbuLu ---Annual Peak Flow Rate Flow Rate Rank Time of r--:r: - - _-:�.: - - �-. . _ ._., i : (CFS) (CFS) Period 0.99'_ 7 2/08/O1 15:00 1.57 1 100.00 0. � 0.914 8 5/06/02 7:15 1.09 2 25.00 0.'�� 0.858 9 9/10/U3 13:95 0.989 3 10.00 0.'=� 1.04 2 8/25/09 23:30 0.858 9 5.00 0.,- 0.599 6 5/10/05 16:95 0.656 5 3.00 0.� 0.985 3 10/22/U5 16:15 0.599 6 2.00 O.SU�_ 0.696 5 11/21/06 8:00 0.491 7 1.30 0.231 1.57 1 1/04/OS 7:3p n.419 a 1.10 O.nyl rnm:�,uted Feaks 1.3� 50,02 n,58p Per Section D.3.5.1 of the 2009 KCSWDM, the minimum pond surface area is calculated from the 2-yr peak flow calculated above as follows: SA{MIN) = 2,OHO X Q2-Y� SA(MIN) = 2,080 x 0.599 = 1,246 sf Weston Heights Technical Information Report East Basin—Developed Condition (Detained Basin) ' � Land Use Summary - � av D �-- - � Area ?J Till Fores# 0.00 acres Till Pasture 0.00 acres ' Till Grass 1.15 acres Outwash Forest 0.00 acres Ouiwash Pasture 0.00 acres ( Outwash Grass 0.00 acres f Wetland 0.00 acres � Impervious 0.80 acres Total ! 1.95 acres Scale Factor : 0.80 15-Min Reduced i � Edit Flow Paths Time Series: East-15min.ts� » Compute Time Series I � Modify User Input I -------- __ _ ' File for computed Time Series [.TSFJ E_cM F�equen�y 'r.-�al�-s=s Time Series File:east-15min.t;,t � Project Location:Landsburg ---Annual Peak Flow Rates-- ---Fl<�:: Fr�=:.r��.:y rr.a_rr,i , Flow Rate Rank Time of Peak - - Feaks - - F:an;c keturn Fr�-�ia � � (CFS) (CFS) Period 0.995 7 2/OS/O1 19:00 1.58 1 100.00 O.�S 0.906 E 5/06/02 7:15 1.06 2 25.00 0.�� 0.891 9 5/10/03 13:95 0.987 3 10.00 0.�( 1.06 2 8/25/09 23:30 0.891 9 5.00 0.�0 0.553 6 9/10/05 16:95 0.655 5 3.00 n,�.� 0.987 3 10/22/OS 1E:15 0.593 6 2.00 O.SI� O.EG9 5 11/21/OE 8:00 0.445 7 1.30 0.� ' 1.59 1 1/04/08 �:30 0.406 P 1.10 0.�'' rr,m�cred Peaks 1.91 5�i.��n n,�. � � Per Section D.3.5.1 of the 2009 KCSWDM, the minimum oond surface area is calculated from the 2-yr peak flow calculated above as follows SA(MIN) — Z,OHO X Q2-Y, SA(M,N) = 2,080 x 0.593 = 1,233 sf Weston Heights Technical Information Report SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES. AND DEC�ARAT!�N nF CO�✓ENANT Weston Heights Technical Information Report Bond Quantities, Facilities Summaries, and Declaration of Covenant Bond Quantities have been provided at the City's request. Storm drainage facilities are detailed on the engineering plans. 1 , I ' i � ; - � I , � , , Weston Heights Technical Information Report iI ; ��. , _, APPENDIX 9 BOND QUANTITY WORKSHEET Weston Heights Technical Information Report Site Improvement Bond Quantity Worksheet S,5 Webdate 04/03/201° � King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 TTY Relay 711 Project Name: Weston Heights Date: 6/14/2016 Location: RentOfl, WA Project No.: Activity No.: 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 X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 Unit prices updated: 3/2/2015 Version: 3/2/2015 King Counry SI Bond Quantiry Wsksht.xls Report Date: 6/14/2016 Site Improvement Bond Quantity Worksheet S,5 Webdate 04/03/201', Unit #of Reference# Price Unit Quanti A plications Cost EROSIONISEDIMENT CONTROL Number Backfill &com action-embankment ESC-1 $ 6.00 CY Check dams,4" minus rock ESC-2 SWDM 5.4.6.3 $ 80.00 Each 7 1 560 Crushed surfacin 1 1/4" minus ESC-3 WSDOT 9-03.9 3 $ 95.00 CY Ditchin ESC-4 $ 9.00 CY Excavation-bulk ESC-5 $ 2.00 CY Fence, silt ESC-6 SWDM 5.4.3.1 $ 1.50 LF 1700 1 2550 Fence, Tem ora NGPE ESC-7 $ 1.50 LF H droseedin ESC-8 SWDM 5.4.2.4 $ 0.80 SY 12000 1 9600 Jute Mesh ESC-9 SWDM 5.4.2.2 $ 3.50 SY Mulch, b hand, straw, 3"dee ESC-10 SWDM 5.4.2.1 $ 2.50 SY Mulch, b machine, straw, 2"dee ESC-11 SWDM 5.4.2.1 $ 2.00 SY Pipin , tempora , CPP, 6" ESC-12 $ 12.00 LF Pipin , tempora , CPP, 8" ESC-13 $ 14.00 LF Pi in , tempora , CPP, 12" ESC-14 $ 18.00 LF Plastic coverin ,6mm thick, sandba ed ESC-15 SWDM 5.4.2.3 $ 4.00 SY 100 1 400 Rip Rap, machine placed; slopes ESC-16 WSDOT 9-13.1(2) $ 45.00 CY Rock Construction Entrance, 50'x15'x1' ESC-17 SWDM 5.4.4.1 $ 1,800.00 Each 2 1 3600 Rock Construction Entrance, 100'x15'x1' ESC-18 SWDM 5.4.4.1 $ 3,200.00 Each Sediment ond riser assembl ESC-19 SWDM 5.4.5.2 $ 2,200.00 Each Sediment trap, 5' hi h berm ESC-20 SWDM 5.4.5.1 $ 19.00 LF Sed.trap,5'high,riprapped spillway berm section ESC-21 SWDM 5.4.5.1 $ 70.00 LF Seedin , b hand ESC-22 SWDM 5.4.2.4 $ 1.00 SY Soddin , 1"dee , level round ESC-23 SWDM 5.4.2.5 $ 8.00 SY Soddin , 1"dee , slo ed round ESC-24 SWDM 5.4.2.5 $ 10.00 SY TESC Su ervisor ESC-25 $ 110.00 HR 1 90 9900 Water truck,dust control ESC-26 SWDM 5.4.7 $ 140.00 HR WRITE-IN-ITEMS """"' see a e 9 Each ESC SUBTOTAL: $ 26,610.00 30%CONTINGENCY&MOBILIZATION: $ 7,983.00 ESC TOTAL: $ 34,593.00 COLUMN: A Page 2 of 9 Unit prices updated: 3/2/2015 Version: 3/2/2015 King County SI Bond Quantiry Wsksht.xls Report Date: 6/14/2016 Site Improvement Bond Quantity Worksheet Webdate 04/03/2015 Existing Future Public Private Rightof-Way Right of Way Improvements &Draina e Facilities Unit Price Unit Quant. Cost Quant. Cost Quant. Cost GENERAL ITEMS No. Backfill&Com action-embankment GI- 1 $ 6.00 CY Backfill 8 Com action-trench GI-2 $ 9.00 CY Clear/Remove Brush,b hand GI-3 $ 1.00 SY Clearin /Grubbin /Tree Removal GI-4 $10,000.00 Acre 0.09 900.00 0.28 2,800.00 2.52 25,200.00 Excavation-bulk GI-5 $ 2.00 CY 1645 3,290.00 4071 8,142.00 Excavation-Trench GI-6 $ 5.00 CY 155 775.00 600 3,000.00 Fencin ,cedar,6'hi h GI-7 $ 20.00 LF Fencin ,chain link,vin I coated, 6'hi h GI-8 $ 20.00 LF 400 8,000 00 Fencin ,chain link, ate,vin I coated, 2 GI-9 $ 1,400.00 Each 1 1,400.00 Fencin ,s lit rail, 3'hi h GI-10 $ 15.00 LF Fill 8 com act-common barrow GI-11 $ 25.00 CY 6580 164,500.00 Fill&com act- ravel base GI-12 $ 27.00 CY Fill&com act-screened to soil GI-13 $ 39.00 CY Gabion, 12"dee ,stone filled mesh GI-14 $ 65.00 SY Gabion, 18"dee ,stone filled mesh GI-15 $ 90.00 SY Gabion,36"dee ,stone filled mesh GI-16 $ 150.00 SY Gradin ,fine,b hand GI-17 $ 2.50 SY Gradin ,fine,with rader GI-18 $ 2.00 SY Monuments,3'lon GI-19 $ 250.00 Each 1 250.00 2 500.00 Sensitive Areas Si n GI-20 $ 7.00 Each 9 63.00 Soddin , 1"dee ,slo d round GI-21 $ 8.00 SY Surve in ,line& rade GI-22 $ 850.00 Da 2 1,700.00 Surve in ,lot location/lines GI-23 $ 1,800.00 Acre 3 5,400.00 Traffic control crew 2 fla ers GI-24 $ 120.00 HR Trail,4"chi d wood GI-25 $ 8.00 SY Trail,4"crushed cinder GI-26 $ 9.00 SY Trail,4"to course GI-27 $ 12.00 SY Wall, retainin ,concrete GI-28 $ 55.00 SF Wall,rocker GI-29 $ 15.00 SF 300 4,500.00 Page 3 of 9 SUBTOTAL 1,150.00 6,865 00 222,405 00 Unit prices updated: 03/02/2015 •KCC 27A authonzes only one bond reducGon. Version: 03/02/2015 King County SI Bond Quantity Wsksht.xls Report Date:6/14/2016 Site Improvement Bond Quantity Worksheet Webdate 04/03/2015 Existing Future Public Private Rightoi-way Right of Way Improvements &Draina e Facilities Unit Price Unit Quant. Cost Quant. Cost Quant. Cost ROADIMPROVEMENT No. AC Grindin ,4'wide machine<1000s RI-1 $ 30.00 SY AC Grindin ,4'wide machine 1000-200 RI-2 $ 16.00 SY AC Grindin ,4'wide machine>2000s RI-3 $ 10.00 SY AC Removal/Dis osal RI-4 $ 35.00 SY 805 28,175.00 100 3,500.00 Barricade, III Permanent RI-6 $ 56.00 LF Curb&Gutter, rolled RI-7 $ 17.00 LF Curb 8 Gutter,vertical RI-8 $ 12.50 LF 600 7,500.00 Curb and Gutter,demolition and dis osa RI-9 $ 18.00 LF Curb,extruded as halt RI-10 $ 5.50 LF Curb,extruded concrete RI-11 $ 7.00 LF 150 1,050.00 Sawcut,as halt, 3"de th RI-12 $ 1.85 LF 700 1,295.00 Sawcut,concrete, er 1"de th RI-13 $ 3.00 LF Sealant,as haR RI-14 $ 2.00 LF 600 1,200.00 300 600.00 Shoulder,AC, see AC road unit rice RI-15 $ - SY Shoulder, ravel,4"thick RI-16 $ 15.00 SY Sidewalk,4"thick RI-17 $ 38.00 SY 315 11,970.00 Sidewalk,4"thick,demolition and dis os RI-18 $ 32.00 SY Sidewalk,5"thick RI-19 $ 41.00 SY Sidewalk,5"thick,demolition and dis os RI-20 $ 40.00 SY Si n,handica RI-21 $ 85.00 Each Stri in , r stall RI-22 $ 7.00 Each Stri i� ,thermo lastic, for crosswalk RI-23 $ 3.00 SF Stri in ,4"reflectorized line RI-24 $ 0 50 LF 600 300.00 250 125.00 Page 4 of 9 SUBTOTAL 30,970.00 24,745.00 Unit prices updated: 03/02/2015 'KCC 27A authorizes only one bond reduction. Version: 03/02/2015 King County SI Bond Quantity Wsksht.xls Report Date:6/14/2016 l ii Site Improvement Bond Quantity Worksheet Webdate 04/03/2015 Existing Future Public Private Right-0f-way Right of Way Improvements 8 Draina e Facilities Unit Price Unit Quant. Cost Quant. Cost Quant. Cost ROAD SURFACING No. 4"Rock=2.5 base&1.5"to course 9 1/2"Rock=8"base 8 1.5"to course Additional 2.5"Crushed Surfacin RS- 1 $ 3.60 SY HMA 1/2"Overla , 1.5" RS-2 $ 14.00 SY HMA 1/2"Overla 2" RS-3 $ 18.00 SY HMA Road,2",4"rock, First 2500 SY RS-4 $ 28.00 SY HMA Road,2",4°rock,Q .over 2500 S RS-5 $ 21.00 SY HMA Road,3",9 1/2"Rock,First 2500 S RS-6 $ 35.00 SY HMA Road,3",9 1/2"Rock,�t Over 25 RS-7 $ 42.00 SY Not Used RS-8 Not Used RS-9 HMA Road,6"De th,First 2500 SY RS-1 $ 33.10 SY 350 11,585.00 650 21,515.00 1200 39,720.00 HMA Road,6"De th,Qt .Over 2500 S RS-11 $ 30.00 SY HMA 3/4"or 1",4"De th RS-12 $ 20.00 SY Gravel Road,4"rock,First 2500 SY RS-13 $ 15.00 SY 200 3,000.00 Gravel Road,4"rock,Qt .over 2500 SY RS-14 $ 10.00 SY PCC Road Add Under Write-Ins w/Desi RS-15 Thidcened Edge RS-17 $ 8.60 LF 350 3,010.00 Page 5 of 9 SUBTOTAL 11,585.00 21,515.00 45,730.00 Unit prices updated: 03/02/2015 "KCC 27A authorizes only one bond reduction. Version: 03/02/2015 King County SI Bond Quantity Wsksht.xls Report Date:6/14/2016 Site Improvement Bond Quantity Worksheet Webdate 04/03I2015 Existing Future Public Private Rightof-way Right of Way Improvements 8 Draina e Facilities Unit Price Unit Quant. Cost Quant. Cost Quant. Cost DRAINAGE (CPP=Corrugated Plastic Pipe,N12 or Equivalent) For Culvert rices, Avera e of 4'cover was assumed.Assume erforated PVC is same rice as solid i e. Access Road,R/D D-1 $ 21.00 SY 100 2,100.00 Bollards-fixed D-2 $ 240.74 Each Bollards-removable D-3 $ 452.34 Each ` CBs inGude frame and lid CB T I D-4 $ 1,500.00 Each 11 16,500.00 CB T e IL D-5 $ 1,750.00 Each CB T II,48"diameter D-6 $ 2,300.00 Each for additional de th over 4' D-7 $ 480.00 FT CB T II,54"diameter D-8 $ 2,500.00 Each 2 5,000.00 for additional de th over 4' D-9 $ 495.00 FT 11 5,445.00 CB T II,60"diameter D-10 $ 2,800.00 Each for additional de th over 4' D-11 $ 600.00 FT CB T II,72"diameter D-12 $ 3,600.00 Each , for additional de th over 4' D-13 $ 850.00 FT I Throu h-curb Inlet Framework Add D-14 $ 400.00 Each 1 400.00 li� Cleanout,PVC,4" D-15 $ 150.00 Each Cleanout, PVC,6" D-16 $ 170.00 Each 16 2,720.00 Cleanout, PVC,8" D-17 $ 200.00 Each Culvert, PVC,4" D-18 $ 10.00 LF Culvert, PVC,6" D-19 $ 13.00 LF Culvert, PVC, 8" D-20 $ 15.00 LF Culvert, PVC, 12" D-21 $ 23.00 LF Culvert,CMP,8" D-22 $ 19.00 LF Culvert,CMP, 12" D-23 $ 29.00 LF CulveR,CMP, 15" D-24 $ 35.00 LF Culvert,CMP, 18" D-25 $ 41.00 LF Culvert,CMP,24" D-26 $ 56.00 LF Culvert,CMP, 30" D-27 $ 78.00 LF Culvert,CMP, 36" D-28 $ 130.00 LF Culvert,CMP,48" D-29 $ 190.00 LF Culvert,CMP,60" D-30 $ 270.00 LF Culvert,CMP,72" D-31 $ 350.00 LF Page 6 of 9 SUBTOTAL 32,165 00 Unit prices updated: 03/02/2015 'KCC 27A authorizes only one bond reduction Version: 03/02/2015 King County SI Bond Quantity Wsksht.xls Report Date:6/14/2016 � Site Improvement Bond Quantity Worksheet Webdate 04/03/2015 Existing Future Pubiic Private Rightof-way Right of Way Improvements DRAINAGE CONTINUED 8�Drainage Facilities No. Unit Price Unit �uant. Cost Quant. Cost Quant. Cost Culvert,Concrete,8" D-32 $ 25.00 LF Culvert,Concrete, 12" D-33 $ 36.00 lF Culvert,Concrete, 15" D-34 $ 42.00 LF Culvert,Concrete, 18" D-35 $ 48.00 LF Culvert,Concrete,24" D-36 $ 78.00 LF Culvert,Concrete,30" D-37 $ 125.00 LF Culvert,Concrete, 36" D-38 $ 150.00 LF Culvert,Concrete,42" D-39 $ 175.00 LF Culvert,Concrete,48" D-40 $ 205.00 LF Culvert,CPP,6" D-41 $ 14.00 LF CulveR,CPP,8" D-42 $ 16.00 LF Culvert,CPP, 12" D-43 $ 24.00 LF 1554 37296 Culvert,CPP, 15" D-44 $ 35.00 LF Culvert,CPP,18" D-45 $ 41.00 LF Culvert,CPP,24" D-46 $ 56.00 LF Culvert,CPP,30" D-47 $ 78.00 LF Culvert,CPP,36" D-48 $ 130.00 LF Ditchin D-49 $ 9.50 CY Flow Dis ersal Trench 1,436 base+ D-50 $ 28.00 LF 50 2836 French Drain 3'de th D-51 $ 26.00 LF Geotextile, laid in trench, ol ro lene D-52 $ 3.00 SY Mid-tank Access Riser,48"dia, 6'dee D-54 $ 2,000.00 Each Pond Overflow S illwa D-55 $ 16.00 SY 16 256 Restrictor/Oil Se arator, 12" D-56 $ 1,150.00 Each Restrictor/Oil Se arator, 15" D-57 $ 1,350.00 Each Restrictor/Oil Se arator, 18" D-58 $ 1,700.00 Each Ri ra , laced D-59 $ 42.00 CY 10 420 Tank End Reducer 36"diameter D-60 $ 1,200.00 Each Trash Rack, 12" D-61 $ 350.00 Each 2 700 Trash Rack, 15" D-62 $ 410.00 Each Trash Rack, 18" D-63 $ 480.00 Each Trash Rack,21" D-64 $ 550.00 Each Page 7 of 9 SUBTOTAL 41508 Unit prices updated: 03/02/2015 'KCC 27A authorizes only one bond reduction. Version: 03/02/2015 King County SI Bond Quantity Wsksht xls Report Date: 6/14/2016 Site Improvement Bond Quantity Worksheet Webdate 04/03I2015 Existing Future Public Private Rightof-way Right of Way Improvements 8 Dreina e Facflitfes Unit Price Unit Quant. Price Quant. Cost Quant. Cost PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders �'!2� 2"AC,2"to course rock&4"borrow PL-1 $ 21.00 SY NA NA 2"AC, 1.5" to course&2.5"base cour PL-2 $ 28.00 SY NA NA 4"select borrow PL-3 $ 5.00 SY NA NA 1.5"to course rock 8 2.5"base course PL-4 $ 14.00 SY NA NA TILITY P LES TREET LIGHTING Utilit ole relocation costs must be accom anied b Franchise Utilit 's Cost Estimate Utilit Pole s Relocation UP-1 Lum Sum � Street Li ht Poles w/Luminaires UP-2 Each � WRITE-IN-ITEM Such as detention/water ualit vaults. � West Vault WI- 1 ######### EA 1 150,000.00 Stormfilter WI-2 $23,000.00 EA 1 23,000.00 WI-3 CY WI-4 LF WI-5 FT WI-6 WI-7 WI-8 WI-9 wi-io SUBTOTAL 173,000.00 SUBTOTAL(SUM ALL PAGES): 43,705.00 299,798.00 268,135.00 30%CONTINGENCY 8 MOBILIZATION: 13,111.50 89,939.40 80,440.50 GRANDTOTAL: 56,816.50 389,737.40 348,575.50 COLUMN: B C D Page 8 of 9 Unit prices updated: 03/02/2015 'KCC 27A authorizes only one bond reduction. Version: 03/02/2015 King County SI Bond Quantity Wsksht.xls Report Date:6/14/2016 � __ Site Improvement Bond Quantity Worksheet Webdate 04/03/2015 Original bond computations prepared by: Name: Date: PE Registration Number: Tel.#: Firm Name: Address: Project No: FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND' MINIMUM BOND'AMOUNT pUBLIC ROAD&DRAINAGE AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND' TEMPORARY OCCUPANCY AT Stabilization/Erosion Sediment Control (ESC) (A) $ 34,593.0 SUBSTANTIAL COMPLETION•" Existing Right-of-Way Improvements (B) $ 56,816.5 Future Public Right of Way&Drainage Facilities (C) $ 389,737.4 Private Improvements (D) $ 348,575.5 Calculated Quantity Completed 'I Total Right-of Way and/or Site Restoration Bond"/'" (A+B) $ 91,409.5 (First$7,500 of bond'shall be cash. Performance Bond'Amount (A+g+C+D) = TOTAL (T) $ 829,722.4 T x 0.30 $ 248,916.7 Minimum is$2000 Minimum is$2000. (B+C)x Maintenance/Defect Bond*Total 0.25= $ 111,638.5 Minimum is$2000. NAME OF PERSON PREPARING BOND'REDUCTION: Date: 'NOTE: The word"bond"as used in this document means a financial guarantee acceptable to King County. "NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall inGude the total cost for all TESC as a minimum,not a maximum. In addition,corrective work,both on-and off-site needs to be included. Quantities shall 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. The 30%contingency and mobilization costs are computed in this quantity. •'•NOTE: per KCC 27A,total bond amounts remaining after reduction shall not be less than 30%of the original amount(T)or as revised by major design changes. REQUIRED BOND'AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY Page 9 of 9 Unit prices updated: 03/02/2015 Check out the DDES Web site at www.kinpcountv.aov/permits Version: 03/02/2015 � King Counry SI Bond Quantity Wsksht.xls Report Date: 6/14/2016 � i �� SECTION 10 OPERATIONS AND MAINTENANCE MANUAL M Weston Heights Technical Information Report Operations and Maintenance Manual PERFORATED PIPE CONNECTION Rooflfooting drain lines, including perforated pipe connections shall be kept open and clean. If the pipes appear to be clogged, they should be cleaned by high pressure flushing with water or flexible sewer rods. In cases where roots effectively block the drainage, the use of herbicides may be indicated. Whatever method of cleaning is used, consideration for erosion and sediment control is needed. DISPERSION TRENCH Perforated pipes in dispersion trenches shall be kept open and clean. If the pipes appear to be clogged, they should be cleaned by high pressure flushing with water or flexible sewer rods. In cases where roots effectively block the drainage,the use of herbicides may be indicated. Whatever method of cleaning is used, consideration for erosion and sediment control is needed. The top of the dispersion trench should be kept free of leaves, debris, soil, moss, and other sources of c�ogging. If the surFace or drain-rock becomes clogged, it should be excavated and replaced. The following pages are selections from Appendix A of the 2009 King County Stormwater Design Manual, applicable to this project: Weston Heights Technical Information Report � APPE�IDIX A hiAIVTENAVCE REQUIRE'�tE:�iTS FLOW CONTROL,COVVEYANCE,AND WQ FACILITIES N0. 1 - DETENTION PONDS Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Pertormed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debns Geared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size o�ce garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if '� appropriate. No contaminants ', present other than a surface oil film. I Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a I I height. height no greater than 6 inches. � Top or Side Slopes Rodent holes Any evidence of rodent holes rf facility is acting Rodents removed or destroyed and I of Dam,Berm or as a dam or berm,or any evidence of water dam or berm repaired. ' Embankment piping through dam or berm via rodent holes. Tree growth Tree growth threatens integrity of slopes,dces Trees do not hinder facility not allow maintenance access,or interferes with perfortnance or maintenance maintenance activity. If trees are not a threat or activities. not interfering with access or maintenance,they do not need to be removed. Erosion Eroded damage over 2 inches deep where cause Slopes stabilized using appropriate of damage is still present or where there is erosion conVol measures. If erosion potential for continued erosion. Any erosion is occurring on compacted slope,a observed on a compacted slope. licensed civil engineer should be consulted to resolve source of erosion. Settlement Any part of a dam,berm or embankment that has Top or side slope restored to design settled 4 inches lower than the design elevation. dimensions. If settlement is significant,a licensed avil engineer should be consulted to determine the cause of the settlement. Storage Area Sediment Accumulated sediment that exceeds 10%of the Sediment deaned out to designed accumulation designed pond depth. pond shape and depth;pond reseeded if necessary to control erosion. Liner damaged Liner is visible or pond does not hold water as Liner repaired or replaced. (tf Applicable) designed. Inlet/Outlet Pipe. Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes Gear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Crecks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. Emergency Tree growth Tree growth impedes flow or threatens stability of Trees removed. Overflow/Spillway spillway. Rock missing Only one layer of rock exists above native soil in Spillway restored to design area five square feet or larger or any exposure of standards. native soil on the spillway. Ii9;2009 2009 SurYace lVater Design Manual Appendix A A-Z ' APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOVV CONTROL,CONVEYANCE,AND��4'Q FACILITIES NO. 3- DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Site Trash and debris Any trash and debris which exceed 1 cubic foot Trash and debns Geared from site. ' per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or poluGon such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. � Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. � Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a ' height. height no greater than 6 inches. Tank or Vault Trash and debris Any trash and debris accumulated in vault or tank No trash or debris in vault. Storage Area (includes floatables and non-floatables). Sediment Accumulated sediment depth exceeds 10%of the All sediment removed from storage ' accumulation diameter of the storage area for YZ length of area. I storage vault or any point depth exceeds 15%of �i diametec Example:72-inch staage tank would i ', require cleaning when sediment reaches depth of I 7 inches for more than Yz IengUi of tank. Tank Structure Plugged air vent Any blockage of the vent. Tank or vault freely vents. Tank bent out of Any part of tank/pipe is bent out of shape more Tank repaired or replaced to design. I shape than 10%of its design shape. Gaps between A gap wider than Yrinch at the joint of any tank No water or soil entering tank sections,damaged sections or any evidence of soil partides entenng through jants or walls. ' f joints or cracks or the tank at a joint or through a walL tears in wall Vauk Structure Damage to wall, Cracks wider than Yrinch,any evidence of soil Vault is sealed and structurally I!� frame,bottom,andlor entering the structure through cracks or qualified sound. , itop slab inspecbon personnel determines that the vault is not structurally sound. InIeUOuUet Pipes Sediment Sediment filling 20%or more of the pipe. InleVoutlet pipes clear of sediment. j accumulation ITrash and debris Trash and debris accumulated in inleUouUet No trash or debris in pipes. � pipes(includes floatables and non-floatables). Damaged Cracks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleVoutlet pipe. at the joints of the inleUoutlet pipes. �00)Surface Water Desien Nfazival-Appendix A 1 9 2009 A-5 APPENDIX A 'viAINTENANCE REQLTIREMENTS FLOW CONTROL,CO'.�IVEYANCE.AND WQ FACILITIES NO. 3-DETENTION TANKS AND VAULTS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Access Manhole Coverllid not in place CoverAid is missing or only partially in place. Manhole access covered. Any open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking coverAid does not work. CoverAid difficult to One maintenance person cannot remove Coverflid can be removed and remove coverflid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment,rust,or aacks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open openedfremoved using normal equipment. can opened as designed. Gaps,doesn't cover Large access doors not flat and/or access Doas close flat and covers access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. U9�2009 2009 Surface Water Desien'�lanual Appendix A :a-c APPE'.VDIX A MAINTENAVCE REQL?IREMENTS FOR FLOW COVTROL.CONVEYAI�CE.A�ID��'Q FACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Structure Trash and debris Trash or debris of more than Yz cubic foot which No Trash or debris blocking or is located immediately in front of the structure potentially blocking entrance to opening or is blocking capacity of the structure by structure. more than 10%. Trash or debris in the structure that exceeds'/3 No trash or debris in the structure. the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Deposits of garbage exceeding 1 cubic foot in No condition present which would vdume. attract or support the breeding of insects or rodents. Sediment Sediment exceeds 60%of the depth from the Sump of structure contains no bottom of the structure to the invert of the lowest sediment. pipe into or out of the structure or the bottom of the FROP-T section or is within 6 inches of the invert of the lowest pipe into or out of the structure or the bottom of the FROP-T section. Damage to frame Corner of frame extends more than'/.inch past Frame is even with curb. andlor top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than Y.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separetion of more than'/.inch of the frame from the top slab. Cracks in walls or Crecks wider than Y:inch and longer than 3 feet, Structure is sealed and structurally bottom any evidence of soil partides entering structure sound. through cracks,or maintenance person judges that structure is unsound. Cracks wider than Yz inch and longer than 1 foot No cracks more than'!,inch wide at at the joint of any inleUoutlet pipe or any evidence the joint of inleUoutlet pipe. of soil particles entering strudure through cracks. Settlement/ SVucture has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than Yrinch at the joint of the No crecks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of inleVoutlet pipes. the structure at the joint of the inleUoutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as al,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Ladder rungs missing Ladder is unsafe due to missing rungs, Ladder meets design standards and or unsafe misalignment,rust,cxacks,or sharp edges. allows maintenance person safe access. FROP-T Section Damage T section is not securely attached to sVucture T section securely attached to wall wall and outlet pipe structure should support at and outlet pipe. least 1,000 Ibs of up or down pressure. SVucture is not in upright position(allow up to Structure in correct posi6on. 10%from plumb). Connections to outlet pipe are not watertight or Connections to outlet pipe are water show signs of deteriorated grout. tight;structure repaired or replaced and works as designed. Any holes--other tt�an designed holes—in the Structure has no holes other than structure. designed holes. Cleanout Gate Damaged or missing Cleanout gate is missing. Replace cleanout gate. 20(19 Surface��later Design'�9anual Appendix A Ir'9�2009 A-7 j APPENDIX A MAINTENA'.VCE REQUIREMEVTS FLOW COVTROL,CONVEYAVCE,AND WQ FACILITIES NO. 4-CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When ' Component Maintenance is Pertormed Cleanout gate is not watertight. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily and maintenance person. is watertight. Chainlrod leading to gate is missing or damaged. Chain is in place and works as designed. Orfice Plate Damaged or missing Control device is not working properly due to Plate is in place and works as missing,out of place,or bent or�ce plate. designed. Obstructions Any tresh,debris,sediment,or vegetation Plate is free of all obstructions and blodcing the plate. works as designed. Overilow Pipe Obstructions Any trash or debris blocking(or having the Pipe is free of all obstructions and potential of blocking)the overflow pipe. works as designed. Deformed or damaged Lip of overflow pipe is bent or deformed. Ovefiow pipe does not albw , lip overflow at an elevation lower tfian design InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). � Damaged Cracks wider than YZ-inch at the joint of the No cracks more than Y.-inch wide at inleVoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. Metal Grates Unsafe grate opening Grate with opening wider than'/B inch. Grate opening meets design (If Applicable) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design standards. Manhole Cover/Lid CoverAid not in place Covedlid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking coverllid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove coverAid after applying 80 Ibs.of lift. reinstalled by one maintenance person. 1i9;2009 ?009 Surtace R'arer Desien�'Ianual AFP��•� A-8 APPEVDIX A 'vIAINTENAVCE REQUIREMENTS FOR FLOW CONTROL.CONVEYANCE.AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Structure Sediment Sediment exceeds 60%of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than'/z cubic foot which No Trash or debris blocking or is located immediately in front of the catch basin potentially blxking entrance to opening or is blocking capacity of the qtch basin catch basin. by more than 10%. Trash or debris in the catch basin that exceeds No Vash or debris in the catch basin. '/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would vdume. attract or support the breeding of insects or rodents. Damage to frame Corner of trame extends more than'/.inch past Freme is even with curb. and/or top slab curb face into the street(If applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks. cracks wider than Y.inch. Frame not sitting flush on top slab,i.e., Frame is sitting flush on top slab. separetion of more than'/.inch of the frame from the top slab. � Cracks in walls or Cracks wider than Y:inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of sal partides entering catch structurally sound. basin through cracks,or maintenance person judges that catch basin is unsound. Cracks wider than Yz inch and longer than 1 foot No cracks more than'/a inch wide at at the joint of any inleUoutlet pipe or any evidence the joint of inleVoutlet pipe. of soil particles entering catch basin through cradcs. SettlemenU Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than'/rinch at the joint of the No cracks more than Y,-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of inleUoutlet pipes. the catch basin at the joint of the inleVoutlet pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as al,gasoline,concrete slurries or paint. according to applicable regulations. Source contrd BMPs implemented ff appropriate. No contaminants present other than a surface oil film. InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleUoutlet pipes clear of sediment. accumulation Trash and debris Tresh and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Crecks wider than Y:-inch at the joint of the No crecks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleVoutlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual-Appendix A 1 9?009 A-9 APPENDIX A A4AI?�ITENA�ICE REQL'IREMEVTS FLOW CONTROL,CONVEI'A�ICE.AVD WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than'!8 inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s)of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. � Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools.Bolts cannot be seated. Self-locking cover/lid does not work. CoverAid difficult to One maintenance person cannot remove CoverAid can be removed and Remove cover/lid after applying 80 Ibs.of lift. reinstalled by one maintenance person. � 1-9-2009 2009 Surface Vb'ater Desieu Manual-Appe��dix A A-10 APPENDIX A AtAIVTENANCE REQUIREVIENTS FOR FLOW CONTROL,CONVEYANCE,AND Vb'Q FACILITIES NO. 6-CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment&debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20%of the diameter of the pipe. Vegetation/roots VegeWtionlroots that reduce free movement of Water flows ireely through pipes. water through pipes. Contaminants and Any evidence of contaminants or polution such Materials removed and disposed of pollution as al.gasdine,concrete slurries or paint. according to applicable regulations. Source contrd BMPs implemented ff appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged;rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%or is determined to have weakened structural integrity of the pipe. Ditches Trash arx!debris Tresh and debris exceeds 1 cubic foot per 1,000 Trash and detxis cleared from square feet of ditch and slopes. ditches. � Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds My noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might nortnally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasdine,concrete slurries or paint. according to applicable regulations. Source contrd BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing(If area 5 square feet or more,any exposed native Applicable) soil. 2009 Surface Water Design Manual-Appendix A 1!9;2009 A-11 APPENDIX A MA[VTE�IAVCE REQl1IREMENTS FOR FLO\�'COVTROL.COI�VEYA:VCE.A\D Vl'Q FACILITIES NO. 8-ENERGY DISSIPATERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed. Site Trash and debris Trash andlor debris accumulatan. Dissipater clear of trash and/or debris. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented ff appropriate. No contaminants present other than a surface oil film. Rock Pad Missing or moved Only one layer of rock exists above native soil in Rock pad prevents erosion. Rock area five square feet or larger or any exposure of native soil. Dispersion Trench Pipe plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/flushed so that it sediment design depth. matches design. Not discharging water Visual evidence of water discharging at Water discharges from feature by properly concenVated pants along trench(nortnal sheet flow. condition is a"sheet flow"of water along Vench). Perforations plugged. Over 1/4 of perforations in pipe are plugged with Perforations freely discharge flow. debris or sediment. Water flows out top of Water flows out of distributor catch basin during No flow discharges from distributor "distributo�'catch any stortn less than the design stortn. catch basin. basin. Receiving area over- Water in receiving area is causing or has No danger of landslides. saturated potential of causing landslide problems. Gabions Damaged mesh Mesh of gabion broken,twisted or deformed so Mesh is intact,no rock missing. structure is weakened or rock may fall out. Corrosion Gabion mesh shows corrosion through more than All gabion mesh capable of Y.of its gage. containing rock and retaining designed form. Collapsed or Gabion basket shape deformed due to any All gabion baskets intact,structure deformed baskets cause. stands as designed. Missing rock Any rock missing that could cause gabion to No rock missing. �� loose structural integrity. I Manhole/Chamber Worn or damaged Structure dissipating flow deteriorates to Yz or Structure is in no danger of failing. I post,baffles or side of original size or any concentrated wom spot II chamber exceeding one square foot which would make structure unsound. Damage to wall, Cracks wider than'/rinch or any evidence of soil Manhole/chamber is sealed and entering the structure through cracks,or frame,bottom,and/or structurally sound. top slab maintenance inspection personnel determines that the sUucture is not sVucturelly sound. Damaged pipe joints Cracks wider than Yrinch at the joint of the No soil or water enters and no water � inleUoutlet pipes or any evidence of soil entering discharges at the joint of inleUoutlet the structure at the jarrt of the inleVoutlet pipes. pipes. � 2009 Surtace V'�'ater Design Manual-Appendi�A 1!9�2009 A-13 APPENDIX A MAINTEVANCE REQUIREMENTS FLOW CONTROL,CONVEYANCE.AND WQ FACILITIES NO. 9- FENCING Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Pertormed Site Erosion or holes Erosion or holes more than 4 inches high and 12- No access under the fence. under fence 18 inches wide permitting access through an opening under a fence. Wood Posts,Boards Missing or damaged Missing or broken boards,post out of plumb by No gaps on fence due to missing or and Cross Members parts more than 6 inches or cross members broken broken boards,post plumb to within 1'/z inches,cross members sound. Weakened by rotting Any part showing structural deteriora6on due to All paRs of fence are strudurally or insects rotting or insect damage sound. Damaged or failed Conaete or metal attachments deteriorated or Post foundation capable of post foundation unable to support posts. supporting posts even in strong wind. Metal Posts,Rails Damaged parts Post out of plumb more than 6 inches. Post plumb to within 1 Yz inches. and Fabric Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fatxic. Deteriorated paint or Part or parts tfiat have a rusting or scaling Structurally adequate posts or parts protective coating condition that has affected structural adequacy. with a unrform protective coating. Openings in fabric Openings in fabric are such that an&inch Fabric mesh openings within 50°/a of diameter ball could fit through. grid size. 1:9�'2009 2009 Surface Water Design Manual—Appendix A � A-14 APPENDIX A MAINTENANCE REQUIREVtENTS FOR FLOW CONTROL,CO'�IVEY.4_VCE,AND WQ FACILITIES N0. 10-GATES/BOLLARDS/ACCESS BARRIERS Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Chain Link Fencing Damaged or missing Missing gate. Gates in place. Gate members Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and closed by a maintenance working freely. person. Gate is out of plumb more than 6 inches and Gate is aligned and vertical. more than 1 foot out of design alignment. Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands,and ties in place. Locking mechanism Locking device missing.no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Openings in fabric Openings in fabric are such that an 8-inch Fabric mesh openings within 50%of diameter ball could fit through. grid size. Bar Gate Damaged or missing Cross bar does not swing open or closed,is Cross bar swings fully open and cross bar missing or is bent to where it does not prevent closed and prevents vehicle access. vehiGe access. Locking mechanism Locking device missing,no-functioning or does Locking mechanism prevents does not lock gate not link to all parts. opening of gate. Support post Support post dces not hold cross bar up. Cross bar held up preventing vehide damaged access into facility. Bollards Damaged or missing Bollard broken,missing,does not fit into support No access for motorized vehides to hde or hinge broken or missing. get into facility. Dces not lock Locking assembly or lock missing or cannot be No access for motorized vehides to attached to lock bollard in place. get into facility. Boulders Dislodged Boulders not located to prevent motorized vehicle No access for motorized vehicles to access. get into facility. Circumvented Motorized vehicles going around or between No access for motorized vehicles to boulders. get into facility. ; I i i _. � � 2009 Surface��l'ater Design�4anual Appe�dix A l�9;2009 A-l5 APPENDIX A MAI>TTENANCE REQLTIREMENTS FLOW CONTROL.CONVEYA'VCE,AND VVQ FACILITIES N0. 11 -GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris deared from site. per 1,000 square feet(this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollubon such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented iF appropriate. No contaminants present other than a surtace oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5°/a broken which affect more than 25%of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and suppoRed or are leaning over,causing exposure adequatety supported;dead or of the roots. diseased trees removed. I � 1,9;2009 2009 Surface Water Design Manual—Appendis A A-16 APPENDIX A ?v1AINTENANCE REQUIRE'.vIENTS FOR FLOW CONTROL,CO�I�'EYANCE,AND Vb'Q FACILITIES N0. 12-ACCESS ROADS Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway drivable by maintenance square feet(i.e.,trash and debris would fill up vehicles. one standards size garbage can). Debris which could damage vehicle tires or Roadway drivable by maintenance prohibit use of road. vehicles. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented rf appropriate. No contaminants present other than a surface oil film. Blocked roadway Any obstruction which reduces clearance above Roadway overhead clear to 14 feet road surface to less than 14 feet. high. Any obstruction restricting the access to a 10-to At least 12-foot of width on access 12 foot width for a distance of more than 12 feet road. or any point restricting access to less than a 10 foot widih. Road Surtace Erosion,settlement, Any surface defect which hinders or prevents Road drivable by maintenance potholes,soft spots, maintenance access. vehicles. ruts Vegetation on road Trees or other vegetation prevent access to Maintenance vehicles can access surface facility by maintenance vehides. facility. Shoulders and Erosion Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches in hinder maintenance access. height or cleared in such a way as to allow maintenance access. Modular Grid Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of Pavement pollution as oil,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damaged or missing Access surtace compacted because of broken on Access road surface restored so missing modular block. road infilVates. � I �- , , �� ,� - - i �, � I__ � � � i i ` � I I 2009 Surface Water Desien Manual—Appendix A 1,9,'2009 I A-17 APPEI�DIX.4 hfAIVTEVANCE REQLiIRE�4EN"r5 FOR FLOVI'CO�ITR()L.COI��'E�',A_'�I('E.A�1D�'VQ FAC'll_CI�IES N0. 17-WENAULT Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Trash and debris accumulated on facility site. Trash and debris removed from facility site. Treatment Area Trash and debris Any tresh and debris accumulated in vault No trash or debris in vault. (includes floatables and non-floatables). Sediment Sediment accumulation in vault bottom exceeds No sediment in vault. accumulation the depth of the sediment zone plus 6 inches. Contaminants and My evidence of contaminants or pollution such Materials removed and disposed of pollution as al,gasdine,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vault Structure Damage to wall, Cracks wider than Yrinch,any evidence of soil Vault is sealed and structurally frame,bottom,andlor entering the structure through cracks,vault dces sound. top slab not retain water or qual�ed inspecUon personnel determines that the vault is not structurally sound. Baffles damaged Baffles corroding,cracking,warping and/or Repair or replace baffles or walls to showing signs of failure or baffle cannot be specifications. removed. Ventilation Ventilation area blocked or plugged. No reduction of ventilation area exists. InIeUOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleVoutlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(inGudes floatables and non-floatables). Damaged Cracks wider than Yrinch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleVoutlet pipe. at the joints of the inleUoutlet pipes. Gravity Drain Inoperable valve Valve will not open and close. Valve opens and closes normally. Valve won't seal Valve does not seal completely. Valve completely seals clased. Access Manhole Access cover/lid Access cover/lid cannot be easily opened by one Access cover/lid can be opened by �' damaged or diflicult to person. Corrosion/deformation of coverllid. one person. open Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. CoverAid difficult to One maintenance person cannot remove Coverllid can be removed and remove coverllid after applying 80 Ibs of lift. reinstalled by one maintenance person. Access doors/plate Large access doors not flat and/or access Doors close flat and covers access has gaps,dcesn't opening not completely covered. opening completely. cover completely Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. Ladder rungs unsafe Missing rungs,misalignment,rust,or aacks. Ladder meets design standards. Allows maintenance person safe access. � 2009 Sircface�l'ater De�ign�9:u�ua1-Appendix.'� 1:9:2009 A-�� APPEVDIX A MAINTENANCE REQUIRE:4fENTS FLOW CONTROL,CONVEY.ANCE.A�1D�,l-'Q FACILITIES NO. 21 -STORMFILTER(CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any Vash or debris which impairs the function of Trash and debris removed from the facility. facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as als,gasoline,concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. ! Life cycle System has not been inspected for three years. Facility is re-inspected and any needed maintenance performed. Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault is free of sediment. Area floor Sediment on top of Greater than Yz inch of sediment. Vault is free of sediment. cartridges Multiple scum lines Thick or multiple scum lines above top of Cause of plugging corrected, above top of cartridges. Probably due to plugged canisters or canisters replaced if necessary. cartridges underdrain manifold. Vault Structure Damage to wall, Cracks wider than Yrinch and any evidence of Vault replaced or repaired to design Frame, Bottom,and/or soil particles entering the structure through the specifications. Top Slab cradcs,or qualrfied inspection personnel , determines the vault is not structurally sound. Baffles damaged Baffles corroding,cracking warping,and/or Repair or replace baffles to showing signs of failure as determined by specfication. maintenance/inspection person. Filter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours vault more than 24 hours fdlowing a rain event andlor after a rain event overflow occurs frequently. Probably due to � plugged fifter media,underdrain or outlet pipe. Short circuiting Flows do not properly enter filter cartridges. Flows go through filter media. Underdrains and SedimenUdebris Underdrains or clean-outs partially plugged or Underdrains and Gean-outs free of Clean-0uts filled with sediment and/or debris. sediment and debris. InIeVOutlet Pipe Sediment Sediment filling 20%or more of the pipe. InleVoutiet pipes Gear of sediment. accumulation Trash and debris Trash and debris accumulated in inleUoutlet No trash or debris in pipes. pipes(includes floatables and non-floatables). Damaged Cracks wider than'/2-inch at the joint of the No cracks more than Y.-inch wide at inleUoutlet pipes or any evidence of soil entering the joint of the inleUoutlet pipe. at the joints of the inleUoutlet pipes. Access Manhole CoverAid not in place Cover/lid is missing or only partially in place. Manhole access covered. My open manhole requires immediate maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools.Bolts cannot be seated. Self-locking coverAid dces not work. CoveNlid drfficult to One maintenance person cannot remove Coverllid can be removed and remove coverllid after applying 80 Ibs of lift. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs,misalignment,rust,or aacks. Ladder meets design standards. Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it doors/plate to open opened/removed using normal equipment. can opened as designed. 119;2009 2009 Surtace�y'ater Design'�4anual :'lppendix A .a-:o APPENDIX A bfAIVTENANCE RI�:(1UIRED4E'.�]TS FOR FLO\�'CUYIROL COI�VE�'AI�CE.AND Vb'(1 FACILI CIES NO. 21 -STORMFILTER(CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Gaps,doesn't cover Large access doors not flat and/or access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufflcient to lift or rusted or plate. remove door or plate. 2009 Surface Water Design�lanual Appendix A 1:9 2009 A-3 I