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23200_100TH_AVE_Wiiiiiiiiiiiiii 15998 23200 1 OOTH AVE W N M I DO engineering p c Former W6odway High School Edmonds School District 23200 1 00,h Avenue West Ldmondt, VVA Vk5ULU Stormwater Site Plan November 12,2014, Revised April The information contained in this report was prepared by and -under the direct supervision of the iinciprignpri- LPD Engineering, PLLC 911 Western Ave, Suite 420 Seattle,WA 98104 Contact: Nicole Hernandez, RE. (206) 725-1211 - The condition of approval is: When the specified StormFilter cartridges w/ZPG media need to be replaced, the Owner will replace them with cartridges filled with the Metal RX media, if they are approved by the Department of Ecology for "General Use." AN) 1) -,&A I Prepared for: DA Hogan &Associates 119 IstAve, Suite 110 Seattle,WA 98104 Contact: Bob Harding (206) 285-0400 K W I I DOC engin 9., P C FORMERWooDwAy HIGH SCHOOL ATHLETIC FIELDS RENOVATION - PHASE I STORMWATER SITE PLAN TABLE OF CONTENTS SectionI — Project Overview ............................................................................................................................................. I Section 2 — Existing Conditions Summary ....................................................................................................................... 2 Section3 — Offsite Analysis ................................................................................................................................................. 3 Section 4 — Site Classification / Minimum Requirements .............................................................................................. 4 Section 5 — Permanent Stormwater Control Plan ......................................................................................................... 7 Section 6 — Construction Stormwater Pollution Prevention Plan (SWPPP) .......................................................... 13 Section 7 — Other Reports and Studies .......................................................................................................................... 14 Section8 — Other Permits ................................................................................................................................................ 14 Section 9 — Operation and Maintenance Manual ............................................................................ ; ............................. 14 Section 10 — Bond Quantities Worksheet ...................................................................................................................... 14 FIGURES Figure 1: Vicinity Map Figure 2: Existing Impervious Coverage Figure 3: Existing Conditions Figure 4: Soils Map Figure 5: Downstream Drainage Map Figure 6: Proposed Conditions APPENDICES Appe ndix A — Design Drawings Appendix B — Design Calculations and Su pporting Information Appendix C — Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Appendix D — Operations and Maintenance Guidelines FORIVIERWOoDwAy HIGH SCHOOL ATHLETIC FIELDS RENOVATION - PHASE I STORMWATER SITE PLAN NOVEMBER 12, 2014, REVISEDAPRIL I � 2015 SECTION I —PROJECT OVERVIEW General Project Description This Stormwater Site Plan is for the field improvement project at the Former Woodway High School. The site is located at 23200 1 00th Avenue West in Edmonds, Washington; Section 36, Township 27 North, Range 3 East, Willamette Meridian. Refer to Figure I — Vicinity Map for site location. This project will involve the renovation of the existing natural grass fields to synthetic turf fields. A rubberized track will be installed around the fields, as well as fencing, access walkways, bleachers and pro ' visions for future light pole installation. This project will be constructed in multiple phases. Phase I includes construction of the southern fields, as well as portions of the rubberized track and paved plaza/walkways. This Stormwater Site Plan addresses the requirements of the 2010 Edmonds Storrnwater Code Supplement (ESCS) and Chapter 18.30 of the Edmonds Municipal Code.- The 2010 ESCS supplements the 2005 Department of Ecology (DOE) Stormwater Management Manual for Western Washington. Proposed Conditions As stated, Phase I of this project will include the resurfacing of the existing baseball field into a multi -purpose athletic field. Additionally, p ortions of the new paved walkways and rubberized track will be constructed. Other amenities include bleachers, landscape restoration, and provisions for field fighting. Future phases of this project (not examined in this report) will involve construction of the northern fields, concessions building, garden area, and remaining portions of walkway/track. For stormwater management, the proposed field will include a perforated lateral drain line system with 4-inch perforated pipes set at 15 feet on center throughout the field. The lateral drain lines will drain to a 12-inch collector line, conveying flow to the north side of the field. The collector line will discharge into a modified flow control structure consisting of a Type -IL catch basin with a flow control outlet. The flow control structure will be located north of the field, but still on the upper terrace within a landscaped area. The stormwater discharging from the flow control will be routed around the east side of the existing north field and connect to a existing Type 2 catch basin. Flows from this catch basin continue north and west around the north end of the fields Refer to the Offsite Analysis section of this report for more information on the downstream course. The track surfacing will be rubberized over permeable pavement. Both the synthetic turf field and track will be considered 50% impervious and 50% pervious for the stormwater model. Refer to the Permanent Stormwater Control Plan section of this report for additional details regarding the flow control facilities. engin Per i n I I I SECTION 2 - ExiSTING CONDITIONS SUMMARY The school property is located on one parcel (#27033600202200), with an area of approximately 39.75 acres. The former Woodway High School campus currently serves multiple functions for the Edmonds School District. The property consists of a school campus, parking, tennis courts, baseball field, football field with track, and a paved play area. The site sits at the top of a hill, with access from the east off 100"' Avenue West. The property is surrounded by sloped forested areas to the west, south and east. The property boundary to the north is also forested but with a more gradual slope. Beyond the forested area, I 001h Avenue West is on the east side of the site and residential properties are along the north, west, and south sides of the site. The proposed project area for Phase I is in the southwest corner of the site, near the location of the existing baseball field. The total project disturbance area for Phase I is approximately 258,064 square feet (5.92 acres). The majority of project area currently consists of a natural grass outfield with dirt infield. The field is has two dugouts, bleachers along the third base line, and a bullpen along the first base line. The base lines have chain -link fence, and there is a concrete pad behind the fencing at home plate. The existing topography of the baseball field is relatively flat, with the highest elevation being 401 in the southwest comer and lowest elevation around 395 in the northwest corner. As mentioned the entire school site is located on top of a hill, with significant slopes down to the west and south of the project area. The developed area of the school campus is mostly flat, with a gradual slope towards the northwest comer of the site. According to City of Edmonds mapping, the school site is within three drainage basins: Deer Creek, Edmonds Way, and Southwest Edmonds A. While the City's basin map shows that the project area is within these three basins, information from the survey and site visit indicates that stormwater runoff from the campus drains north and west to the Deer Creek Basin. There is a piped stormwater system north of the track and field that exits the site at the northwest corner, eventually discharging into Deer Creek. See the Offsite Analysis section of the report for more information on the downstream drainage course. Per the ESCS and the DOE Manual, if the existing lot coverage is 35% or more impervious surface, then the project is to be classified as a redevelopment. The determination of existing impervious surface coverage for the entire school property was based upon an aerial image from Snohomish County's online mapping application that was scaled and used in AutoCAD to delineate the existing impervious surfaces. The compacted dirt infields, tennis courts, building roof areas, track, and all paved surfaces were considered to be 100% impervious. The Former Woodway High School campus was found to have impervious coverage of approximately 35.7%, and therefore this project's minimum requirements were determined based on the redevelopment flow chart (Figure 4-2 from the ESCS). Refer to Figure 2 — Existing Impervious Coverage and the Minimum Requirements section of this report. LPD Engineering, PLLC Page 2 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised Ap6l 1. 2015 enginil The existing baseball field does not have an underdrain system, and therefore the natural grass portion of the field was counted as 100% pervious surface for the purposes of determining the impervious lot coverage and storrnwater management requirements. The compacted dirt portions of the softball field, paved areas, and gravel path were counted as 100% impervious surface. Refer to Figure 3 — Existing Conditions for a layout of the existing impervious surface within the project limits. Based upon the Natural Resources Conservation Service Web Soil Survey, the majority of the project area is underlain with Urban Land (fill). Directly to the south within the adjacent forested area, the soils are Everett gravelly sandy loam, 0%-8% slopes. And west of the site, the soils consists of Everett gravelly sandy loam, 15%-25% slopes. A geotechnical report was conducted by Associated Earth Sciences Inc., dated June 4, 2014. Their subsurface exploration found anywhere from 4-11 feet of fill and Vashon Lodgement Till underneath with Vashon Advance Outwash below that. Refer to Figure 4 — Soils Map. SECTION 3 - OFFSITE ANALYSIS The following is a qualitative downstream analysis, performed in accordance with the City of Edmonds Stormwater Code Supplement. A site visit was conducted by LPD Engineering on September 17, 2014, to investigate the onsite drainage systems, determine the downstream drainage paths and evaluate upstream tributary areas to the project area. The weather during the site investigation consiste'd of overcast skies with a temperature of approximately 60 degrees Fahrenheit. The Phase I project area consists of the existing baseball field located in the southwest portion of the school property. The field consists of natural grass with a patchy dirt infield. The field is flat, and on a higher terrace than the track and field to the north. There are two dugouts, chain -link fencing along the baselines, a concrete pad behind home plate, and bleachers along the third base line. A bullpen with grass mound and chain -link fencing backstop is located east of the field. A gravel path is located along the north end of the field, and a concrete path to the east of the field. The downstream drainage path was determined based on City of Edmonds GIS Webmap, the site survey, and information gathered on the site visit. Refer to Figure 5 — Downstream Drainage Map. The existing baseball field has catch basins along the south and east sides, all conveying flow in the north direction. Site topography and observation of downstream drainage structures indicate that stormwater will travel north to a storm manhole located to the east of the track. From this point, the downstream drainage path is as follows: 1. From the manhole, stormwater flow is directed northwest in a 15-inch concrete channel to another manhole northeast of the track. 2. The outlet pipe on this manhole is also a 15-inch concrete channel discharging stormwater in the northwest direction, into a heavily vegetated area. City of Edmonds GIS shows two drainage structures in this area, but they could not be located during the site visit. 3. Based upon mapping stormwater is piped for about 600 feet northwest, down a steep hill to a manhole located between residential properties, leaving the site. The system turns north, becoming an 18-inch concrete piped system. LPD Engineering, PLLC Page 3 Former Woodway High School Athletic fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 engin 4. Stormwater flow through the 18-inch system which consists of a series of catch basins and manholes, traveling north along the west side of Sherwood Elementary School (east side of 106"' Avenue W).This system is at approximately the 1/4-mile point downstream of the site at the school's main entrance. 5. Stormwater is this system continues traveling north for about 1,000 feet to a manhole near the intersection of 106 1h Avenue W and 2281h St SW where the storm water system turns west and becomes a 24-inch system. 6. Stormwater within this 24-inch system continues west for about 550 feet, and turns southwest at a manhole near the intersection of 2281h Street SW and 1081h 'Avenue W. After the turn, the system becomes a 36-inch diameter conveyance system. 7. Stormwater within the 36-inch system travels southwest for about 350 feet, ouffalling into Deer Creek to the west of the intersection of 108'h Avenue W and N Deer Drive. 8. Deer Creek flows west for approximately 0.6 miles, ultimately discharging into Puget Sound. As noted above, the proposed underdrain system for the new fields will convey flow north and connect into the existing drainage system. Thus, the downstream drainage course will not be altered. Flows from the site are expected to decrease with the implementation of the proposed stormwater control facilities. The downstream system appears to have adequate capacity as there was no evidence of problems observed at the time of the site visit. Upstream Basin The parking lot to the east of field has a curb with several catch basins, preventing any upstream flow from this area running onto the fields. The is an existing sidewalk to remain that is adjacent to the northeast comer of Phase I which appears to slope towards the existing parking lot area and would not be considered an upstream area that is tributary to the project. Therefore no upstream areas have been included in the stormwater calculations. SECTION 4 — SITE CLASSIFICATION / MINIMUM REQUIREMENTS The project classification was determined per Figure 2-1 of the ESCS. The project will involve more than one acre of land disturbing activity and will therefore be classified as a Large Site Project. Pe ' r the previous discussion, the site is considered a redevelopment due to having an existing impervious surface coverage for the entire school property of approximately 35.7% which will require the minimum requirements per Figure 4-2 of the 2010 ESCS shown below. There will be more than 7,000 square feet of land disturbing activity, and more than 5,000 square feet of new impervious surface. The proposed valuation of the proposed improvements is not anticipated to exceed 50% of the assessed value of the existing improvements for the entire school site. According to Figure 4-2, all minimum requirements (# I -# 11) would apply to new and replaced impervious surfaces, and converted pervious surfaces. See description of minimum requirements for further explanation. LPD Engineering, PLLC Page 4 former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 perigin, P� C .gin, Figure 4-2 from the 2010 Edmonds Stormwater Code Supplement X an iltear"alnew,rep cod, at now plus iapUcad Impeavlon tunfecostotal 2J)00 squani feet ormore?, D�n do are.& aftsm.tim"oildng actIvItylotatIr AM square feet orlmors?. - - - �YES 1" :newANDm ni n',. p .131D�Walltf Pollution Prove, �i6 -AN"10"astlon onoieprojeleddli . pMequem(ootatmwoof'nov�impom'o�no w"c"' OR Convert 314 acme or moss of native 40stlon to town or iandscp.d a ... ? b .OR Co"Y@d 2.6 aims or mire of native vegetation to pactum? as Y�ES E M -�X107U�IiFid surfsZGSAND-��. asses Fii Does dia projicteddlSDCO square foal irnim the existing Impervious surfaces within 1h:ptaisettfi'mits? YES 0- L, _� 11. Impavvlous sudecesSM square fhost or more.AND does the don value ofdw proposed. '4 existIng Impervious surfaces 6n lotprow W: -including interim WahmpnJeclornits? rovi "d -nondMofthe Yalu a (or replacement W the exisfing�aile Below is a list of the Large Site Minimum Requirements and a brief description of how they are addressed in this project: • Minimum Requirement #1: Preparation of Stormwater Site Plan This document is the Stormwater Site Plan. It outlines the existing and proposed site and drainage conditions, describes the flow control systems, and presents the stormwater analysis. • Minimum Requirement #2: Construction Stormwater Pollution.Prevention The Construction Stormwater Pollution Prevention Plan (SWPPP) is attached in Appendix C and addressed in Section 6 of this report. This'documentation supplements the Temporary Erosion and Sediment Control (TESC) Plans, which are on sheets F-0.2 and F- 0.2A of Appendix A. Because the project will disturb more than one acre of land, a Construction Stormwater General Permit from the Department of Ecology will be required. The Notice of Intent (NOI) will be provided separately from this report. LPD Engineering, PLLC Page 5 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 -P ,enginig. DOC 0 Minimum Requirement #3: Source Control of Pollution Storrnwater is not expected to come into contact with any pollutants on site. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed improvements will not alter the existing downstream path. Stormwater will continue to be routed to the north, where it will leave the northwest corner of the site and ultimately discharge into Deer Creek. It is expected that proposed storinwater improvements will attenuate runoff rates from the site. Minimum Requirement #5: Onsite Stormwater Management In accordance with Section 4.5 of the ESCS, large sites are required to consider Low Impact Development (LID) Best Management Practices (BMP) and document the decision -making process. Since there are no roof downspouts proposed as part of Phase I of this project, roof downspout control BMPs are not applicable. Per section 4.5 of the ESCS, BM? T5.13 Post -Construction Soil Quality and Depth (found in Volume V of the 2005 DOE Manual) will be implemented in all disturbed pervious (landscaping/lawn) areas. The disturbed pervious areas include the restored lawn areas around the track and field. In addition, a combination of standard concrete and pervious concrete will be used for the plaza areas and walkway around the field. Minimum Requirement #6: Runoff Treatment Per Section 4.6.1 of the ESCS, runoff treatment BMPs are required if the amount of pollution -generating impervious surface (PGIS) is greater than 5,000 SP or if the amount of pollution -generating pervious surface (PGPS) is greater than 3/4 acre. Although not currently considered a pollution -generating surface per the 2005 Department of Ecology Surface Water Manual for Western Washington, as adopted by the City of Edmonds, the City has requested that we provide at least basic water quality treatment for the synthetic turf field. The project proposes a StormFilter with ZPG media for water quality treatment. Minimum Requirement #7: Flow Control Flow control for the project area will be provided within the field and will be managed by a flow restrictor located on the discharge point from the field underdrain system. The flow restrictor is designed to back stormwater up into the collector drain lines, lateral drain lines, and field subgrade, utilizing the voids in the field base material and the pipe network in the field for temporary stormwater storage. There is also a limited amount of infiltration expected, as stormwater is spread across the entire field area. The flow restrictor is designed to meet the discharge requirements for the peak flow rates and durations for this site, comparing historical existing site conditions (forested) to proposed conditions for the new and replaced impervious area, as well as converted pervious surfaces. The Western Washington Hydrology Model (WWHM) was used to confirm compliance with applicable standards. Minimum Requirement #8: Wetland Protection There are no wetlands within or adjacent to the site. LPD Engineering, PLLC Page 6 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 e OFF n gi IDpC Minimum Requirement #9: Operation and Maintenance Operation and Maintenance guidance from Volume V of the 2005 DOE Manual for the onsite drainage facilities are included in Appendix D of this report. Minimum Requirement #10: Offsite Analysis and Mitigation Refer to Section 3 of this Report for the offsite analysis description. There are no offsite improvements proposed with this project. Minimum Requirement #11: Financial Liability Financial liability is not required as the Owner is the Edmonds School District, which is a public agency. SECTION 5 - PERMANENT STORMWATER CONTROL PLAN The project is located within a creek basin and proposes more than 10,000 square feet of effective impervious surface in a threshold discharge area, therefore flow control is required. Per the City of Edmonds Standards, for the new and replaced impervious surface and convertedpervious areas, the flow control facility must be designed such that the proposed discharge durations match the existing/predeveloped discharge durations for the range of flows from 50% of the 2-year flow through the 50-year flow. Existing/predeveloped conditions are to be modeled as forested land cover. As mentioned, flow control (minimum requirement #7) will apply to new and replaced impervious surfaces, as well as converted pervious surfaces. Per previous conversations with the City of Edmonds, the restored landscaped areas around the field that implement BMP T5.13 are not considered a converted pervious area because compost amended soil will allow the area to retain its stormwater functions. However, half the underdrained synthetic turf field, rubberized track, and pervious concrete plaza/walkway area (all considered 50% impervious / 50% pervious) are considered converted pervious areas because BMP T5.13 is not applicable. The restored landscaped areas are considered disturbedpervious areas, which do not need to be mitigated by flow control per the minimum requirements. As noted above, the project is required to address Minimum Requirements #I — 5 for the new and replaced impervious surfaces and the land disturbed, as well as addressing Minimum Requirements #1 — I I for the new and replaced impervious surfaces and converted pervious surfaces. For minimum requirement #7, these surfaces are to be mitigated by flow control and are therefore designated as the "target surfaces". The following table describes the target surfaces that must be mitigated. The target surfaces include both the new and replaced effective impervious area, as well as the converted pervious areas as described above. The total effective impervious area includes 100% of all standard paved surfaces and 50% of the synthetic turf surfacing, pervious rubberized track underlain with permeable aggregate, and pervious concrete plaza/walkway areas. Refer to Figure 6 — Proposed Conditions for more information on the proposed areas used for the stormwater model. F-111 LPD Enginee6ng, PLLC Page 7 Fomer Woodway High School Athletic Fields Renovation F, Stormwater Site Plan, November 12, 2014, Revised ApHl 1, 2015 Minimum Requirement #9: Operation and Maintenance Operation and Maintenance guidance from Volume V of the 2005 DOE Manual for the onsite drainage facilities are included in Appendix D of this report. Minimum Requirement #10: Offsite Analysis and Mitigation Refer to Section 3 of this Report for the offsite analysis description. There are no offsite improvements proposed with this project. Minimum Requirement #11: Financial Liability Financial liability is not required as the Owner is the Edmonds School District, which is a public agency. SECTION 5 — PERMANENT STORMWATER CONTROL PLAN The project is located within a creek basin and proposes more than 10,000 square feet of effective impervious surface in a threshold discharge area, therefore flow control is required. Per the City of Edmonds Standards, for the new and replaced impervious surface and converted pervious areas, the flow control facility must be designed such that the proposed discharge durations match the existing/predeve loped discharge durations for the range of flows from 50% of the 2-year flow through the 50-year flow.. Existing/predeveloped conditions are to be modeled as forested land cover. As mentioned, flow control (minimum requirement #7) will apply to new and replaced impervious surfaces, as well as converted pervious surfaces. Per previous conversations with the City of Edmonds, the restored landscaped areas around the field that implement BMP T5.13 are not considered a converted pervious area because compost amended soil will allow the area to retain its stormwater functions. However, half the underdrained synthetic turf field, rubberized track, and pervious concrete plaza/walkway area (all considered 50% impervious / 50% pervious) are considered converted pervious areas because BMP T5.13 is not applicable. The restored landscaped areas are considered disturbedpervious areas, which do not need to be mitigated by flow control per the minimum requirements. As noted above, the project is required to address 1.e new and replaced impervious surfaces and the 1�7 quirements For #I — I I for the new and replaced impe; - minimum requirement #7, these surfac, refore designated as the "target surfaces". The following table describes the target both the new and replaced effective imf described above. The total effective imf and 50% of the synthetic turf surfacing, aggregate, and pervious concrete plaza/N more inf6nnation on the proposed areas LPD Engineering, PLLC Jryl. ces include reas as I surfaces ble ditions for Renovation Me nan, November 12, 2014, Revised April 1, 2015 engin Pering. DOC p C Table I — Target Surfaces Square Feet Acres New Plus Replaced Synthetic Turf Area (/ 58,700 sf total new synthetic turf area considered 79,350 1.822 as 50% Effective Impervious) New Plus Replaced Impervious Surface (concrete walkways and plaza considered as 100% 6,947 0.159 Effective Impervious) New Plus Replaced Track Area (6,564 sf rubberized track surfacing considered as 3,282 0.075 50% Effective Impervious) New Plus Replaced Pervious Concrete (i 1, 6 72 sf total new pervious concrete Area 5,836 0.134 considered as 50% Effective Impervious) Subtotal New Plus Replaced Effective Impervious 95,415 2.190 Converted Pervious Area 88,468 2.031 Total New Plus Replaced Impervious Area & Converted Pervious Area 183,883 4.221 1 Target Surfaces) As shown above in Table I and in the attached Figure 6 — Proposed Conditions, the new plus replaced impervious surface and converted pervious area is 4.221 acres, which will require flow control mitigation to historical/forest conditions and thus is noted as "target surfaces". The target surface is the minimum amount of impervious that is to be mitigated to the forested duration match criteria. It should be noted that in calculating the target surfaces, synthetic turf area has been considered to be 50% effective impervious, which includes the area of the proposed field. The rubberized track surfacing will be over the same permeable aggregate that underlies the field surfacing and the underdrains will extend beneath the track. Therefore, the track surfacing is also considered to be 50% effective impervious. Pervious concrete plazas/walkway are also considered to be 50% effective impervious. Standard paved areas have been modeled as 100% impervious. Converted pervious areas include 50% of the track, 50% of the field, and 50% of the pervious concrete, all of which count toward the target surfaces calculation as previously noted. The project proposes to utilize the field sub -surface drainage system and base permeable crushed aggregate as a stortriwater detention storage and flow control facility for the project. The detention basin will extend to all the proposed synthetic turf surfacing involved with the Phase I fields, as well as the portions of the track surfacing as delineated on Figure 6 — Proposed Conditions. The detention basin includes the synthetic turf areas, along with the majority of track surfacing installed in Phase 1. The pervious and standard concrete walkways surrounding the under -drained track and field, areas will be considered bypass areas since they will not be routed directly into the field drainage system and flow control structure. Figure 6 shows that approximately 3.774 acres of effective impervious surface is actually tributary to the stormwater detention basin. However, for the point of compliance the design of the flow control structure in combination with the flow from the bypass area was compared to the overall target surfaces (4.221 acres) modeled as predeveloped forested due to everything within the boundary being either a new or replaced impervious surface or a converted pervious surface. LPD Engineering, PILLC Page 8 Former Woodway High School Athletic Fields Renovation . Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 enginl'� Pic g Also refer to drawing F-1.3 in Appendix A, which is the storrn drainage plan for the Phase I site. Pre -developed Site Hydrology Refer to the offsite analysis section of this report for a detailed description of the existing drainage conditions. In general, stormwater is collected with several catch basins around the perimeter of the field area, and conveyed north, eventually discharging into the 15-inch concrete system along the north side of the track. Runoff then travels in the northwest direction, following the downstream path as previously described. Proposed Site Hydrology The overall drainage patterns throughout the site are not being changed by the proposed improvements. However, the implementation of the underdrain system will change the existing drainage infrastructure. The proposed system will have 4-inch lateral drain lines running east -west, while the 12-inch collector line will convey flow from south to north. The flow control structure is to be located outside the synthetic turf field surfacing within a proposed landscape area. Rain failing upon the proposed synthetic turf and track areas will be collected in an underdrain system. No surface runoff is anticipated from these surfaces because of the permeable nature of the materials. The synthetic turf surface includes a tufted fiber and woven synthetic backing that is perforated to allow a minimum vertical infiltration rate of 20 inches per hour. The synthetic turf is infilled with a mixture of rounded sand particles and granulated rubber that do not interlock and are also highly permeable and has aminimum vertical infiltration rate of 20 inches per hour. Below the synthetic turf surface is a top course and base course permeable crushed aggregate constructed of a specially graded sand and gravel mixture that results in a permeable base below the field. The vertical infiltration rates through the synthetic turf are tested by an independent third party testing agency after manufacture of the turf. Testing of the permeable aggregate occurs on site after placement and compaction. Stormwater will percolate vertically and gradually horizontally through the base crushed rock layer to the nearest drainage lateral trench. Refer to the, field cross section on sheet F-2.1 in Appendix A. Once stormwater infiltrates into the drainage lateral trenches, it will be conveyed via 4-inch perforated drain lines to a 12-inch main collector drain line as noted on the drainage plans, flowing south to north. The 12-inch main. collector line will connect to a Type I L catch basin with a flow control riser pipe, located north of the field, outside of the field surfacing. Downstream of the flow control structure, the proposed drainage conveyance will be routed north and east to connect into the existing onsite drainage system. Stormwater will then be conveyed northwest through a series of existing pipes and catch basins, ultimately discharging to Deer Creek. The flow restrictoris designed to temporarily back stormwater up into the field permeable base aggregate, the perforated sub -surface drain lines, and the collector drain line. The permeable base aggregates are assumed to have a void ratio of 30% by volume. A limited amount of infiltration is expected to occur beneath the field when the stormwater is stored within the field base permeable aggregate. Based on our understanding of the existing subsurface soils, a design infiltration rate of 0.01 in/hr was used for the subgrade beneath the fields. While existing fill underlying the site generally does not promote infiltration, a conversation with the geotechnical engineer (Associated Earth Sciences, Inc.) revealed that a limited infiltration rate would be feasible for this site. This LPD Engineering, PLLC Page 9 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 engin g Pic infiltration rate was used in the stage storage discharge table in the WW14M stormwater model to represent how the water is stored and infiltrated within the field's subsurface system. Outside of the underdrained field and conveyance line from the outlet of the flow control structure, other proposed drainage collection facilities include catch basins, pipes on the easterly perimeter in the grass area adjacent to the field which will collect and convey stormwater to the north, connecting into the discharge. pipe from the field system. A French drain will be installed along the south and southwest edge of the track to intercept any flow from the adjacent grass areas. The French drain will tie into the southernmost catch basin at the start of the main collector line of the field system. However, these grass areas were not counted in the stormwater model because they are considered disturbed pervious area, which does not have to be mitigated by flow control. The flow control structure for the field underdrain system is designed to release stormwater at the allowable rates defined by the Western Washington Hydrology Model (WWHM), as required by the City of Edmonds. The system is designed to meet the DOE flow duration standard, comparing the predeveloped (forested) peak flow rates and durations to the developed peak flow rates and durations. Flow Control System The flow restrictor and the storage volume within the field subsurface drainage system have been modeled using WWHM. The DOE Manual does not explicitly state a method for modeling underdrained sports fields. Based on LPD's extensive modeling experience with WWHM, and work with DA Hogan (field designer) on numerous field projects, the field surfacing has been modeled as 50% impervious and 50% pervious grass. The rubberized track will be underlain with pervious pavement and portions of the plaza/walkway areas will be pervious concrete will be modeled as 50% impervious/50% grass as well. .. The developed conditions in the WWHM model also include 50% of the synthetic turf and track area as grass since it is tributary to the flow control structure. In order to get the model to accurately represent the flow of stormwater through the flow restrictor, the actual surface conditions contributing runoff to the flow restrictor has to be included in the developed basin. In this case, all the areas in the developed basin are taken back to forested conditions in the predevel'oped basin since all areas are either new/replaced impervious or a converted pervious surface. This means that the entire area of the detention basin will be considered forested in the existing conditions. A bypass basin has been modeled to represent the areas requiring flow control which are outside of the detention basin. The field aggregate depth and flow control structure will be designed to over -detain for the bypass area. Tables 2, 3, and 4 below summarize the WWFIM modeling input. The LPD Engineering, PLLC Page 10 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 enginI6 Pic Table 2 — Modeled Existing Phase lField Areas Square Feet Acres Forested Area 183,883 4.221 Impervious Area 0 0 Grass Area 0 - 0 Total Effective Predeveloped Area 183,883 4.221 Table 3 — Modeled Effective Proposed Phase 1 Field Areas (SSD Table) Squ are Feet Acres Impervious Area 82,196 1.887 Grass Area 82,196 1.887 L Total Effective Mitigated Area 164,392 3.774 Table 4 — Modeled Effective Proposed Bypass Area Square Feet Acres Impervious Area 13,223 0.303 Grass Area 6,268 0.144 L Total Effective Mitigated Area 19,491 0.447 Due to the unique nature of the storage volume within the field's underdrain system, a custom Stage -Storage table.has been created within the WWHM4 program. Refer to the Field Stage Storage Volume Spreadsheet, included in Appendix B, which was used to determine the volume within the underdrain system at a given elevation. To create the stage storage table, a range of elevations was input into the spreadsheet, beginning with the collector pipe outlet invert elevation as the starting stage, and continuing up to the maximum water surface elevation within the gravel base as the maximum stage. This allowed a custom stage storagetable to be created and input into the SSD element in the WWHM program. The storage volume provided in the field detention facility is a maximum of approximately 38,540 cubic feet at the elevation of the top of the flow restrictor. As noted above, the existing onsite soils are mapped as till; it is anticipated that when stormwater is stored within the field base, a limited amount of the runoff from the field area will infiltrate into the native subgrade. The geotechnical report has indicated that the subsurface soils are not conducive to infiltration due to amount of fill and lodgement till sediments, which are both unsuitable receptors. However, the geotechnical engineer has approved a design infiltration rate of 0.01 inches per hour for use in the stormwater model. Once the SSD table element was created within the WWHM program, the control structure was manually adjusted in order to match the duration and discharge requirements for forested predeveloped conditions. The field detention system control structure will be a 12-inch riser within a Type- I L catch basin located north of the proposed field and will include a single orifice and a rectangular notch weir. The orifice will be 0.,5 inches in diameter and the rectangular notch will LPD Engineering, PLLC Page I I Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 engin, 'p C have a height of 5.4 inches and a width of 3 inches. The riser height was determined to be 3.85 feet, so the overflow elevation will be 399.14 based on the outlet pipe invert elevation of 395.29 The field section is 147 deep, from the field surface to the top of the lateral trenches, so the riser height indicates that water will be stored up to within 0.5 feet of the field surface, allowing for a total temporary stormwater detention storage volume of 3 8,540 cubic feet to be stored within the lateral pipes, collector pipe, gravel trenches, and field base permeable aggregate. Refer to the complete output from the WWFf.M program provided within Appendix B. Graph I below shows theduration analysis graph from WW]FfM. Also refer to Sheet F-2.2, which details the flow control structure for the field area. Graph I — Phase lField Duration Curves from WWHM 0.1 t�- 0.15 0 0.11 0 J 0.07 0.04 10E-4 10E-3 10E-2 10E-1 PI-Earx—m-Em"t —T—arrsom— Water Quality System 10 100 Although not currently considered a pollution generating surface per the 2005 Department of Ecology Surface Water Manual for Western Washington, as adopted by the City of Edmonds, the City has requested that we provide at least basic,water quality treatment for the synthetic turf field. The project proposes a StortriFilter with ZPG (zeolite/perlite/granulated activated carbon) media for water quality treatment. The sizing of the StormFilter has been performed by Contech and a summary of their calculations have been provided within Appendix B of, this report. Using the full 2-year release rate from the field of 0.095 cubic feet per second (cfs), it was determined that 6 cartridges within a 72-inch manhole structure would be required. In future phases of the project, it is possible that the City will require enhanced water quality treatment as it adopts the 2012 DOE Manual. To address this, the ZPG media may be swapped out with the Metal RX media. The Metal RX media is not yet approved for general use, but it will treat a higher rate of dissolved metals and work as a stand-alone enhanced water quality treatment facility. LPD Engineering, PLL( Page 12 Former Woodway High School Athletic fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1. 2015 'I I'l DO engine'ering"P. 1: C onveyance System Analysis and Design An analysis of the onsite conveyance system was performed for the 12-inch conveyance pipe serving the entire Phase I site, the main 12-inch collector pipe for the field, and the 4-inch laterals serving the field. Refer to the Conveyance Analysis Spreadsheet in Appendix B. The entire site conveyance was analyzed from the point of comp Hance that conveys flow from the entire Phase I site, including the bypass areas. The I 00-year peak runoff rate from the appropriate tributary basin was determined using WW14M with 15-minute time steps. This was compared to the full flow capacity of the conveyance pipe was determined using Manning's equation. The 12- inch pipe (n=0.01 1) from the site is at a 1.0% slope, giving a full -flow capacity of 4.22 cfs. The' I 00-year peak runoff rate was found to be 2.20 cfs using WWHM. Based on this comparison, during the I 00-year storm, the collector pipe would be 52% full and therefore it has adequate capacity to convey the 100-year flow rate. The 12-inch collector pipe for the field's subsurface drainage system was also evaluated. The tribut ary area for the collector pipe includes everything within the detention basin, including the entire field and the majority of the track over pervious pavement. The I 00-year peak runoff rate from WWffM was 1.92 cfs, while the full flow capacity was determined to be 2.50 cfs. Therefore, during the 100-year storm event, the collector pipe is only 77% full, indicating that it has adequate capacity. To evaluate conveyance capacity on the 4-inch perforated lateral drain lines, the longest lateral on the -field of about 181 linear feet was analyzed. Assuming 15 feet of lateral spacing, a tributary section would be 15 feet wide, provided there are adjacent laterals on both sides. Therefore, the tributary area to the longest lateral is 2,715 SF, which means the tributary effective impervious is 1,358 SF (both track and field modeled as 50% impervious). The resulting I 00-year peak runoff rate from WWHM was about 0.03 cfs. The full -flow capacity found with Manning's equation was 0.07 cfs, meaning that the lateral would only be 48% full during the I 00-yea r storm. SECTION 6 — CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) The preliminary SWPPP for this project can be found in Appendix C. The preliminary SWPPP is based on Volume 11 of the 2005 DOE Surface Water Management Manual requirements. An NPDES pennit from the Washington State Department of Ecology will be required for the project because it disturbs over one (1) acre of land area. The TESC plan includes a temporary sediment settling tank. A minimum volume was calculated using the methodology from the 2005 DOE manual, with the 2-year developed flow rate from WWHM. A volume of an equivalent sediment trap was calculated to find the necessary volume for a sediment tank for this project. A copy of the Sediment Trap Sizing Calculations worksheet used for this exercise is attached in Appendix B. Stormwater runoff from the project work area will be directed toward the interceptor swale along the north side of the field. The.swale will convey flow to ' the temporary sump pump, located within an existing catch basin on the north side of the field. Then stormwater will be pumped to the temporary sediment settling tank located in the northeast LPD Engineering, PLLC Page 13 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 go le P C engin. . rin portion of the Phase I project area. In addition to the sediment settling tank, TESC elements in the project include the following: Temporary Stabilized Construction Entrances, per BMP C105 Catch Basin Filters, per BMP C220 Silt Fence, per BMP C233 Temporary Interceptor Swale, per BMP C200 Rock Check Dam, per BMP C207 The TESC elements shown are intended to be the minimum allowable. The NPDES permit will require periodic inspection of the TESC elements to confirm they are holding up and continuing to function as intended. During construction, the contractor is responsible for upgrading these facilities as necessary. The implementation of the TESC plan and construction maintenance, replacement and upgrading of the TESC facilities are the responsibility of the contractor, per the contract documents. The TESC facilities will be constructed prior to and in conjunction with all clearing and grading activity and in a manner in which sediment or sediment laden water does not leave the project site, enter the drainage system, or violate applicable water quality standards. SECTION 7 - OTHER REPORTS AND STUDIES A geotechnical report was prepared by Associated Earth Sciences, Inc., dated June 4, 2014 and is available under separate cover. SECTION 8 - OTHER PERMITS The project involves over an acre of land disturbing activity, and therefore an NPDES permit will be required. SECTION 9 - OPERATION AND MAINTENANCE MANUAL The operation and maintenance manual for this project has been attached in Appendix D of this report. This includes required maintena ' nce activities for catch basins, conveyance pipes, flow control structure, and compost amended soils. SECTION 10 - BOND QUANTITIES WORKSHEET Per ESCS section 5.11, a financial guarantee is not required because this project is not classified as a Small Site Project. LPD Engineering, PLLC Page 14 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014, Revised April 1, 2015 Pic 9 engineering FIGURES Figure 1: Vicinity Map Figure 2: Existing Impervious Coverage Figure 3: Existing Conditions Figure 4: Soil Map Figure 5: Downstream Drainage Map Figure 6: Proposed Conditions r G 3: "o c 0 U) x c C3 V) 'o 0 a 7 'o 0 0 0 S. 0 Q) cy, (D c cr cr a_ -i .No- I G C) 00 Ln cl I D�i 227TH PL SW > rn 228TH STSW 228TH PIL SW 229TH PL'-SW < COm 0 A.01, 231ST ST SW < m WOMEN O-W WOO= 0 0 232ND-STSW d I c� rn FOE % SCHOOL P�OPERTY m 234-TH ST SW c� NOTTINGHAM RD w a, RD m T ROBBERS ROOST RD 23611 ST'SW 0 Ln Ln z PHASE 1 --1 (.0 > c cn < PROJECT AREA m 1 11 11 *j - - C—), C) P. 238TH ST SW 2-37TH PL SW > C' < 238TH ST SW 240�H kSW 0 0 4�, 241SIT Pc�w 71--- 240TH ST SW 2409ksw c- C -3 241ST PIL Sw 2421VD pt S14/ .y > --F-0-R- MER�:-W---0-0 D-W---A--X--H-1 G- -H::S C -H 00t::��RHASE---1 911 Westem Ave., DESCRIPTION APRIL 1, 2015 FIGURE L) Suite 420, Seattle, WA 98104 p. 206.725.1211 VICINITY MAP f. 206.973.5344 engineeringplIC www.lpdengineering.com Im. 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'f4 wr F ---E --W -SC -Cv OR-M R:----O-O-D-W---A---Y----H:IG--HL 7H0- -L:::�:::P-HA--SE-1 @2015 LPD Engineering PLLC 911 Westem Ave, DESCRIPTION APRIL 1, 2015 FIGURE Suite 420, Seattle, WA 98104 m Do M, p. 206.725.1211 EXIST[NG CONDITIONS f. 206.973.5344 ngineering P I I C www.lpdengineedng.com ri 0 0 Cut; V) Q) V) 0 Ln ' 'fwl 0 2 L) A a- __j Ln a_ IN rl 78 �w ARE 78 % SNOHOMISH COUNTY AREA, WASHINGTON (WA661) I p ri MAP UNIT SYMBOL MAP UNIT NAME 78 Urban Land 19 Everett Gravelly Sandy Loam, 15% to 25% slopes 17 Everett Gravelly Sandy Loam, 0% to 8% slopes 5 Alderwood-Urban Land Complex, 2% to 8% slopes 4 Alderwood-Everett Gravelly Sandy Loams, 25% to 70% slopes 6 Alderwood-Urban Land Complex, 8% to 15% slopes 0- Ln E CY —H I-G- -WS-CH-0-Cy -HA--S-E--1 —F—(ZYR M- —R�:W-V -(ZYD—W---A---Y- 911 Westem Ave., DESCRIPTION APRIL 1, 2015 FIGURE Suite 420, :3 Seottle,WA98104 .21 p. 206.725.1211 SOILS MAP N M M f.206.973.5344 ,-Iengineeringp I I C www.lpdengineering.com y ZA 611 �'.Jl x LJ 0-1 0 U) OUTFALL TO� 228th St SW CEER CREEK 6—� DEER CREEK-- (5) V) DISCHARGES INTO 24" S cf) I PUGETSOUND (yo 0 N Deer- Or 7ELY 1/4 MILEJ W FROM SITEI c 15� < 42 U 2 7=ATH] HSCHOOL PROPE-RWI 231st St SW __j .c: .c: WWI- U) DISCHARGE POINT IFROM PROP�ER� L -'j '�Aj �Bcj' 4 51 Emil (b E 0 Q) U-) I P-MIF-CY ANA -j Fo� (D 2015 LPD Engineering PLLC M 911 W.9L. M., DESCRIPTION APRIL 1, 2015 FIGURE Suite 420, Seattle, WA 98104 p. 206.725.1211 f. 206.973.5344 engineering plIc www.lpdengineering.com �k Z� �2- W91 STORMFiLTER F'�-Ow C0�17ROL VAULT A STRUCTURE' SEE DESIGN pin DRAWNGS FOR CONNECTION TO EXffnNG SYSTEM A-L 112'COLLECTOR -7.0-7. ---7 L L Lff�sj DRAIN LINE 0 40 80 L PHASE 1 1 Scale 1 80' PROJECT Area Summary AREA New Plus Replaced Ar6as v A" N PLUS REPLACED SYNTHETIC TURF 79,350 SF (1.822 AQ -TA EW (158,700 SF AT 50% EFFECTIVE IMPERVIOUS) NEW PLUS REPLACED IMPERVIOUS AREA 6,947 S F (0. 159 AC) . . . . . . (100% EFFECTIVE IMPERVIOUS) NEW PLUS REPLACED TRACK AREA 3,282 SF (0.075 AC 1/2 PERVIOUS 1/2 REL' D AREA .. . . . . CONCRETE AREA (6,564 SF AT 50% EFFECTIVE IMPERVIOUS) CONVEkMD CONVERTED NEW PLUS REPLACED PERVIOUS CONCRETE 5,836 SF (0.134 AQ PERVIObS PERVIOUS �1-d (11,672 SF AT 50% EFFECTIVE IMPERVIOUS) -95,415 SF (2.190 AQ TOTAL NEW PLUS REPLACED EFFECTIVE IMPERVIOUS AREA . . . . . . . . . . . . . . . . DETENTION BAG1N . . . . . . .. 164,392 SF (3.774 AC) CONVERTED PERVIOUS AREA -88,468 SF (2.031 AQ *TARGET SURFACES 183,883 SF (4.221 AC) OX (NEW PLUS REPLACED IMPERVIOUS AND CONVERTED PERVIOUS) *7 1/2 TRAC11K AREA CONVERTED PERVIObS -G W.. 4- PERFtj6RATED A., A L DRAIN LATE LINE DISTURBED PERVIOUS FRENCH DRAIN NOT PART OF TARGET TRIBUTARY TO SUFFACES (TYP) RELD SYSTEM �H- -H-0-0t::�::RHASE--1 F--0RME-R=-W--00D-W---A---Y 1-G---H::SC @2015 LPD Engineering PILLC 911 Westem Ave, DESCRIPTION APRIL 1, 2015 FIGURE Suite 420, 1 Seattle, WA 98104 'SED CONDITIONS p. 206.725.1211 PROPQ f. 206.973.5344 6 engineeringplIC www.lpdengineering'.com engineering Pic APPENDIX A Design Drawings e %I FILTER ME 31'. V, 'A ism', n FABRIC FENCE 4 CONTRACTOR TO MAINTAI EXISTING CONCREPE WALKWAY/PARKINO AREA AND KEEP SEDIMENT FREE DURING CONSTRUCTION. 1147ALL CATCH BASIN PROTECTION ON CATCH WINS . LOCATED WITHIN OR DOWWW-AM OF HWL RDU11E THROUGH EXtSTINGRRWWXY - .4. `2L Am PROTECT Eamm CATCH aAsN PLUG EX Ia' So To NW LIMIT OF TDAPORARY TREE PROTECTION ;110 FENCE CTYP) -AL r WW A .0 PROTECTION, (TYP-) &CITY SHALL n.,.NrC, Ila ..7 41�`Dl N 2 ENTRANCE F- 3-rP0 (TYP-) .21 v "p 16 % pa INSTAL6 FE�10, RY �01N SUMP PUMP AS USE W �4 UNIT OF WORK (TW-) CATCH BASIN ..PfIDIECtION %(TYP-) -NjLINC TANK W* % TEMPORARY TREE PROTECTION FENCE (TYP.) Vt T.E.S.C. NOTES TEMPORARY EROSION CONTROL NOTES SEE SHEET F SEE SPECFICA7KM SECTION 31 25 00 'TEMPORARY SEDIMENT AND EROSION CONTROL' FOR ADDITIONAL % INFORMATION ON WET WEATHER* WORK SURFACE 'REQuutnofrs' TEMPORARY INTERCEPTOR SV�LE UNIT OF WORK . 14 I 'A. T T.E.S.C. LEGEND FILTER FENCE '46. TEMPORARY INTERCEPTOR S.ALE CH WIN PROTECTION % CATCH EIASIN PROTECTION 9F-.1 AMN 116 TEMPORARY OONSTRU -may CTION ENTRANCE TDAPOPARY TREE PROTECTION 's. FENCE % 5 FILTER 8 R COMPOST FILTER SOCK A.-M SsWA.E IE FAQ�c WW I I,= I I WW UNIT OF WORK UNIT OF WORK (TYP-) FM->--- FORCE MAIN — — — TDAPORARY .;0 TREE PROTECTION FENCE (rYP.) V e, 0 LIMIT OF WORK .. 0 so UNIT F K�.hars below. TREE TECTI N Call before you FENCE -) RU60N DATE ]EDMONDS ts SCHWL 1) 1 S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN NORTH 0 20' 401 SCALE: V = 2(r DATE 0 -31-15 SCALE V-20- D— c- CHECKED ASH/DUA —0— .. — TEMPORARY EROSION CONTROL PLAN SOUTH PHASE 1 SHEET F-0.2 I I-F. I I - I — I I — I I — 1 11 is is --D C L 0 r IV I 06 -!.-iuv�d z4 ri T2.gt�p.opj-' E�v mu'l triz 7' I m 41 UMTT'6F WORK A F- (Typ.) Wwe,- -A>TO' NO D NO co�smucncp - /Av 4 L wal 4 P6 TYPI o A&WANSTALL NEW — MEASURES AS 7= OURI NECESSAfff No -n. ENCHING FOR Sro DRAIN CONNECnON,2FOR A ...... Tat. . ........ .. ...... 0 nut r A FEBNR, (TYF 4 F- Ls 7� -- — — — — 7N. 46, —0 DEC — a SILT DIKE 21f - - - - - - - - - - - - - 'CATCH t\ .. VI I ;1w, /,81RUtECTIDN (TYP.) A, 14. FILTER FA EBRIC & F MCE jis — — — — — — -- 46. el 4 < .1e `C- 114— , t", - Ic ar CATCH 6 DULA, 7-77 ............... -7 .......... . ..... .......... ........ A . ..... 0' TESC NOTES TESC LEGEND TEMPORARY EfrOSION CONTROL NOTES SEE SHEET F-0 4. SEE SPECOFICATIONS SECTION 31 25 00 -TEMPORAFE( SEDIMENT AND EROSION CONTROL' FOR ADDMONAL INFORMATION ON WEE WEATHER7 WORK SURFACE 'REOUIREMENTS" -C) ------ <3-- FILTER FE14CE - -* - — TEMPORARY INTERZMR SWALE TEMPORARY CONSTRUCTION ENTRANCE TEMPO"111 TREE PROTECTION FENCE I " , 0 8 0 COMPOST FILTER SOCK 1 — I I m LIMIT OF WORK FORM MAJ N TRIANGULAR SILT DIKE KrrvWW1.rS tmlow. Call before you d�. RW60N DATE EDMONDS ts SCH(OL D I S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN ===11 1== NORTH 0 20' 4V ICAUI: 1", 11' RIn SIFT DATE 03-31-4� SCALE 1120, D.W. C— CHECKED PWDUA TEMPORARY EROSION CONTROL PLAN NORTH PHASE 1 SHEET STRAP loo' mmwum DATE FA 41 CIO BYPASS PEAK FLOWS) B= 70OX)4) R EOLIAL SEDIMENT %V,(Mx O-W STORAGE) SCHEMATIC DETAIL PROVIDE 'SIREAMGUARD SEDIMENT CATCH BASIN INSERT" OR APPROVED EQUAL MANUFACTURER'S NAME. BOWHEAD ENVIRONM & SAFETY ADDRESS: PO BOX 375 PRESTON . WA 98050 TELEPHONE. FOR INFORMAMO& (BOD) 9DO-3677 TEMPORARY CATCH BASIN PROTECTION NOT TO SCALE EXTEND BETWEEN EXISTING ROADWAY PAVING AND EXISTING MACK ole R . 25' MIN INSTALL DRIVEWAY CULVERT l' THERE IS A ROADS02)EDMN PROVIDE FULL W1 OF P RESENT. AS PER KING COUNTY P NTY INGRESS/EGRESS AREA ROAD 4'-8' QUARRY SPALULLS ;EO'EXDL GEOTEXTILE 12' MIN. THICKNESS STABILIZED CONSTRUCTION ENTRANCE NOT TO SCALE 10' - 0 ' 0 30- ANGLE EACH END TO FLOW AROUND (TYP.) —CONTOUR LINE CM.) 2�WZ Ea S PLAN VIEW 2' -2* WOODEN AjgN) TYPICAL SECTION COMPOST FILTER SOCK NOT TO SCALE fJOINIS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLM WRE RINGS OR EOUIVALEMT TO ATTACH FABRIC 10 POSTS. 2".2" BY 14 GOL WIRE� EGUIVALENT. IF STANDAR STRE FABRIC USED FILTER FA13R INIMUM 4-.4- TREN&H Li 6' MAX. R:�� TRENCH WrTH,— POST SPACI G N SOIL OR 3/4-- .5- INCREASED TO 5' IF \,�: GRAVEL WIRE BACKING IS USED 2' ' WOOD POSTS.-Slf FLEVATIO FENCE POSM OR EOUN FILTER FENCE NOT TO SCALE ST SOCK MAL IEA (SHOWN AS SLOPE PROTECTION) 1. COMPOST SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9.14.4L. COMPOST SOCK SHALL BE A MINIMUM OF 10' IN ETER OR SIZED TO SUIT CONDITIONS AS SPECIFIED BY THE ENGINEER SOCK MkTERIAL SHALL BE BIO-DEGRADABLE. PROVIDE COMPOST SOCK BY CEDAR GROVE COMPOST!Nr, OR APPROVED EQUIVAUM. 2. ALWAYS INSTALL COMPOST SOCK PERPENDICULAR TO SLOPE AND ALONG CONTOUR LINES. 3, REMOVE SEDIMENT FRO THE UP SLOPE SIDE OF THE COM SOCK WHEN ACCUMULATION HAS REACHED 1/2 OF THE EFFECTIVE HEIGHT OF THE COMPOST SOCK. 4. ONCE PLACED ON THE GROUND. APPLY WEIGHT TO THE SOCK BY WALKIN ON OR ROLLING TO IMPROVE CONTACT SM THE SOCK AND THE GROUND SURFACE. BOTTOM GRAM OR ROCK I' Mw. 2' �, 2' MIN. NOTES: GRADIE- MAX. 5X WITH POSITIVE DRAINAGE TO A SUITABLE OUTIET SUCH AS A SETTLEMENT TRAP STABILIZATION: SEED. COVER MEASURES, OR ROCX 12' THM PRESSED INTO SWALE BANK AND EXTENDING AT LEAST 5* VERTICAL FROM THE BOTTOM. TEMPORARY INTERCEPTOR SWALE \� �03 NOT TO SCALE NOTES: 1. S- . HIGH TEMPORARY CHAIN LINK FENCE SHALL SE PLACED AT THE DRIPLINE OF THE TREE TO BE SAVED. FENCE SHALL COMPLETELY ENCIRCLE THE TREE(S)' INSTALL FENCE POSTS USN PIER BLOCKS ONLY. AVOID DRIVING POSTS OR STAKES INTO MAJOR ROOTS. 1 2' FOR ROOTS OVER I -IN DW THAT ARE DAMAGED S-Fr LON DURING CONSTRUCTION. MAKE A CLEAN. STRAIGHT CUT TO REMOVE THE DAMAGED PORTION. ALL BE TEM--ILY COVERED WITH DAMP BURLAP TO PREVENT DRYING� AND SHALL BE COVERED NTH SCIL AS WORK WITHIN PROTECTION FENCE SHALL BE DONE M—A AS PO__ N ALLY. NO STOCKPILING OF MATERIALr, VEHICULAR TRAFFIC� OR STORAGE OF EQUI ENT OR MACH ERY SHALL BE ALLOWED WITHIN THE LIMIT OF THE FENCING. /1_6� TEMPORARY TREE PROTECTION FENCE NOT TO SCALE TOP OF DRUM SHALL BE S* MIN ABOVE GRADE RUNOFF WITH SEDIMENT PROVIDE SOLID PROVIDE I. IN DEPTH COVER sump I. DRUM .......... WITH FILTER FABRIC GALLON DRUM W/ MA o . , D.C. W-'��WIRE TIES WATER sullp PUMP CONCRETE B=KS NOT TO SCALE STAPLES J-L I I L.'. t APRON ON THIS S3DE APRON FOLDED UNDER THE DIKE t TH DIKE SHOULD BE SECTION AND STAPLED DOW, CONSTRUCTION AREA Elmm NOTE. W%3X-6- TRENCH 1. LAY TRIANGULAR SLY 01 END TO END USIN SLE TO CONNECT ENDS. Z HOLD IN �WWMH SAND BAGS WHEN INSTALLED ON HARD SURFACES APLES DE'A" TRIANGULAR SILT DIKE NOT TO SCALE EDMONDS Is SCH(DL D 1 5 T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN 1 siAn'ON 4"v 1 1. . j RID SIFT DATE 03-31-15 SCALE N'S D"WN CPW CHECKED RSIV DUA .,— (j).. .. - TEMPORARY EROSION CONTROL DETAILS SHEET F-0. 3 _L� I 1-1 I I I I I I I I I CONSTRUCTION SEQUENCE 1. SCHEDULE A PRE-CON57"'C'" ME WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. t326. TWO DAY (4a MR) NOTICE 6 REOURED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTUIRSAIACE Of ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE 5, HAVE EROSION CONTROL MEASURES CTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR ALL 7EMPORAFT SEDIMENTATION AND E CONTROL MEASURES MUST BE IN PLACE AND MWECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/Olt DEVICES SHALL BE UWAINED UNTIL KRIANENT VEGETAT04 6 ESTABLISHED. & DEMOLISH EXISTING STRUCTURES 7. ROLIGH GRADE SITE AS REOUSMD TO INSTALL DRAINAGE FEATURES. & CLEA& GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADIXTIONM. SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SMALL BE STABILIZED PER EROSION CONTROL NOTES BELOW) 9. POTHOLE ALL UTILITIES PRIOR TO CONSTRUCTION Or TEMPORARY SHORING WALL.S. 10. INSTAUL SHORING AROU D ALL SIDES OF EXCAVATION. AND EXCAVATE FOR BUILDING FOUNDATION. It. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING. FRONTAGE DAPROVEMENTS. 12. STABILIZE COMPOST MEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE WE. 13. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEWORARY EROSION CONTROL MEASURES SMALL BE REMOVED UPON FINAL SITE STABILIZATION AND �AL BY CITY INSPECTOR. GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SMALL CONFORM TO THE CITY Of EDMONDS STANDARD PLANS AND DETAILS. THE FOLLOWING SPECIFICATIONS AND CODES. AND ALL OTHER APPLICABLE LOCAL MUNICIPAL. STATE. AND FEDERAL CODES. RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (18C) - 2010 WSDOT/APWA STANDAROI SPECIFICATIONS FOR ROAD. BRIDGE AND MUNICIPAL CONSTRUCTION - HIMMON STATE DEPARTMENT OF ECOLOGY STORWINATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) . 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DEMS, UNLESS NOTED OTHERWISE 1 A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE RAMS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SMALL RECORD ALL APPROVED DEvAtious FROM THESE MANS ON A SET OF 'AS-BUILr DRAWINGS AND SHALL SUMMARIZE ALL AS-ELXLT CDNDfMNS ON ONE SET OF REPRODUCIBLE ORA"NGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SMALL BE SUBMITTED TO THE CfFY Or EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCT/nNAL PROJECT APPROVAL 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LocATK)Ns OF DasrwG UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BIT OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND N07 ME ESSARILY COMPLETE. 9 IS THE SOLE RESPONSIBILITY OF THE 00 RACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER D R AND PROTECT ANY OTHER UTILITIES NOT SHOWN HE EON WHICH MAY BE AFFECTED BY THE IMPLENENTATION OF THIS RAN. CONTRACTOR SHALL VERIFY LOCATION. DEPTH. SIZE, TYPE AND CONDMON OF EXISTING UnLrry LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGIN ER ASSUMES No RESPONSIBILITY FOR THE COMPLETEN SS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINM ENGINEER SMALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARTSE. B. CONTRACTOR SMALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. C NFRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENS04S AT THE PROJECT SITE BEFORE STARTING WORK AND SMALL NOTIFY OWNER'S REPRESENTATIVE OF ANY OSCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANCE DUE TO FIELD CONDITIONS. It. CONTRACTO SMALL OBTAIN A COPY OF THIE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAN UARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL. SITE WORK SMALL BE PERFORMED IN STRICT COMAJANCE WrIll THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SMALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOrECHNICAL REPORT. 13. MANHOLES. CATCH BASINS . UTILITIES AND PAVEMENT SMALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL F LL IF SOIL IS DISTURBED. SOFT, LOOSE. WEI OR IF ORGANIC MATERIAL IS PRESENT AT. SUSCRADE ELEVATION. REM��i AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS TO DIMENSIONS AND LOCATIONS OF BUILDINGS. LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES, 15. ALL IRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT "LESS OTHERWISE APPROVED BY THE ENGINEER. 16. ALL ROOF DRAINS. PERIMETER FOUNDATION DRAINS. CATCH BASINS AND OTHER EXTERNAL DRAINS SMALL BE CONNECT D TO THE STORM DRAINAGE SYSTEM. UNLESS NOTED OTHERWISE. 17. CONTRACTOR SMALL OBrrAN AND PAY FOR ALL_PERMTTS REQUIRED FOR INSTALLATION OF ALL SrrE IMPROVEMENTS INDICATED ON THESE DRAWINGS. I& AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SMALL BE RETURNED TO THE ED IVALENT OF THEIR PRECONSTRVCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REOUIREMENTS AND STANDARDS. 19. ALL DISTURBED SOL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSON AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 20. THE CO OR SHALL KEEP OFr-SFTE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING or THESE STREETS WILL NOT BE ALLOWED WITHOUr PRIOR APPROVAL- 21. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMP09T or SOIL AND ROCK MATERIALS ARE REQUIR 0. 22. SLOPE OF FINISHED GRADE SMALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 23. CONTRACTOR SMALL BE RESPONSIBLE FOR AND SMALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILEXNGS, STREETS. WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AN EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRAC70R SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND WACING. AS REQUIRED. 24. CONTRACTOR SMALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUMIONS HYDRANT SHUTOFFS. STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR iUMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL 25. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS. UTILITY RELOCATIONS MD/OR SERVICE INTERRU DNS MTN THE AFFECTED OWNERS AND APPR PRATE UTILITY COMPANIES. CONNECTI NS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 26. EXISTING UTI ITT LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR ' S EXPENSE AND INSPECTED AND ACCE ED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO aACKFILUNG. 27. NEW UTILITY LOCATIONS E GENERALLY SHOWN 13Y DIMENSION, WHERE No DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SMALL BE APPROVED BY OWNEWS REPRESENTATIVE AND CITY. 28. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6* OR LESS. PLACE POLYETHYLENE PLASTIC Tom AS A CUSHION BETWEEN THE UTILITIES. 29. SE: ELECTRICAL DRAWINGS (WHER: APPLICABLE) TO EXTERIOR ELECTRICAL WORK. 30. SE LANDSCAPE DRAWINGS (WHER APPLICABLE) FOR SITE IRRIGATION I EROSION AND SEDIMENTATION CONTROL (ESC) NOTES: 1. CONSTRUCTION ACCESS ROUTE.- CONSTRUCTIO VEHICLE ACCESS SMALL BE. WHENEVER PRACTICAL. LIMITED TO ONE ROUTE. ACCESS N El POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROAM IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE. THE ROADS SMALL BE CLEANED THOROUGHLY AT THE END Or EACH DAY. SEDIMENT HALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITH 24 HOURS. STREET WASM04 SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER 2. STA03UZATION OF EXPOSED AREA& ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SMALL BE STABILIZED BY SURTABLE APIRACKTION OF BMPS- INCLUDING, BUT NOT UNITED TO. SOD. HYDROSEEDING. OR OTHER VEGETATIOK PLASM COVERIING, OR MULCHING. NO SOILS SMALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER I THR?UGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH SEPTEMBER 30. 3. PROTECTION OF ADJACENT PROPERTIES: ADJACENT PROPERTIES SHAMILL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATWE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL BLIPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF T14ER INTENDED FUNCTION. 5. AS REOURED BY THE CITY, OTHER APPROPRIATE MAPS TO MrMATE THE EFFECTS OF INCREASED RUNOFF SMALL BE APPLIED. 6. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND uTLriy LINES SMALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; a. TKE PLACEMENT or EXCAVATED MATERIAL WHERE CONSISTENT WITH �AFETY AND SPACE CONSIDERATIONS SHALL BE RACED ON THE UPHILL SIDE OF TRENCHES C. TRENCH DIEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS. SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HNUUN C E. DAILY CLEANUP AND STREET MAINTENANCE. 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS: ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBI G ACTIVITIES OF GREATER THAN, OR EQUAL TO. ONE ACRE IN, ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SMALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 8. DELINEATE CLEARING AND EASEMENT LIMITS, IN THE FIELD. MARK CLEAIRNC UNITS AND/OR ANY EASEMENTS. SETBACKS. - SENSITIVE/CRTTICAL AREAS AND THE BUFrERS. TREES AND DRAINAGE COURSES. 9. SEDIMENT TRAPPING: PRIOR TO LEAVING THIE SrrE. STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS. PERIMETER DIKE% SEDIMENT BARRIERS. AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON-SrrE SHALL BE CONSTRUCTED AS A Fl STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTMITES TAKE PLACE EARTHEN STRUCTURES. SUCH AS DAWS. DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 1 16. CUT AND FILL SLOPES: cur AND FILL SLOPES SMALL BE DESIGNED AND CONSTRUCTED IN A LANNER THAT VVILL MINIMIZE EROSION. IN ADDITION. SLOPES SHALL BE STABILIZED IN ACCORDANCE WTTH ESC NOTE NO. 2. IT. CONTROLLING OFF -SITE EROSION: PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVE PMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. 12 . STABILIZATON OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS: ALL TEMPORARY ON S17E CONVEYAN CHANNELS SHALL BE DESIGNED. CONSTRUCTED AN STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS. ADJACENT STREAM BANKS. SLOPES AND DOWNSTREAM REACHES SMALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYS!EMS. 13. STORM DPAN INLET PR TECTION: ALL STORM DRAIN O&ETS MADE OPERABLE DURING CONSTRUCTION SMALL BE PROTECTED SO THAT STORM WATER RUNOFF SMALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14. REMOVAL OF TEMPORARY EIIAPS: ALL TEMPORARY EROSION AND SEDIMENT CONTROL EIMPS SMALL BE REMOVED WTTHIN 30 DAYS AFTER FINAL SITE LIZATION IS ACHIEVED OR AFTER THE TEMPORARY EIMPS ARE N LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SMALL BE PERMANENTLY STABILIZED. 15. DEWATERI CONSTRUCTION SrrES: DEWATERING SYSTEMS SMALL DISCHARGE INTO AN APPROVED SEDIMENT FILTRATION OR SETTUNG FACILITY m CONTROL or POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION ALL POLUtANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER- 17. nNANCbAL LIABILITY'. PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCAL INSTRUMENTS. SMALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. (ORD. 3792. 2010]. Ill ALL SITE WORK MUST COMPLY WITH CITY OF EDMONDS DEVELOPMENT CODE. 19. THE TEMPORARY EROSION AND SEDIMENTATION CONTROL SYSTEM SHALL BE INSTALLED AND INSPECTED BY THE ENCINEEMNG INSPECTOR PRIOR TO ALL OTHER CONSTRUCTION 20. AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE. THE EROSION CONTROL FACILITIES SHALL BE MAINTAINED AND/OR ALTERED AS REQUIRED BY THE CITY TO ENSURE EFFECTIVE AND FUNCTIONAL EROSION/SEDIMENTATION CONTROL 21. TEMPO SILTATION PONDS AND ALL TEMPORARY SILTATION CONTRO SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND / OR CONSTRUCTION IS COMPLETED. PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL. AND THE POTENTIAL FOR EROSION HAS PASSED. 22. ALL DISTURBED LAND AREAS SMALL BE STABILIZED AS REQUIRED BY THE CITY OF EDMONDS AS NOTED ELSEWHERE IN THIS PLAN SET. 23. MERE POSSIBLE NATURAL VEGETATION WILL BE MAINTAINED FOR SILT CONTROL 24. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY SEEDING AND MULCHING. HYDROSEED PREFERRED. 25. THE PUBLIC ROW SHALL BE KEPT CLEM. TRACKING Or MUD AND/OR DEBRIS FROM THE SITE WILL RESIJLT IN WORK STOPPAGE. REVISION DATE EDMONDS Is SCHODL D I STR I CT FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DA HOGAN Win - DATE 03-31AS SCALE NTS D-N C_ CHTCKED RSMOLA 0 -- TEMPORARY EROSION CONTROL NOTES SHEET F-0.4 0 i A LIMIT WORK REM8�% EXISP4) ;��NUNK TENCING AND GATEI` AND DF��CEE OF OFFSITE -Co E 8 tLDsNG PAD AND WALL AND h.41 LIMIT OF WORK WO 00 RIC 100. 4 REM M R tAE A �::!0 VIG- % �-4 % REM1W CATCH �TOEIFTERJ�11 -IRRIGATION PIPING e 14 CAP FROM METER/VALVE S, POST AND GATE AS CUT ANI DE. 1��G REMOVE A4 EXISTING M g. IATC _ Lg ILT. AND 22 NEAR SCHOOL A —41C =--ON UT OVE H BA".--LINE�a DUGOUT. IUDM- T r CT T� FAB .2 "S CUT OLER ROOM 4:AND C—AP DRAIN COUPA BENCH AND PDSE 6 1 V -0`001%7w�60P UNEP RACKFILL AND OF OFFSITE Tp -95% AND "NO FE COMPACT 19 D -7 CUNRCSIMNG CONCRETE DISPOSE OF OFF v 77�1 A - Rim S. IRS 'EYE �M-66 iq REMOVE EXISTING GLINK FENCIN f IKSPO CATES AND SE OF MESH 1v DISCONNECT EXISTING 5COREBOARD AND MAKE NMNE SAFE. Co L$ r01DOCU EC.TTKE % R I OF EXISTING Ur� UTf I S To BE& k. DE TERMI D-� An REW BASf CAP/Pu NOTE LEGEND gRap DEMOLITION NOTES I- (INDICATES GENERAL CONSTRICTION NOTE) (INDICATES (D SPECIFIC CONSTRUCTION KEYNOTE) N 0 1whyp I. CALL BEFORE YOU DIG. LOCATE. IDENTIFY AND VERIFY LOCATION. ELEVATION. AND CONDITION OF ALL SITE UTILITIES PRIOR TO COMMENCING THE WORK. PROTECT ALL LITWIES TO REMAIN. 2. CONTRACTOR SHALL BE RESPO [BEE FOR SECURING ALL GATES AND FENCES AT PERIMETER \�;)OF WORK OF SE THIS SIM TO ESTABLISH ANS WORK AREA. WORK SHALL NCLUDE TEMPORARY 6' HIGH CHAINUNK FENCING AT THE PERIMETER OF THE PROJECT AREA (D STRIP AREA WITHIN UMITS.OF DISTURBANCE OF EXISTING SOD AND ORGANIC MATERIALS. EXISTING INFIELD MIX MATERIALS INCLUDING BASE SAND AND GRAVEL PATH MAY BE RETAINED ON SITE AND USED AS FILL ALL EXCESS AND UNSUITABLE SOIL MATERIALS SMALL BE REMOVED AND DISPOSED OF OFF SITE. PROTECT EXISTING CATCH BASINS AND sToRm DRAINAGE LINES TO REMAIN DURING 411. CONSTRUCTION. INSTALL TESC MEASURES AROUND RIUS AND MAINTAIN THROUGHOUFF REACTION. ALL EXISTING CATCH BASINS SHALL BE TAKEN OFr-UNE PRIOR TO LAND EXISTING CLEARING ACTIVITIES. OUTLET PIPES SHALL BE PLUGGED TO PREVENT D=HhRGE OF TURBID )� PAYING AT 0 op P(D WATER IN THE DOWNSTREAM SYSTEM. PROPOSED MILETS SHALL BE PROTECTED WIN CATCH BASIN INSERTS. AND THEIR OUTLETS SHALL BE PLUGGED UNTIL THE SITE IS STABILIZED. @ REMOVE EXISTING IRRIGATION SYSTEM AND CORRESPONDING BOXES WITHIN LIMIT OF WOW IF ENCOUNTERED AND DELIVER TO THE OWNER ON SITE. REMOVE EXISTING CHAMILIUK FENCE. POLES (INCLUDING FOUL POLES). FOOTINGS. GATES AND DISPOSE OF OFF SITE. BACKFILL AFFECTED AREAS WITH STRUCTURAL FILL IN 12 INCH LIFTS COMPACTED TO A MIN. OF 95%. snNG A AND (D RE OVE EXISTING CONCRETE CURB CONCRETE PAVING, OR ASPHALT PAVING AND DISPOSE OF OFF SITE. SAWCUT PAVING rok REMOVAL AS NECESSARY. "a or oFFsrTE REMOVE EXISTING SCOREB AND FOOTINGS D D&POSE OF OFrsiTE. B%CKFILL VOIDS WITH STRUCTURAL FILL INOIA2R*DUFTS COMPACTED TO A MINIMUM or 95%. REM ALL EXISTING SUBSURFACE DRAINAGE LATERALS IF ENCOUNTERED AND DISPOSE OF OFF SITE. WKFILL ALL VOIDS WITH STRUCTURAL FILL OR EXISTING PEA GRAVEL. To. PROTECT ALL UTILITIES TO REMAIN. EXISTING 11. BACKFILL ALL VOIDS WfTH STRUCTURAL FILL IN 12 INCH LIFTS COMPACTED TO A MIN. OF LIT AND H AND 95,L OF 12. REMOVE EXISTINC PLATES AND ANCHORS AND DELIVER TO THE OWNER OHsrrE. REMOVE E ISTING TREE INCLUDING STUMP AND oisposE OF OFF SITE. EXACT MEES/SHRUB SHALL BE FIELD VERIFIED WITH THE LANDSCAPE ARCHrTECT PRIOR TO REMOVAL. BACKFILL AND COMPACT EXCAVATED AREAS. 14. SPECIAL INSPECTIONS BY THE GEOTECH OF RECORD ARE REGUIRED FOR GET RMINING SUITABLE SUBGRADE AND STRUCTURAL FILL PER THE GEOTECHNrAL REPORT. EXISTING IRRIGAT 11 PIPING 10 BE REMOVED. — VALVE/ ETER LOCATED OUTSIDE I(JI/ BOILER ROOM. CLOSE VALVE AND CAP PIPE AT POINT OF CONNECTION. REMOVE PIPE (3-1 GALVANIZED) WITHIN rIELD/WORK AREA WHEN ENCOUNTERED. REMOVE VALVE BOXES/VAULTS AND BACKFILL WITH STRUCTURAL FILL AND COMPACT TO 95X. 7.5 REMOVE PROTECT IN PLACE EXIST�G CHAIN UNX FENCE TO REMAIN. EXISTING REMOVE EXISTING CATCH BASIN. CUT AND CAP/PLUG 6- DRAIN =OPK FENCING UNE To NORTH. CUT AND REMOVE 25 LF OF EX 18' STORM AND GRAIN TO SE OF CATCH BASIN AND APPROXIMATELY 30 LF OF NDISPOSE OF OFFSITE EXISTING 4' STORM GRAIN TO NE OF CATCH BASIN. INSTALL TEMPORARY CAPS ON REMAINING PIPE. SEE SHEET F-1.3 FOR LIMIT OF WORK PROPOSED STORM ORAN IMPROVEMENTS. (TYP-) POTHOLE LOCATE ALIGNMENT AND IE OF EXISTING 4* Roor DPAN LINE FROM POTABLE BUILDING, PROVIDE TEMPORARY BYPASS PIPE AS NECESSARY UNTI ROOF DRAIN IS CONNECTED TO NEW CATCH BASIN. t.NE. BACKFILL AND COMPACT TO 959 -1) EE,-TIN 'TREE PROTECTION BACKFIU- AND COMP FENCE (IYP.) TO 95X .0, DR EXISTIN RE %,�TREE @ (TYP % REMOVE BASIN- T AN= DPAN LINE. BACKFILL AND '�E?MPAt: TG 95% It 44. REL40VE EXISTINd VALVE % LID. ASSOCIATED WATER E EXACT 70 '=ED, FIELD CO 15 azz ALMA 14 ;sr 266 BAS -�L-. C, MEE PROTEC70�. CON TO 95X rCNCE ADO SPA\ — \—UMIT OF WORK 16 (TYP-) CDos rv�, C, , 14 % le --T —4rAIIIIkA Q z UNIT OF WORK DEMOLITION LEGEND EXISTNC NATURAL TURF TO BE REMOVED AND CKSPOSM or OFF SITE EXISTING INFIELD MIX/WARNING TRACK CINDERS/GRAVEL CONCRETE PWANG TO BE REMOVED AND DISPOSED OF OFFSrTE LIMIT OF WORK EXISTING CONCRETE CURBING TO BE REMOVED AND DISPOSED OF OFF SITE EXISTING CHAIN NK FENCING TO BE REMOVED AND DISPOSED OF OFF SITE TREE PR07ECTION FENCE -41""; K— Whafs belOW. Call before YOU dt. —61ON DATE EDMONDS Is SCHODL D 1 5 T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS NORTH 0 20' 4V 5CALE: I" w 20- BID SFT — 03-31- SCALE 1'-29 DRAWN cm CHECKED R%VDEA DEMOLITION PLAN SOUTH PHASE 1 SHEET F-0.5 18 9 EIle OHM 6. WORK 9,1EK' �1.. il� , -- -* st .-AA' Wa4l-wl j`-1 :-57 Uaff OF WCW 7 �,4 d.4%o; GE! Wo (Z Z —k 15 SVED -m. EY. so. Do- APPRO-1— v (ONILIV39 S1 Z 7/ A, OF OFTE >E �7 L or hNcE POTM TO LOCA IE N 5 9 SqCURE/AnAc" r x; --7...... TO NEW sqp LIMIT O/W.RK REMO< 15- WIDTH OF i. (TYPY %'. PJrING SOD'jO E FOR -:RL CORRTIDE TRE.C. GOR AREA FOR LED 4� 3 9 (Typ) f % 14 ILDING,PAD AND B NCRET' E T gA�H�KSWALL EU Isl 419 ? Ner ....... . .... A -N —V06 lit, I, NK\ A It 14': % *J6 ......... .. -- ----- - T69 7. ....... .... ... ........ —*7- -0 US,,— 06C A 7:z.— — — — — — — — — — — 12 % is % sm % BAD L' IJ % — --- — — — [Cou Ary, A MB Be ----------- - — — — — — — — — — — — — — — — — — — — — — "jo -A ..... ...... t �v' 11- .16. N. WORK 4 12.i NOTELEGEND DEKOLITION NOTES I- QNDCXTES GENERAL CONSTRUCCION N 0 @ (INDICATES SPECIFIC CONSTRUCTION KEYNOTE: 1. CALL BEFORE YOU DIG. LOCATE. IDWIFY AND VERIFY LOCATION, ELEVATION. AND CONDITION OF n6 REMOVE EXISTING CHAINLINK FENCE. POLES (INCLUDING FOUL POLES). FOOTINGS. GATES AND 14. SPECIAL INSPECTIONS BY IKE GEOTECH OF RECORD ARE REOUIREO FOR DETERMINING SUITABLE ALL STE UTILITIES PRIOR TO COMMENCING THE WORK. PROTECT ALL UTILITIES TO REMAIN. DISPOSE OF OFF SITE. BACKFILL AFFECTED AREAS WITH STRUCTURAL FILL IN 12 INCH UFTS SUBGRADE AND STRUCTURAL FILL PER THE GEOTECHNIC41. REPORT. EXISTING —RAL TURF TO BE REMOVED' COMPACTED TO A MIN. OF 953L AND DISPOSED OF OFF SITE 2. CONTRACTOR SHALL BE RE PONSIBLE FOR SECURING ALL GATES AND FENCES AT PERIMETER OF THIS SITE TO ESTABLISH A SECURE WORK AREA. WORK SHALL INCLUDE TEMPORARY W HIGH (DRE EXISTING CONCRM CURB. CONCRETE PAVING� OR ASPHALT PAVING AND DISPOSE OF 1 m . D CHAINUNK FENCING AT THE PERIMETER OF THE PROJECT AREA. OF'F' `SrTE. SAWCUT PAVING FOR REMOVAL AS NECESSARY. RIFIELO MIX/WARNING TRACK STRIP AREA WITHIN LIMITS OF DISTURBANCE OF EXEYTING SOD AND ORGANIC MATERIALS. REMOVE EXISTING SCOREMARD AND FOOTINGS AND DISPOSE OF OFTSITE. BACITILI, VOIDS WITH CINDERS/GRAVEL EXST04G INFIELD MIX MATERIALS INCLUDING BASE SAND AND GRAVEL PATH MAY BE RETAINED ON STRUCTURAL FILL IN 12' LIFTS COMPACTED TO A MINIMUM OF 953. i SITE AND USE As FILL ALL EXCESS AND UNSUITABLE SORL MATERIV-S SMALL BE REMOVED AND C C.- — 10 BE REMOVED AND DISPOSED OF OFF SITE. REMOVE ALL EXISTING SUBSURFACE DRAINAGE LATERALS IF ENCOUNTERED AND OrSF4DSE OF OFF DOSPOSED OF OFFSATE PROTECT EXISTING CATCH RASNS AND STORM DRAINAGE LINES TO REMAIN DURING CONSTRUCTION. SITE. BACKFILL ALL VOIDS WITH STRUCTURAL FILL OR EXISTING PEA GRAVEL 04STAL TESC MEASURES AROUND RIMS AND MAINTAIN THROUGHOUT CONSTRUCTION. ALL EXISTING 10. PROTECT ALL LrrILfTIES TO REMAIN. LIMIT OF WORK CATC BASINS SHALL BE TAKEN OFF-LINE PRIOR TO LAND CLEARING ACTIVITIES. OUTLET PIPES SHALL BE PLUCCE TO PREVENT DISCHARGE OF TURBID WATER IN THE DOWNSTREAM SYSTEM. IT. BACKFILIL ALL VOIDS WITH STRUCTURAL FILL IN 12 INCH LIFTS COMPACTED TO A MIN. OF 95X. PROPOSED INLETS SHALL BE PROTECTED WITH CATCH BASIN INSERTS. AND THEIR OUTLETS SMALL EXISTING CONCRETE CUR93NC TO BE REMOVED BE PLUGGED UNTIL THE SITE IS STABILIZED. 12. REMOVE EXISTING PLATES AND ANCHORS AND DELIVER TO THE OWNER ONSITE. AND DISPOSED OF OFF SITE RE EXISTING IRMGATION SYSTEM AND CORRESPONDING BOXES WITHIN LIMIT or WORK IF @ REMOVE EXISTING TREE INCLUDING STUMP AND DISPOSE OF OFF SITE. EXACT TREES/SHRUBS EXISTING CHAINUNK FENC TO BE KXx,,dr, below. ENCOUNTERED AND DELIVER TO THE OWNER ON SITE. SHALL BE FIELD VERIFIED WITH THE LANDSCAPE ARCHITECT PRIOR TO REMOVAL BACKFILL AND REMOVED AND DISPOSED Of OFF STE Call before you cl�. COMPACT EXCAVATED AREAS. EDMONDS ts SCHODL 1) 1 S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS K 00 I-Ir - D I AHOGAN NORTH 20' 40' SCALE: 1- 20' BID SET DATE 03-31-15 SCALE 1'��o' D.W. C— CHECKED RSH/DLA DEMOLITION PLAN NORTH PHASE 1 SHEET F_0.5A CB I B.%TYPE L 1h MEET Am LATCH 0 04" PEDESTAL 1' CkAbTwC 39 7 FLUSH WITH ADJACENT—$,% 4. ) —,A- — SURFACES (TYP) -400.?9 s 1. 399 H9. TYPENI CATCH RIM 9 1 400 400 CB 7, TYPE I WgM C S. TYPE I .,CATCH BASIN 0- 3.'80 39964 PJU 398so + +* F- 3M64' L 3mog ,A CATCH % "A -2.21 SOLIB"". % % % 399 k7 �1\ 7 r TC SN9 7. 'o 111-memmm It .64 N N % .05 + % 399.54 o' A, 399.61 % 0 M WATER FT . SMUCTURE oecj RIM .93 F- 3 64 '14 o I I �:Ilp - V11 I \ �\VA �p ikl Cs 1 1. CATCH BASIN -41K 64 INOT�E MERTEESN&VIA. CONSFRUCTION N GRADING NOTES (!) INDICATES SPECIFIC CONSTRUCWN IQEYNOTE) 1. THE CONTRACTOR SHALL CALL AND NOTTIFY INGALERT AT 811 A MINIMLIM OF 2 WORIONG DAYS BEFORE DIGGING DEMOLITION. OR GRADING OPERATIC, Occup- 1 2. NEW CONTOURS SHOWN ARE FINISH GRADE ELEVATIONS. 3. BACKFtLL AND COMPACT EXCAVATED AREAS!RESULTING FROM DEMOUTION Acnmms WITH SELL= FILL TO 95X WITH 12' MAX LIFTS. 4. STRIP FIELD AREA OF EXISTING SDD AND ORGANIC MATERIALS AND DtW'OSE OF OFF SITE. ALL EXCESS AND UNSUITABLE SOIL MATERIALS SHALL BE REMOVED AND DISPOSED OF OFF SITE. SITE IS INTENDED TO BALANCE CUT/FILL 5. THE CDNTPAMR SHALL NonFY THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOLS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING CONDITIONS AS NOTED ON THE PLANS. 1 6. ALL PERIMETER PAYING SHALL MEET AND MATCH FLUSH WITH AD14CENt SURFACES. 7. SPECIAL INSPECTIONS BY THE GEOTECH OF, RECORD ARE REQUIRED FOR DErEFUNING SUrTA1u SUBGPADE AND STRUCTURAL FILL PER THE GEOTECHNICAL REPOFrr. SEE DRAINAGE PLAN FOR INFILTPATION/FRENCH DRAIN. I GRADING LEGEND — 'I— EXISTING C(WOUR LINES 411.52_L SPOT ELEVATION 411— NEW CONTOUR LINES S-2 Ok SURFACE SLOPE CONSTANT MATCH TO EXtnNG LIMIT OF PERMEABLE AGGREGATE CBt2. TYPE IL '01 CATCH BASIN =.uw STRUCTURE M 400-� f A + % 54 + % 64 t �111 . 64 IT, V/ 1 398 1 1 1 JillI 1 , I/ "* .54 .64-- 00 4% 1 / -4� % 6 W 6 r 6 6 6 IL fr IS CHAINUNK FENCE AND CONCRETE CURB CHAINUNK FENCE CATCH BASIN INLET (CBI) TYPE IL WITH FLOW CONTROL STRUCTURE CATCH BASIN INLET (CBI) TYPE I CATCH BASIN INLET (CBI) TYPE 2 0 d FIELD ELEVATIONS ALTERNATE FIELD ELEVATIONS % SYNTHETIC TURF MULTI PURPOSE FIELD: SYNTHETIC TURF MULTI PURPOSE FIELD WITH ELASTIC LAYER PAD: V6�! 6 z 399.64 F1 tSH GRADE OF SYNTHETIC TURF INFILL- 399.51 n OF TOP COURSE PERMEABLE AGGREGATE: FINISH GRADE,OF SYNTHETIC TURF INRLL-' 3 9.64 SH RADE OF ELASTIC LAYER PAD: 3 9-14 F" G Zi d isH GRADE E COURSE PERMEABLE AGGREGATE. 3 914 FINISH OF BASE I OR 'AD 3. 8 FIN S GRAD , F TOP COURSE PERMEABLE AGGREGATE: 3 9.48 0 .:SH GRADE AGOTtEGATTE. 14 H E BASE COURSE PERMEABLE 3 9- 6 SUBGP ELEVATION: �34 ADE LOF SUBGRADE ELEVATIO 395.34 RMION GATT EDMONDS Is SCH(DL D 1 3 fk'l C T FORMER WOODWAY HIGH SCHOOL I FIELD IMPROVEMENTS rl�Tr A HOGAN NORTH 0 201 40' SIZALE: 1- 20' RIQSFT DATE 03-31-15 �u 1"-20' DRAWN c— CHECXED RSIVDIA GRADING PLAN SOUTH PHASE I SHEff F-1.2 RW51DN DATE '41 "w�ujw A I *j < Tc r 397.7 C CATCH Ty CB 3. TYPE Nj )34- PE2 5 T 64 " C -.SEr ON EX 15' CON CA .90 -RIM- 'Q* 9 - V. 1-11ELO—O IQ i 7 -7 64 AS A % -j6 — — — — — — — --- ,61 %1,6 CEC 13 E I L TCH A b. — — — — — — — — — — — — — — RIM --- — — — — — — — 't 35 +/ —0 osc— Ose . % /V =kL % Q— % 1h A % — — — — — — — — — — — — — — % 3" 39a % .16 %* CE) 12./TYPE 1—� CATCH BASIN, ;a t F-2.2 g� q 7. j6 "I 16 — — — — — — — — — — — — — — — V — — — — — — — SLOPE SURFACE SWALE TO CRAP 0 0 6 1. THE CONTRACTOR SHALL CALL AND NOTIFY OIGNLERT AT Bil A MINIMUM OF 2 WORKING DAYS BEFORE DEMOUTION. DIGGING, OR GRADING EXISTING CONTOUR LINES CATCH, BASIN INLET (Cal"L STRUCTURE OPERATIONS OCCUR TYPE L WITH FLOW CO 2. NEW CONTOURS SHOWN ARE FINISH GRADE ELEVATIONS. 41IM-L SPOT ELEVATION CATCH! BASIN INLET ( c9l) 3. BACKFILL: AND COMPACT EXCAVATED AREAS RESULTING FROM DEMOLITION ACITVInES WITH SELECT FILL TO 95X WITH 12' MAX LIFTS. TrK I 411— NEW CONTOUR LINES N 4. STRIP FIELD AREA OFAEXISTING SOD AND ORGANIC MATERIALS AND DISPOSE OF OFF SITE. ALL EXCESS AND UNSUITABLE SOIL MATERIALS # CATCH BASIN INLET �C[13) SHALL BE RR40VED KID DISPOSED OF OFF SHE SITE IS MENDED TO BALANCE CUT/nU- S-2.0%- SURFACE SLOPE TYPE 2 5. THE CONTRACTOR SHINLL NOM THE ENGINEER IN THE VVENT OR DISCOVERY OF POOR SOILS. GROUNDWATER OR DISCREPANCIES IN THE CHAINUNK FENCE AND EXISTING CONDITIONS AS NOTED ON THE PLANS. CONCRETE CURB 6. ALL PERIMETER PAVING SHALL MEET AND MATCH FLUSH WITH ADJACENT SURFACES. c CONSTANT SURFACE SLOPE CHAINUNK FENCE 7. SPECIAL INSPEGnONS Erf THE GEOTECH OF RECORD ARE REQUIRED FOR DEITRMINING SUITABLE SUBGRADE AND STRUCTURAL FILL PER THE ------ x— MATCH TO EXISTING rEOTECHNICAL. REPORT. (8) SEE DRAINAGE PLAN FOR tNnLTRAmoN/FRENCH DRAIN. NOTE LEGEND LIMIT OF PERMEABLE AGGREcATE 1. (INDICATES GENERAL CONSTRUCTION NOTE) (1) (INDICATES SPECIFIC CONSTRUCTION KEVNOTE) EDMONDS Is SCH(OL 0 1 5 T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS K&T DAHOGAN I to R. '.111 tfIF Aii N%01% NORTH F-�� 0 20' 40' SCALE: 1"= 20' — 03-31-15 SCA. l'-20' OMWN C- CHECKED �WDLA GRADING PLAN NORTH PHASE I SHEET F-1.2A m m m m m m m m m m m m m m m m m m m FikF F�l W. hWkyt D' ��13 11�15 ,A� At, 11`0 SfHtE 390 MMM22 i3 , i3 92- AA 4 11 E PLI NO. 1 9OR 180 Vi�l i E: 11181� 5 MATCHLINE TO SHEET F F- AilE None, -Wl_�TJW3WWAWlLX= — — — — — — .A TOP 'A k Lot .��397 5-1_ Let '31 st Ott. .,,ad .131 . ZLDU40 NO 24. I. IF* wo - 9,9 -L6T -.L6c V-1 14' FIR*' s ir . — . - .. - Itals 0, fvs -.1 W L. 3ON' rz-3 IT% n I � I . -Doc A, oil - A To- FIR I—V __r do -77 :-TER MCI p 4 3V-Aj 4 to A, ALDEF vs __ N .�i k : , vg IKE TR Z! s .,I j,� - 32- GUIO MCI V, OW DE I tot . B 16—S d3d get 6s j4 , R, tq� 2�' RRIKE W�l r IV or ry 6 W FIR _Aad TTATAO MCI.. so A. tot do,""s, -A MCI 400.o fic F, got to, .,.4. 400, al LO�, . "31 kq� ;R p —TI.. DECr�,q. tg A, �qO :.s ado (. it Ik, oo,c .. % - (&,). ado. to do -do F .96 4P v CCTD-1 -o to C, vkA 'I . ;�r a ttT - < ;Lt — s 16- \�jj \ _s A XV oA ILI 11 o oEL D E, 0- FIR. 6', DEC,C, 0 ITT 0 z Ln 0 > z r T, => m z J0' FIR ;dn IT CITNIRM P. p p 5. V H5 2pi 21� �,5;j 1 § �8 0 9?.. 'm R, I I �O A m -Z r - 0 T IC Ts oil 82 8 A A z ;3 Of q 1 > Ir. IF AT Z G) 22! 82- x 2_0 51-: q,_ . -_ -Z ta z z 19 8 Alp a. v p w wa z -p -12; WA 11 0 F,T 0 10 p 0 C, zi ; '00, AT Z� TR Z. AR T�o 11 9p Fn -13 ZR W iq 9 - mm 10 CR F .0 C, 8. nz > 98 a 0 a 81.8 z 1, 0 C, X, 5 'IT > h2 0 > 28 Z� Oi. z Z 0 owl 0 -n 0 0 !c) < Fn Ll) 0 20 m r- (-) C) K G1 m m 0 > ;0 z 0 k liz V) I I I I I I I I I I I I I I I I I I 4. A 10 MOLE TO — GO 3, TYPE 2 BASIN RIM 395M iE I .?a SW 391 IE SE 3gU IE IV Nn /S -/ AND UE OF EXIST - - - - I , - %.""' I . . . . - - . dvi �SNI y4 �Glevs ' ' 1 1. Irl I - I -� TO THE SE. NOPIXINER qp. 0�9N V/ L IF IN ;,� - - A �� =c ;�WH-L— CO., PROPOSED CONFIRM = I.E. Z4 LE 12" CPEP. S.1.45%-� EL"EVATMION AND EXACT NG 3�. 'TYPE CB 4 1 �.H S� t 0 SO '—%(E D( SE/M 3a2.87±. A. 3BB.00 ....... 77. 71 ....... ';aFIESID�� MAINTAIN FxJNcnoN OF EXISTING Ra - PIPE n RAINACE SWALE DURING CONSTRUCTION. RESTORE WACTM AREA OF SWALE ONCE PIPE INST"N IS COMPLETE 11 % . IN) �A- N 6E— - _-N -7... - ca-7, �TYK I CATCH T� RIM 0- J IE N 387. 72 STIR �� SIT 72 LF 6' Com MANHOLE S-OAOX RIM IE SW 395.1 IE NE 392 % .... .......... .......... -Tag.)- ........ 1+ A .... ....... N 387.. '46 ......... cPEP 's. CONZIN, W1 rFLOW 94r- �Ie RIM 400.30 IE S 395.2% 1bg -5s- HIZ-0i ---- s— . % A- % k -J.. % NEW INVER1%. I(A' W 386.90 43 LF 6-/CPEP % . -s =....../GPEP V !Y� in 2118�;g E= I RIM 388.50� W, IE E -187,20,** 7K,, 8�ls I N j ....... ....... 4�. -- ----- '4—k .......... ....... ---So 0 — - - - - - - - - - — — .......... ... .......... ........ ....... . . ........ ... .... .... ... ............ ------ 7777, �q z O*s A L DRAINAGE NOTES 1. SUBSURFACE DRAINAGE COLLECTOR PIPE CAN BE INSTALLED PRIOR TO FINAL ACCEPTANCE OF THE FIELD SUBGRAIDE. 2. COORDINATION-. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT THE IRRIGATION PIP IS INSTALLED AT A SUFFICIENT DEPTH BEUMN SUDGRADE BEFORE THE TRENCHING FOR THE SUBSURFACE DRAINAGE SYSTEMS TO AVOID CONFLICTS BETWEEN SYSTEMS. TRENCHIING FOR THE SUBSURFACE DRAINAGE LATERALS SHALL NOT PROCEED UNTIL THE IRRIGATION SYSTEM PPING HAS BEEN BAC110LUM AND COMPACTED AND THE FIELD SUBGRADE IS APPROVED BY ENGINEER. 4. TRENCH EXCAVATION SHALL BE MADE TO THE ALIGNMENT, ELEVATION. GRADE AND SLOPE AS INDICATED ON THE D NGS. TRENCHING SHALL BE ACCOMPLISHED UTILMNG EQUIPMENT WITH SLOPE AND DEEITH CONTROL. SUCH AS 'LASER KANE CONTROL SYSTEM'. SO AS TO ENSURE ACCURACY IN THE BOTTOM OF THE TRENCH. 5. NO HIGH POINTS ABOVE D INVERT OR CALCULATED TRENCH BOTTOM ELEVATION WILL BE PERMITTED. NO SLOUGHING OF SITE MATERIAL OR LOOSE EXCAVATED SOIL WILL BE PERMITTED TO REMAIN IN THE TRENCHES. 6. SURPLUS EXCAVATED SOIL SHALL BE REMOVED FROM THE FIELD AREA PRIOR To COMMENCING ON THE ND(T ADaNCENT TRENCH. EXCAVATED MATERIAL MAY NOT REMAIN 04 SUBGRADE. 7. PROVIDE A SMOOTH . EVEN SUBGRADE AFTER REMOVAL OF THE TRE74CH MATERIAI- SUBGRADE TO BE COMPACTED TO 953L LEAVE NO LOOSE MATERIAL ON THE SUSCRADE. E. D(CAVATION BELOW INVERT GRADE MUST BE ESTABLISHED TO DEPTH SO AS M PROVIDE FOR SPECIFI PLACEMENT OF PEA GRAVEL BMDD40 AT BOTTOM OF PIPE ELEVATION PRIOR TO LAYING THE PERFORATED PIPE. 9. NO FOREIGN MATERIAL WILL BE PERMITTED INSM ALONGSIDE. UNDER. OR ON TOP OF THE PERFORATED DpAJN PIPE 10. THE EACKFTU. FOR ALL PERFOPATED PIPE SHALL BE CLEAN WASHED PEA GRAVEL REFER TO THE SPECIFICATIONS FOR THE GRADATION REQUIREMENTS. 11. ALL TR04CHES TO HAVE BACKFILL MATERIAL 'CROWNED' A MINIMUM OF 2' ABOVE SUBGRADE M PROTECT FROM FOREIGN MATERIAL AND PROVIDE FOR EASE 0 LOCATION IDENTMTION. CROWNS WITH FOREIGN MATERIAL CONTAMINATION SHALL BE REMOVED PRIOR TO PLACEMENT OF BASE AGGREGATE. 12- DURING PLACEMENT OF SPECIFIED TRENCH BACKFILL. PIPE WUST BE ELD IN PLACE TO PREVENT DWLACE ENT AND PROVIDE FOR ACHIEVING SPECIFIED INVERT ELEVATION DO NOT DAMAGE PIPE OR ALLOW PIPE TO BE DISPLACED BY PLACEMENT OF EACIMLL MATERIAL 11 CAP THE ENDS OF ALL LATERAL RUN& ALL OPEN ENDS DURING CONSTRUCTION ARE TO BE TEMPORARILY CAPPED OR PLUGGED 14. CONNECTION 0 LATERALS TO COLLECTOR DRAINS SHALL BE MADE WITH A COMBINATION RE=NG TEE AND REDUCING SADDLE TEE. 15. NO TRUCKS OR EQUIPMENT WILL BE ALLOWED TO DRIVE OVER THE TOP OF THE TRENCHES EXCEPT TRACK -EQUIPPED MACHINERY UTILGEED IN SPREADING BASE AGGREGATE. BACKFILLED TRENCHES ARE TO BE STAKED AND FLAGGIED 3' ABOVE GRAM AT MAXIMUM 3W SPACING FOR IDENTTTY. IS. COORDINATE SUBSURFACE DRAINAGE COLLECTOR LOCATION TO AVOID FENCE POST LOCATKN& 17. SPECIAL INSPECTIONS ARE REQUIRED FOR DRAINAGE AGGREGATE AS INDICATED IN PERMEABLE AGGREGATE SPECIFICATION SECTION NUMBER 33 48 23 AND THE GEOTECH REPORT. 'Its E- E�O CAP I 4' PERF. CORR. POLY DRAIN TUBING CPEP SUBSURFACE DRAINAGE COLLECTOR OR STORM DRAIN PIPE S-OL50X 910K + FI�OW DIRECTION IE 414.30 INVERT ELEVATION CIE 41&00 —1— W-1 —.-ION 0 CATCH,BkSIN INLET (CEII) TYPE CATCH BASIN INLET (CB0 TTE 2 REVISION DATE EUMONDS Is SCHODL DISTRICT FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS KET DAHOGAN u.l...-.k.:l.rll *,== NORTH SCALE: 1" - 20' DATE 03-32-15 5CALE 1'-20' D"wN c— CHECKED RSFVDUk DRAINAGE PLAN NORTH PHASE I SHEET F-1.3A FEV6ION m� 11 INFILLED SYNTHETIC LATERAL SPACING TURF SYSTEM 15, Typ. 19MM ELASTIC LAYER PAD WITH REDUCED TURF PILE HEIGHT ....................................................................... ..... GRADE NOTES, 2" TOP .... ....... ...................... ................................ .. .... .... 1. INSTALL PEA GRAVEL WITH 2' EGATE ftclr r 2. DYE PEA GRAVEL CROWN TO PERM"ABLE AGO BE FLUSH WITH SUBGRADE PRIG 13.50 Q TO INSTALLATION OF AGGREGATE r) CLEAN WASHED PEA �iL AS NECESSARY 10' BASE COURSE FOR LEVELING. Plmrll ILE AGGREGATE PERMEABLE STRUCTURAL SDIL BEARING COMPACTED FABRIC MUST BE FLAT A;. SUBGRADE ON SUBGRADE FOR FULL 2' MIN. WIDTH. FABRIC CONTINUOUS THROUGH 12, SUBSURFACE DRAINAGE TR04CHES C".) 2- MIN. v- PEA GRAVEL INSTALLATION V PERF. CORR. TO FULL DEPTH OF TRENCH 4' PERF. CORR. POLY. POLY. DRAIN & 2* CROWN. DRAIN TUBING SEE TUSIM DRAINAG SHEET FOR INVERT ELEV. INFORMATION SYNTHETIC TURF FIELD SECTION zf" i NOT TO SCALE NOTES: 1. THE PLASTIC EDGE ANCHOR MAY BE TEMPORARILY SET WITH POWER -LOADS PLACED AT THE CONTRACTORS OPTION TO ASSIST IN ESTABUSHING THE PROPER UNE AND GRADE THIS TEMPORARY HARDWARE MAY REMAIN AFrER FINAL INSTALLATION. 7 2- THE R Y CHOOSE TO UTIUIE STEEL POWER-U)AD DRIVEN OR RAM-SEl CONCRETE A" NAI.S. INIM I SHANX CHOR M Ul MINIMUM HEAD/WASHER DIAMETER 3/11% SUFFICIENT LENGTH TO INSURE A MINIMUM 2- EMBEDMENT. INVIDIDUAL DIAMETER 5/32 ANCHORS SMALL DEVELOP A MINIMUM 450LB SHEAR. 35OUB TDIISION IN 4.ODOPSI CONCRETE AT 2- EMBEDMENT. I WER LOAD DRIVEN ONCREFE .1 ONCE INITIAL LINE AND GRADE HAS BEEN ESTABLISHED. DWALL THE SPECIFIED RAM -SE OR PO - C ANICHO NAILS IN MANNER CONSISTENT WITH THE APPROVED MAMJFACTURERS PRINTED INSTRUICTION AND THE STIECIFTED SPACING. 4. WEDGE ANCHOR TO BE SET AT MIDDLE 5CX OF EACH BOARD. 30* D.C. MAX, 4-5' FROM ENDS. 5. MINIMUM R GUUZEUEN73 FOR CONCRETE ANC14OR K44L INSTALLATION DEPTH OF EMBEDMENT: 2' OR AS RECOMMENDED BY THE ANCHOR SUPPUEFL- WHICHEVER IS GRFATEFL HORIZONTAL SPACING'. ND GREATER THAN 21 - ON CENTER AND 6- FROM EN OF ANY LENGTH OF LUMBER. STAGGER THE SPACING OF EACH ANCHOR UP AND DOWN WITHIN THE MIDDLE ONE-HAUF THE FACE OF THE R07(CUED EDGE ANCHOR. � 21' 21" 21* t UPPER 25X C") (Typ) WEDGE ANCHOR POWER LOAD/ RAM -SET MID I RE 5OX LOWER 25% 2� SYNTHETIC TURF EDGE ANCHOR NOT TO SCALE INIFIU. MATERIAL TO BE FLUSH WITH TOP ADJACENT SURFkCE MAY VARI or CURB CONCRETE CURB CURB CONCRETE C RUBBERIZED SURFACING OR FLUSH WITH CONCRETE PAVING INFILLED SYNTHETIC APLE AS REQUIRED SURFACE RIF (TYP.) —\� TO -.NOR TURF 12' WI I \\, 2-1/2- POROUS PAVING C 4T URB'DE 13.50* 13M DIM IT 11C PERINI TER PERMEABLE AGGREGATE COMPACTED SUBGRADE + NOTE' OETAIL SHOWS BASE BID CONDITION. AD. I MATERIAL DEPTHS AS REQUIRED FOR ALTERNATES 04, #5 AND 05 (2) 14 UOUS' EDGE ANCHOR AT CONCRETE CURB ROT TO SCAJE: SLOPE TO DRAIN BLEM TO 12" TOTAL DEPTH SEEDED SITE SOIL RESTORATION NOT TO SCALE X) OR SEEDED NATURAL GRAM )EsicN FINISHED cRAm 8' LEFT COMPOST AMENDED SOIL SEE FIELD RESTORATION SEEDING 32 92 19 )ESIGN SUBGRADE 4* DEPTH TUED NATIVE ./SOIL BLEND 1/2- RUBBERIZED SURFACING 2-1/2- POROUS ASP— — IOZ' BASE COURSE PERMEABLE AGGREGATE PERM STRUCTURAL FAMC GO SUBGRAIDE r5-"\ RUBBERIZED SURFACE SECTION � �21 NOT TO SCALE 2-1/2' ASPHALT /lk PAVING S' CRUSHED SURFACING BASE COURSE V S4 77 S7 77 IZ COMPACTED SUEIGRiIDE ASPHALT PAVING SECTION II,I, �21 NOT TO SCALE EXPANSION JDKT SEALANT N JOINT 3/8* EXPANSION -.II NT SMOOTH FINISH Po CENTERED ION 6' CONCRETE PAVING EDXPAMPION JOINT #4-18' GRADE O.C/ E.W. 6* CRUSHED SURFACING TOP v: COURSE 4' PEFIVIOUS :ONCRETE IAVING 8* PERMEMBLE AGGREGATE BASE TO 95X MEN. 8 PERVIOUS CONCRETE PAVING � �21 NOT TO SCALE 2�rPACTID DO" C,/, MENUS) I OOX FRACTURE AGGREGATE a I . 4� 'SHED S rl.NG BASE COURSE SUBGRADE COMPACTED TO 95% MIN. /-9 CRUSHED ROCK PATHWAY SECTION 12' NCTE-- EXPANSION JONI TO BE INSTALLED AT ALL INTERFACE BETWEEN 00 PAYING AND VERIM WALL OR EXISTING CONCRETE PAVING SUBGRADE COMPACTED TO 95X MIN. A. CONCRETE PAVING AT EXPANSION JOINT HAND -TOOLED WEAKENED P—E JOINT. DEPTH EQUAL 25% OF THE SLAB THICKNESS 6' CONCRETE PAVING N MEDIUM BROOM FINISH H 'El 04-IW O.C/ E.W. 8* CRUSHED 4 SURFACING TOP NOT TO SCALE MULCH SECTION l,' �21 NOT TO SCALE NOTE, EXPANSION JOINT TO BE INSTALUM AT ALL BETVTEN CONCRETE PAVING AND VERTICAL WALL OR EXISTING/ NEW CONCRETE PAVING suaGRADE COMPACTED TO 95X WIN. KFNFD PI ANE JOINT r7 CONCRETE PAVING III,< �2 NOT TO SCALE EDMONDS Is SCH(OL 1) 1 5 T A i c T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN ==rll ".= nin SFT -TE 03-3— NTS DRAWN CHECnD Asw DuI, SITE SECTIONS & DETAILS SHEET F-2.1 4' PERFORATED SNAP 4* X e X 4' CO�FGZA ALL EENDS SNAP TEE LATERAL TUBING SEE PLAN FOR SLOPE PEA 2' MIN GRAVEL _T 3* MIN COMPACTED SUBGRADE PERMEABLE STRUCTURAL CORP. POLY TUBING 4' ADS INSIDE COUPLER SOL BEARING FABRIC VARIES IN LLENGTH 12' X IV X V PRE -MOLDED TEE 12' CPEP COUZCTOR MR INVERT ELEVATIONS SEE DRANAGE SHEET SUBSURFACE DRAINAGE DROP -TEE CONNECTION NOT TO SCALE 3' mAx To umrr PERMEABLE AGGRIDGATE SUBGRADE -e PERFORM CORRUGATED 1 1-11 I= POLYETHYLENE LATERAL CAP ALL DRAIN TUBUIG ENDS F L�lm -111 2" MIN j I im - .. ... ... PEA 1=1 I J= -1 r MIN X SIH_I_ ..F _��1`001,41PACTED SUBGRADE rL BEAMNG FABRIC SUBSURFACE DRAINAGE LATERAL NOT TO SCALE SURFACE VARIES -\ LOCKING CAST RON FRAMEB� GRATE (I X 24-) U RISER(S) GROUT ALL PIPE 213- REQUIRED 4' MIN. WATERTGNT 0" BOTH SID. OF GROUT CATCH BASIN MR) A PRECAST CONCRETE C.B.I. MIN INTERNAL DIMMSONS- 26.L X 2VW X 40'D 7:711 -:--116- .1 - 1 .. 27 r 1 114 6. . � u utu ;�vu u vv v G I vvvvvv VvvVv Irl 14' NOTE, FOR INVERT ELEVATIONS SEE DRAINAGE SHEET =F_ _TI, TYPE 1 CATCH BASIN NOT TO SCALE LOCKING CAST tRON FRAME- & GRATE (IS- X 24-) RISER(S) OU e MIN. .4� GROUT L 48.00' T_ IV (TYP) -RUNGS TO BE PROVIDE IN ACCO DANCE WITH ROUND A.P.WA. SID. NO. 41 OR AST EQUAL EASIN PI.P.E. 11,11%. L TACOMA. WA TYPE 2 1 24' -FOR INVERT LocAnoNs MIN SEE DRAINAGE SHEET T�ll I I �'vVv'VV�VVIV V I v I v �'v'v'V'v'v v v �vj S' GRAVEL v V v V v V v V , v v 4 'vvvvvvvvvvvvvvvvvvvv TYPE2CATCHBAS NOT TO SCALE 12" CPEP COLLECTO CORR. POLY TUBING 4' CORRIL PERF. POLY. VARIES IN LENGTH 4' PERFORATED CORRUGATED LATERAL DRAIN TUBING SNAP CAP - PO E LATERAL DRAIN TUBING ALL ENDS OF LATEFk TUBING I 2xI 2x4 TEE PEA GRAVEL - MI 1=-T I 1FJ 3. MIN 4' INSIDE PIPE D.-/ v MIN. AGGREGATE COMPACTED SUBCRADE. TRENCH EDGE TV 1V . 4- TEE 4' ODER. PERF. POLY. v DRAIN TUBING 12' cPEP COLLECTOR FOR INVERT ELEVATIONS SEE DRAINAGE SHEET SUBSURFACE DRAINAGE SIDE INLET TEE CONNECTION NOT TO SCALE 6* - - - - - - - - - =.G SLAB TOP OF ltl� V MIJ RECTANIG" — NOTCH WEIR Ern EL 39&59 WEIR WIDTH 3* SEE DETAIL 8 N I 'l - - - - - - - -- - - - - - - - - PIPE -12' INLET PIF - - - - - - __IE 395.29_ PIPE CONNECTION AND CONTROL DEVICE SEE DETAIL A 1/2-0 RESTRICTOR '-CATCH BASIN ORIFrE DREUXE) IN TYPE IL W/ PVC INSIDE CAP PLUG SOUL) COVER r6 FLOW C NTROL STRUCTURE 0 NOT TO SCALE FLOW CONTROL STRUCTURE NONSHRlNK GRO I COUPLING km rp. PIPE GASKET (TYP)— PVC ADAPTER W/ CO' - AD BONDED , ;� FNEJ ON D(TERIOR. MIN 7- LO CAULK SPACE BETWEEN PVC ADAPTER AND PIPE OUTLET PIPE PERPENDICULAR TO CATCH BASIN WALL NOTES CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASKIO M 199) & CB90 UNLESS OTHERWISE SHOWN ON PEWS OR NOTED IN THE WSD07/APWA SLANDARD SPECIFICATIONS 2. AS AN ACCE E ALTERNATIVE TO REBAR. WELDED WIRE FABRIC HAVING A MIN. AREA OF 0.12 SOUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM M97 (AASHTO M 221). WRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 12- RISER SECTION 3 ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 40DO. 1 13 BAR HOOP FOR 6: 4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL 2 03 BAR HOOP FOR 2 _�WR 1 THICKNESS OF 2" MEN. ALL PIPE SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS. UNUSED NEED NOT BE GROUTED IF WALL IS LEFT INTACT, :NOCKO 5. NOCKOUT OR CUTOUT HOLE SIZE 5 EQUAL TO PIPE OUTER D". PLUS CATCH BASIN WALL THICKNESS. a 6. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAX. DAM. OF 28. KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. fREDUCING SECTION 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2-/Fr. 2 03 BAR HOOP S. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WIN STANDARD SPECIFICATIONS AN MEET THE 9. STRENGTH REOUIREUENTS OF FEDERAL spEarr-ATiom RR-F-621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. FRAME AND GRATE MAY BE INSTAULD WITH FLANGE DOWN OR CAST INTO RISER. 41<11 13 BAR EACH CORNER 1 2' PRECAST BASE SECTION AT TOP 10. It. MAX- DEPTH FROM FINISHED GRADE TO PIPE INVIERT Stiftl. BE 5'-0-. EDGE OF RE CING SECTION OR BRICK SHALL, NOT BE WORE THAN 2" FROM VERTICAL EDGE OF CATCH BASIN WALL. (M EMENT OFMR 13 BAR EACH SIDE E) 0 4 13 BAR EACH WAY 7 TYPE I L CATCH BASIN NOT TO SCALE PVC PIPE CONTROL DEMC ASSEMBLY TO BE REMOVABLE FROM INSIDE THE FCS SET SCR TO PREVENT ROTATION -PVC PIPE CROSS I oRinCE l'-O* MIN DIAMETER 1 .-6. ma ANCH R ROPE CUP (SS) DEFORMED %" STEEL. --PVC,PIPE & CROSS --fLCW CONTROL STRUCTURE 3' MIN. ABOVE DRAINAGE TRENCH MIN.� —12 MIN. FRENCH DRAIN NOT TO SCALE &ENDED SDtL 4- CPEP PERFORATED COLLECTOR SEE DRAINAGE SHEET FOR INVERT EUN%TIOh CLEAN WASHED PEA GRAVEL ENVELOPE mlo. DATE EDMONDS Is SCH(IDL ILL I S T A I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS K&F, DAHOGAN 4 Z BID SET DATE 03-31-15 RAU NT5 DFAWN C' CHECKED KSIVDIA DRAINAGE DETAILS SHEET F-2.2 STORNIFILTER DESIGN NOTES STORMFILTER TREATMENTCAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (7). VOLUME SYSTEM IS ALSO AVAILABLE WITH MAXIMUM 7 CARTRIDGES. 072'MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.5 CFS. IF THE SITE CONDITIONS EXCEED 1.5 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION CARTRIDGE HEIGHT 21' 1 18* LOW DROP RECOMMENDED HY RAULIC DROP (H) 1 2Z 1.81 SPECIFIC FLOW RATE (gpn-dsf) 2 gpryVft2 1 gpnVW 1 2 gpnVftz I I gpryVff 2 gpnVft2 1 gpnVft2 CARTRIDGE FLOW RATE (gpm) 22.5 1 11.25 1 15 1 7.5 1 io 5 GENERAL NOTES OUTLET 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS SUMP NOTED OTHERWISE. 2. D:MENSIONS MARKED WITH ()ARE REFERENCE 11 D MENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT A DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC L REPRESENTATIVE. vmv.ContechES.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE INFORMATION CONTAINED IN THIS DRAWING. IN ACCORDANCE WITH ALL DESIGN DATA AND 5. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, 06� ASSUMING EARTH COVER OF 0'- 5 AND 72' I.D. MANHOLE TOP SLAB ACCESS STRUCTURE GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF SEE FRAME AND (86') O.D. RECORD TO CONFIRM ACTUAL GROUNDWATER COVER DETAIL ELEVATION. CASTINGS SHALL MEET AASHTO M306 CONTRACTOR TO AND BE CAST WITH THE CONTECH LOGO. GROUT TO FINISHED 6. FILTER CARTRIDGES SHALL BE MEDLA-FILLED, GRADE PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF PLAN VIEW CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. GRADE STANDARD OUTLET RISER FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 RINGIRISERS FLOWKIT: 42A SECONDS. 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER T EATMENT CAPACITY (gpm) DIVIDED BY THE FILTER R FRAME AND COVER CONTACT SURFACE AREA (sq ft). (DIAMETER VARIES) N.T.S. INSTALLATION NOTES 1. ANY SUB -BASE, BACKFILL DEPTH, AND/OR A T.FL TATION PROVISIONS ARE SITE -SPECIFIC N 1 0 FLO A.LEl DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED I,r_.AFIT STORMFILTER LE BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH CARTRIDGE SUFFICIENT LIFTING AND REACH CAPACITY TO L11. INSIDE HEIGHT AND SET THE STORMFILTER STRUCTURE (LIFTING Ev TYPICAL CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE HYDRAULIC DROP INLET PIPE(S). (H) INLET INV. 5. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO OUTLET INV. 7 THE OUTLET RISER STUB. STORMFILTER TO EQUIPPED WITH A DUAL DIAMETER HOPE OUTLET STUB AND SAND COLLAFL IF OUTLET PIPE IS LARGER 'THAN 8 INCHES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. FlnW 10T COUPLING BY FERNCO OR EQUAL AND PROVIDED BY HDPE OUTLET RISER CONTRACTOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM SECTION A -A CONSTRUCTION -RELATED EROSION RUNOFF. CONTECK SFMH72 ENGINEERED SOLUTIONS LLC STORMFILTER STANDARD DETAIL rl-'), STORM WATER FILTER STRUCTURE NOT TO SCALE S X TH "USHING, PVC COUPLINGG PVC PIPE 8. V LO MIN. BRASS NIPPLE GATEVALVE&BOX 1\ �23 NOT TO SCALE SPORTSFIELD SPECIALITIES IURFCDOL OR APP OVED EQUAL VALVE BOX WITH REMOVABLE UD INFILLED (@ SfHTNE,nc TURF BRASS GATE VALVE S X TH BUSHING PIPE PVC COUPLING 8* MIN. DEPTH PEA GRAVEL SUBGRADE LANDSCAPE FINISHED GRADE 12- SCH. so PVC SALL VALVE 6. W/UNIONS K�7- 8 r r2 15' /-NnWIC TURF 111111111111111111111111111161"1111111 Ti�- OWE W 'j I vr-051,r�)vl I COPINK, 4 I M I F I F1 is' SCH 4 I 1. 0 791 I' FEA�-LE ACWEE MALE 1,� -1 1 2�7y:� 1 (D BRASS 06M COUPLING VALVE 0 3, ,PT LE 3 MIPT W AGUE . UIPT I* SWING ARM (2)RIEssat CAP INUET WITH 12' LAY LENGTH WITH @GALVANIZED NIPPLE S SCH 40 PVC MAINLINE (DSTAIKLESS STEEL CLAMP SWILD#31' P TIES TURFCOOL BOX r3")I QUICK COUPLING VALVE IN TURF �, �23 NOT TO SCALE SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID SF-1 WATER QUALITY FLOW RATE (cfs) 0.09 PEAK FLOW RATE (cfs) 0.25 RETURN PERIOD OF PEAK FLOW (ym) 100 # OF CARTRIDGES REQUIRED 6 CARTRIDGE FLOW RATE 7.5 MEDIA TYPE(CSF, PERUTE, ZPG. GAC. PHS) ZPG PIPE 2ATA. i I.E. 1 ��TERLkt 1 DIAMETER INLET PIPE #1 3�5-14 CPEP 12" INLET PIPE #21 1 1 OUTLEr PIPE 1 392.84 1 CPEP 1 12- RIM ELEVATION 400.93 ANTI -FLOTATION BALLAST 1 ��DTH HEICHT 'A N/A NOTES/SPECIAL REQUIREMENTS: I. PER ENGINEER OF RECORD LOCKING `TEE- COVIER, BLACK. LABELED "IRRIGATION" NOTES-. (D 3-4' BRASS GATE VALVF- THREADED INLEr/OUTLEr, SIZED PER THE DRAWINGS OR ASSOCIATED INLET -SIDE PIPE MASS UNION CARSON 1419-12 JUMBO MASS NIPPLE VALVE BOX OR EQUAL SCHEDULE 4G- PVC BUSHING. SxT 16 5 V PVC RISER PIPE PLASTIC VALVE BM UN. 12'0 UK S' DEPTH 5/8* WASHED PEA GRAVEL 2 SCH. 40 PRE- CONCRETE BRICK UNDER EACH CORNER OF THE VALVE BOX PVC OUT 4 OZ/SY NON -WOVEN GEOTEXTILE -W 4 SCK40 MAINLD FINISHED GRACE I SALL VALVE BRASS W/UNIONS 6 2* MIN. 4 3 L SCHJEO PYC TEE. FITIN ADAPTERS (AS REQUI SCHAO MAINUNE (TYP.) BALL VALVE AND BOX NOT TO SCALE LOCKING 'rEE' CUVM SLAM LABELED 'IRRIGATION' (D ERAss SALE. vALVE, THREAoED INLET/OUTUET, SIZED PER THE DRAWINGS OR ASSOCIATED INLET -SIDE PIPE BRASS UNION BRASS NIPPLE 1411-12 JUMEND SCHEDULE 80-- PIC BUSHING, S-T VZCARSON VE BOX OR EQUAL(g) @ UK 12* HORIZONTAL & YourAL OFFSET FROM MANURE SCH. 40 (g) PLAsne VALVE BOX. MIN. 12*0 PVC OUT (2) mw. s, DEPTH 5/a- WASHED PEA GRAVEL @ PRE -CAST CONCRETE BRICK UNDER EAC14 CORNER OF THE VALVE BOX 12) 30 MIL PVC LINER OR EQUAL. TAPE TO VALVE BOX� CUT MINIMUM OPENING FOR P (34 OZISY NON -WOVEN CEOTEXTILE � PRECAST OR POURS) CONIC. BUSH TO 1/4" CHAMBER W/HINGED LOCKING LED 1/4' SHUrOFF COCK PRESSURE CAUGE: 2* DOUBLE CHECK -1/2a DIA.. 0 - 150 PSI VALVE ASSDABLY 2* BRASS. UNION 2' PRESSURE REDUCTION VALVE WILKINS SOD EU OR 2' BRASS. NIPPLE APPROVED EQUAL 2" BRASS. ELL BRASS. NIPPLE 2' BRASS. NIPPLE NIPPLE 2" EIRMM ELL W I N 2 BRASS TEE UNION 2' BRASS PVC, MADE COUPLENG S X TH BUSHING AS REOURED . . . . . . . . . . . . . . . . . . . . 2' BRASS. NIPPLE . . j PEA GRAVEL KNOCK OUT BASE SECTION OF VAULT 0 CORE DRILL AS REQUIRED FOR DRAINAGE NOTE - BLOCK INLET AND OUTLET PIPES AND BkW OF CONCRETE VAULT TO PREVENT SETTLEMENT FOR DRINKING FOUNTNW, ALL PIPE SIZES TO BE I' AND WATER SUPPLY LINES TO BE TWE K COPPER DOUBLE CHECK VALVE ASSEMBLY NOT TO SCALE - I' TEE 2" BRASS. NIPPLE - 2' BRASS. ELL - BRASS. NIPPLE (VARIABLE) 2* BRASS. ELL - 2* BRASS. NIPPLE Z-:� - \-PVC COUPLING OR BRAS& COUPLING W/ PVC MALE ADAPTER REVISION DAn EDMONDS Is SICHODL 1) 1 S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN U� R" RIDSFT DATE 03-31-15 �Alx N'S D 0 CHECUD RSWDIA -a- IA DRAINAGE, WASHWATER & IRRIGATION DETAILS SHEET F-2.3 goengineenn P C APPENDIX B Design Calculations and Supporting Information WWHM4 PROJECT REPORT Project Name: Woodway - Flow Control Site Name: Former Woodway HS Site Address: 23200 100th Ave W city : Edmonds Report Date* 3/27/2015 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC I : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat 4.221 Pervious Total 4.221 Imp ervious Land Use Acres Impervious Total 0 Basin Total 4.221 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Groundwater I C, Lawn, Flat 1.887 1 Pervious Total 1.887 Impervious Land Use Acres SIDEWALKS FLAT 1.887 Impervious Total 1.887 Basin Total 3.774 Element Flows To: Surface Interflow Groundwater SSD Table 1 SSD Table 1 Name SSD Table 1 Depth: 3.98 ft. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage Area Volume Outlet (ft) (ac) (ac-ft) Struct Manual NotUsed NotUsed NotUsed 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.200 0.000 0.000 0.003 0.000 0.000 0.000 0.000 0.400 0.000 0.000 0.004 0.000 0.000 0.000 0.000 0.600 0.000 0.001 0.005 0.000 0.000 0.000 0.000 0.800 0.000 0.002 0.006 0.000 0.000 0.000 0.000 1.000 0.000 0.003 0.007 0.000 0.000 0.000 0.000 1.200 0.000 0.003 0.007 0.000 0.000 0.000 0.000 1.400 '0.000 0.004 0.008 0.000 0.000 0.000 0.000 1.600 0.000 0.004 0.008 0.000 0.000 0.000 0.000 1.800 0 * 059 0.008 0.009 0.001 0.000 0.000 0.000 2.000 0.128 0.020 0.009 0.001 0.000 0.000 Q.000 2.200 0.198 0.034 0.010 0.002 0.000 0.000 0.000 2.400 0.251 0.059 0.010 0.003 0.000 0.000 0.000 2.600 0.251 0.081 0.011 0.003 0.000 0.000 0.000 2.800 0.251 0.098 0.011 0.003 0.000 0.000 0.000 3.000 0.251 0.113 0.011 0.003 0.000 0.000 0.000 3.180 0.251 0.126 0.012 0.003 0.000 0.000 0.000 3.280 3.774 0.239 0.012 0.038 0.000 0.000 0.000 3.380 3.774 0.353 0.012 0.038 0.000 0.000 0.000 3.480 3.774 0.466 0.031 0.038 0.000 0.000 0.000 3.580 3.774 0.579 0.076 0.038 0.000 0.000 0.000 3.680 3.774 0.692 0.136 0.038 0.000 0.000 0.000 3.780 3.774 0.805 0.208 . 0.038 0-.000 0.000 0.000 3.880 3.774 0.919 0.315 0.038 0.000 0.000 0.000 Name Basin 2 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Pervious Total Impervious Land Use SIDEWALKS FLAT Impervious Total Basin Total Acres .144 0.144 Acres 0.303 0.303 0.447 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.221 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious A-rea:2.031 Total Impervious Area:2.19 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.070274 5 year 0.115474 10 year 0.140948 25 year 0.16741 50 year 0.183364 100 year 0.1966 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.095217 5 year 0.130052 I 10 year 0.156243 25 year 0.193086 50 year 0.223391 100 year 0.256264 Annual Peaks for Predeveloped and Mitigated. Year Predeveloped Mitigated 1902 0.098 0.094 1903 0 * 033 0.107 1904 0.072 0.130 1905 0.038 0.064 1906 0.015 0.069 1907 0.110 0.098 1908 0.070 0.082 1909 0.075 0.099 1910 0.122 0.099 1911 0.063 0.092 1912 0.252 0.173 1913 0.105 0.081 1914 0.024 0.226 1915 0.035 0.064 1916 0.058 0.094 1917 0.027 0.065 1918 0.067 0.087 1919 0.049 0.058 1920 0.065 0.082 1921 0.066 0.065 1922 0.075 0.085 1923 0.060 0.088 1924 0.034 0.099 1925 0.032 0.061 1926 0.058 0.105 1927 0.077 0.081 1928 0.051 0.078 1929 0.119 0.124 1930 0.066 0.131 1931 0.065 0.069 1932 0.046 0.079 1933 0.055 0.073 1934 0.160 0.130 1935 0.056 0.067 1936 0.092 0.077 1937 0.076 0.106 1938 0.075 0.072 1939 0.004 0.092 1940 0.059 0.120 1941 0.060 0.100 1942 0.092 0.141 1943 0.029 0.112 1944 0.084 0.229 1945 0.065 0.108 1946 0.058 0.082 1947 0.043 0.073 1948 0.145 0.095 1949 0.119 0.156 1950 0.063 0.063 POC #1 I I I I I I I I I I I I 11 I I I I I 1951 0.07.6 0.085 1952 0.233 0.221 1953 0.184 0.167 1954 0.054 0.084 1955 0.047 0.073 1956 0.030 0.057 1957 0.081 0.082 1958 0.198 0.200 1959 0.117 0.149 1960 0.040 0.078 1961 0.119 0.216 1962 0.061 0.084 1963 0.027 0.061 1964 0.044 0.163 1965 0.143 0.124 1966 0.025 0.074 1967 0.054 0.085 1968 0.073 0.076 1969 0.051 0.085 1970 0.081 0.100 1971 0.152 0.127 1972 0.097 0.285 1973 0.111 0.146 1974 0.068 0.119 1975 0.165 0.164 1976 0.072 0.121 1977 0.042 0.059 1978 0.137 0.110 1979 0.036 0.095 1980 0.068 0.094 1981 0.069 0.102 1982 0.046 0.077 1983 0.114 0.107 1984 0.029 0.100 1985 0.066 0.100 1986 0.053 0.068 1987 0.114 0.158 1988 0.084 0.072 1989 0.067 0.067 1990 0.085 0.074 1991 0.064 0.110 1992 0.099 0.114 1993 0.082 0.120 1994 0.143 0.090 1995 0.034 0.060 1996 0.163 0.172 1997 0.074 0.076 1998 0.069 0.097 1999 0.001 0.095 2000 0.051 0.104 2001 0.036 0.086 2002 0.116 0.140 2003 0.075 0.084 2004 0.081, 0.114 2005 0.106 0.159 2006 0.048 0.075 2007 0.054 0.107 I 2008 0.072 0.082 2009 0.044 0.081 2010 2011 0.035 0.044 0.099 0.062 2012 0.061 0.103 2013 0.053 0.077 2014 0.034 0.078 2015 0.127 0.151 2016 0.019 0.068 M7 0.120 0.141 2018 0.218 0.240 2019 0.225 0.229 2020 0.069 0.112 2021 0.094 0.107 2022 0.032 0.127 2023 0.077 0.131 2024 0.278 0.206 2025 0.060 0.069 2026 0.109 0.096 2027 0.046 0.100 2028 2029 0.023 0.078 0.050 0.081 2030 0.157 0.113 2031 0.041 0.055 2032 0.031 0.066 2033 0.036 0.067 2034 0.042 0.073 2035 0.173 0.206 2036 0.089 0.076 2037 0.015 0.092 2038 0.096 0.099 2039 0.006, 0.139 2040 0.031 0.080 2041 0.048 0.091 2042 0.181 0.198 2043 0.077 0.111 2044 0.109 0.092 2045 0.067 0.080 2046 0.079 0.086 2047 0.050 0.095 2048 0.068 0.083 2049 0.065 0.119 2050 0.042 0.080 2051 0.070 0.135 2052 0.041 0.078 2053 0.070 0.082 2054 0.108 0-.137 2055 0.027 0.080 2056 0.027 0.101 2057 0.045 0.068 2058 0.055 0.106 Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.2783 0.2854 2 0.2517 0.2395 3 0.2332 0.2292 4 0.2248 0.2286 5 0.2177 0.2255 6 0.1980 0.2206 7 0.1842 0.2158 8 0.1807 .0.2062 9 0.1727 0.2059 10 0.1646 0.2005 11 0.1626 0.1980 12 0.1598 0.1729 13 0.1572 0.1718 14 0.1518 0.1666 15 b.1453 0.1635 16 0.1435 0.1627 17 0.1428 0.1591 18 0.1368 0.1584 19 0.1274 0.1561 20 0.1224 0.1506 21 0.1195 0.1491 22 0.1191 0.1464 23 0.1189 0.1413 24 0.1189 0.1410 25 0.1166 0.1399 26 0.1160 0.1388 27 0.1142 0.1371 28 0.1139 0.1351 29 0.1113 0.1314 30 0.1101 0.1309 31 0.1087 0.1301 32 0.1087 0.1296 33 0.1079 0.1271 34 0.1059 0.1268 35 0.1049 0.1241 36 0.0987 0.1235 37 0.' 0977 0.1213 38 0.0967 0.1204 39 0.0960 0.1197 40 0.0941 0.1192 41 0.0922 0.1187 42 0.0917 0.1143 43 0.0885 0.1141 44 0.0850 0.1135 45 0.0843 0.1124 46 0.0836 0.1120 47 0.0819 0.1113 48 0.0811 0.1100 49 0.0810 0.1099 50 0.0807 0.1082 51 0.0788 0.1073 52 0.0776 0.1070 53 0.0769 0.1070 54 0.0769 0.1065 55 0.0769 0.1061 56 0.0762 0.1056 57 0.0758 0.1049 58 0.0753 0.1042 59 0.0753 0.1028 60 0.0752 0.1018 61 0.0746 0.11010 62 0.0736 0.1005 63 0.0731 0.1004 64 0.0723 0.1003 65 0.0720 0.1002 66 0.0716 0.0999 67 0.0704 0.0995 68 0.0700- 0.0993 69 0.0697 0.0993 70 0.0694 0.0991 71 0.0694 0.0986 72 0.0688 0.0982 73 0.0685 0.0965 74 0.0680 0.0963 75 0.0679 0.0953 76 0.0673 0.0951 77 0.0668 0.0951 78 0.0665 0.0946 79 0.0662 0.0941 80 0.0656 0.0941 81 0.0655 0.0937 82 0.0654 0.0923 83 0.0651 0.0919 84 0.0650 0.0918 85 0.0650 0.0917 86 0.0642 0.0911 87 0.0628 0.0903 88 0.0626 0.0882 89 0.0610 0.0870 90 0.0609 0.0861 91 0.0603 0.0856 92 0.0603 0.0853 93 0.0602 0.0849 94 0.0592 0.0848 95 0.0582 0.0845 96 0.0576 0.0839 97 0.0576 0.0836 98 0.0557 0.0835 99 0.0548 .0.0831 100 0.0546 0.0822 101 0.0543 0.0821 102 0.0540 0.0820 103 0.0539 0.0818 104 0.0532 0.0818 105 0.0532 0.0816 106 0.0514 0.0813 107 0.0511 0.0812 108 0.0506 0.0809 109 0.0502 0.0806 110 0.0494 0.0803 ill 0.0477 0.0802 112 0.0477 0.0802 113 0.0466 0.0801 114 0.0464 0.0789 115 0.0464 0.0785 116 0.0461 0.0783 117 0.0449 0.0777 118 0.0444 0.0775 119 0.0440 0.0775 120 0.0437 0.0774 121 0.0430 0.0769 122 0.0421 0.0764 123 0.0419 0.0762 124 0.0416 0.0761 125 0.0408 0.0750 126 0.0407 0.0740. 127 0.0401 0.0740 128 0.0381 0.0733 129 0.0364 0.0730 130 0.0362 0.0726 131 0.0359 0.0725 132 0.0348 0.0723 133 0.0346 0.0715 134 0.0344 0.0693 135 0.0340 0.0692 136 0.0337 0.0686 137 0.0326 0.0679 138 0.0319 0.0677 139 0.0319 0.0676 140 0.0315 0.0669 141 0.0312 0.0667 142 0.0304 0.0666 143 0.0293 0.0656 144 0.0292 0.0651 145 0.0274 0.0645 146 0.0272 0.0645 147 0.0269 0.0644 148 0.0268 0.0631 149 0.0252 0.0617 150 0.0244 0.0612 151 0.0226 0.0606 152 0.0193 0.0604 153 0.0148 0.0593 154 0.0145 0.0582 155 0.0059 0.0572 156 0.0035 0.0554 157 0.0010 0.0499 Poc #1 The Facility PASSED The Facility PASSED.- Flow(cfs) Predev Mit Percentage Pass/Fail 0.0351 13436 12434 92 Pass 0.0366 12234 11009 89 Pass 0.0381 11172 9758 87 Pass 0.0396 10217 8747 85 Pass 0.0411 9360 7846 83 Pass 0.0426 8617 7030 81 Pass 0.0441 7934 6307 79 Pass 0.0456 7341 5705 77 Pass I 0.0471 6786 5182 76 Pass 0.0486 6274 4679 74 Pass 0.0501 5800 4�88 73 Pass 0.0516 5345 3881 72 Pass 0.0531 4933 3565 72 Pass 0.0546 4554 3264 71 Pass 0.0561 4218 2975 70 Pass 0.0576 3898 2735 70 Pass 0.0591 3620 2521 69 Pass 0.0606 3351 2327 69 Pass 0.0621 3113 2163 69 Pass 0.0636 2900 1996 68 Pass 0.0651 2697 1868 69 Pass 0.0666 2532 1756 69 Pass 0.0681 2375 1656 69 Pass 0.0696 2224 1563 70 Pass 0.0711 2084 1464 70 Pass 0.0726 1956 1382 70 Pass 0.0741 1844 1298 70 Pass 0.0756 1738 1236 71 Pass 0.0771 1634 1174 71 Pass 0.0786 1550 1104 71 Pass 0.0801 1466 1048 71 Pass 0.0816 1389 991 71 Pass 0.0830 1323 938 70 Pass 0.0845 1243 882 70 Pass 0.0860 1183 843 71 Pass 0.0875 1118 807 72 Pass 0.0890 1052 773 73 Pass 0.0905 1011 740 73 Pass 0.0920 950 703 74 Pass 0.0935 921 674 73 Pass 0.0950 878 639 72 Pass 0.0965 842 608 72 Pass 0.0980 814 578 71 Pass 0.0995 787 535 67 Pass 0.1010 761 511 67 Pass 0.1025 737 487 66 Pass 0.1040 710 466 65 Pass 0.1055 680 443 65 Pass 0.1070 653 422 64 Pass 0.1085 625 398 63 Pass 0.1100 595 388 65 Pass 0.1115 564 371 65 Pass 0.1130 535 356 66 Pass 0.1145 509 344 67 Pass 0.1160 490 332 67 Pass 0.1175 471 322 68 Pass 0.1190 448 309 68 Pass 0.1205 435 292 67 Pass 0.1220 417 281 67 Pass 0.1235 400 271 67 Pass 0.1250 381 259 67 Pass 0.1265 364 248 68 Pass 0.1280 348 232 66 Pass b.1295 333 228 68 Pass 0.1310 316 217 68 Pass I I' I I I I I I I I I I I 0.1325 303 200 66 Pass 0.1340 284 1.95 68 Pass 0.1355 276 179 64 Pass 0.1369 258 174 67 Pass 0.1384 248 166 66 Pass 0.1399 236 155 65 Pass 0.1414 226 142 62 Pass 0.1429 212 133 62 Pass 0.1444 201 126 62 Pass 0.1459 187 118 63 Pass 0.1474 178 107 60 Pass 0.1489 170 106 62 Pass 0.1504 158 102 64 Pass 0.1519 146 95 65 Pass 0.1534 131 88 67 Pass 0.1549 121 87 71 Pass 0.1564 114 79 69 Pass 0.1579 101 73 72 Pass 0.1594 91 70 76 Pass 0.1609 87 67 77 Pass 0*1124 0.1639 11 73 61 55 71 75 Pass Pass 0.1654 72 53 73 Pass 0.1669 67 51 76 Pass 0.1684 59 47 79 Pass 0.1699 58 47 81 Pass 0.1714 52 46 88 Pass 0*1729 44 44 100 Pass 0.1744 41 37 90 Pass 0.1759 37 35 94 Pass 0.1774 34 33 97 Pass 0.1789 31 32 103 Pass 0.1804 29 29 100 Pass 0.1819 27 28 103 Pass 0.1834 25 27 108 Pass I Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0429 acre-feet On-line facility target flow: 0.0308 cfs. Adjusted for 15 min: 0.0329 cfs. Off-line facility target flow: 0.0169 cfs. Adjusted for 15 min: 0.018 cfs. Per1nd and Imp1nd Changes I No changes have been made. This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such Idamages. Software Copyright C by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. I VV'WHM - Flow Control Structure a 'I JW SSD Tabl� 1 Mitigated ac Name: K66-Taw, Flows To: Redeveloped r Precipitation Applied 12 Mitigated zz A F EyaporationApplied Facility Type�$D TABLE rvo MarvAlInfiRratim Load File: Browse I I HIS sports fields\Drajin*ga,\SS07,cw - r Stage Computed Stag a (it) Area St rage Outlet (acres) (acre-ft) Structure _L 0,00M 0.000000 0-000000 2 41000PO 0002936 0.000001 3 0,MW 0,00014 �0.*,* 0.064152 0M0001 4 tj'_11�0000* 0005086 0M0001 Elarneris 5 0�800001 '4000114 -0,0 �171 0.00587i 0.000001 6 1,000000' 0,00II4:',_:0.00*j' 0.006566 0.000001 7 1,20M #�*l 14, 0-007192 O�000001 8 C*1114 0,'O� 4 0.007769 0.000001 W LID Tolbo� 9 twm� 0.008305 0.000001 _Loj�,** low" 0 "*"1 0008809 0000690 11 0-009285 0'001291 tj SSD Table Outlet structute 2,200006 AIWO "O.ii* 0.009738 0M2001 Outlet: 0 in Volume nfiltrated (ac-ft) 377.75 Total Volume (ac-ft) 1009.38 Riser Height IfQ Volume Through Riser (ac-ft) 631.63 Percent Infiltrated 37.42 Rim Dwn*w fin) f12 _J;j TideGate Time I Demand I Riser Typo FN- 'Series. Determine OulletWith Tide Gate Notch Type fRW--7L7- -H - Notch Height fit) - F04-5, f Use Tide Gets NotchWdh[ftj ro _25— Tide Gate Elevation (it) ra— Downstream Connection OverflawElevation(ft) 16— Iterations Otilim Die, (n) HOW r1n) I r Intitial Stage (ft) ro- 2 f0__ - . fo— --d 3 ro--� Update 0 4 E 3 0 4 r LOT3, 41 V� .2 r Pt t J .3 fi .5 2 .2 .2 B: g '0 -R i t —. T ; 2 t 0 a 2 a 4! 0 o- a E 0 LL Z E > . 'A .9 �.2 o �88888M 6 6 d I E E E 'Moo.% M Q t E E no 8 8 8 8 8 a 8-8 8 8 8 8-8-8-8 8 8 8-8 8 8-8-8 8 8 8 8-8-8'8'8 8 8 8 8 8-8-8 8 8-8-8 8 8-8-8'8 8-8-8-8-8-8 8 8-8-8-8 8-8 8 8 - - - - - - - - - - - ............................ 1 -4 -4 -4 .1 .1 .4 �l -4 -1 -4 -4 -.1 .1 -4 -4 -1 -1 W o f fi c cv Z3 2 2 2 fs 2 2 2 2 22 2 �g Z8 2 2 2 2 2 1. 1 �s 2 22 2 2 W, m 2 22 2 2 2222 2 2 2 2 2 2 T 1. 1. Z8 2 22 2 0 E woom—wwoomm .... --m—oommm.—Mm ..... mm—ww Nm MN �m M " M� M �m M M :� Mm N, �m M, ", "M �m M M, Nm A A M N, M & . . . . . . . . . . . w . . . . . . . ............ w .......... —N-N I— g: NN--N ------- N --- M��m --- N-N ---- NNNNNN--N 0 1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 0 1 0 1 1 1 1 1 1 1 1 1 1 0 1 1 1 1 1 1 1 1 1 1 d :91 . . . . . . . . . . . . . . . . . . . . . . . . . . . . A A A A A .4 4 A A A .4 A 4 �i 4 A A A �i A .4 A A A A �4 �4 �i .4 A A A A -4 'A �4 .4 .4 ',1 �,i N4 N� 4 N4 '4 f3 �.000006c0000c000dc00000000cococ000c00000600000000c000.00..01.10� 1. .d Z6 �s m m �6 Z6 m �s m m m �5 m �6 �s �s m �6 m m m m m m � � � � m �, 9 2 2 2 2 2 2 2 2 a a a 2 2 2 8 a a 2 �, .1 2 2 8 8 9 a a 2 2 m 3 E E . I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I E ................ 0 ............... 0 ............ I ........ .2 m m m m m - m m m m m m m m M m m m m m 11 11 WNTECK ENGINEERED 501UTIONS Size and Cost.Estimate Prepared by Chris Hass on March 31, 2615 Former Woodway HS — Stormwater Treatment System Edmonds,'WA Information provided: • Total contributing area = 4.22 acre • Impervious area = 2.19 acre * Detention release rate, Qtreat = 0.095 cfs • Peak release rate, Qpeak = 0.256 cfs • Presiding agency = City of Edmonds Assumptions: • Media = ZPG cartridges • Per cartridge flow rate = 7.5 gpm 0 Drop required from inlet to outlet = 2.3' minimum Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. However, when the StormFilter is placed downstream of detention the flow rate generated at the water quality storm is not always representative of the total volume of water that will go through the system or type of pollutant -loading the system may experience in one year. For this site, Contech Engineered Solutions LLC recommends using a 72" StormFilter Manhole with 6 cartridges (see attached detail). The estimated cost of this system is $26,000, complete and delivered to the job site. this estimate assumes that the vault is 8 feet deep. The final system cost will depend on the actual depth of the unit and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilter and all external plumbing. @2012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dr., Portland OR 97220 Page 1 of 1 xvw-�7.ContechES.corn Toll -free: 800.548.4667 Fax: 800.561.1271 TS-P022 CV21ONTECH ENGINEERED SOLUTIONS CONTECH Stormwater Solutions Inc. Engineer: Date Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Rc Water quality flow Peak storm flow Filter System Filtration brand Cartridge height Specific Flow Rate Flow rate per cartridge Determining Number of Cartridges for Flow Based Systems CRH 3/31/2015 Former Woodway High School Washington Edmonds 4.22 ac 2.19 ac 2.03 52% 0.52 0.095 cfs 0.256 cfs StormFilter 18 in 1.00 gpm/ft- 7.5 gpm SUMMARY lNumber of Cartridges 61 @2006 CONTECH Stormwater Solutions contechstormwater.com 1 of 1 Former Woodway High School - Phase 1 Conveyance Analysis Spreadsheet 4/1/2015 Pipellltun�,." Size. annings P an- QN11 TribtAa)ry, Basim Qbib N, St OPe- (WWHM,-,1DUY r-15,min) inchL es)- ft) (Cfs) (Cfi) Entire Site Conveyance 12 0.011 0.010 4.22 Entire Phase 1 Site 2.20 52% Collector Drain Line 12 0.011 0.0035 2.50 Entire field, underdrained track 1.92 77% 181' Underdrain Pipe 4 0.024 0.004 0.07 181'xl5' Field/Track Section 0.03 48% WWHM4 PROJECT REPORT Project Name: Woodway Overall Site Conveyance Site Name: Former Woodway High School Site Address: 23200 100th Ave W city : Edmonds Report Date: 3/30/2015 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC I : 50 Percent of the 2 Year High Flow Threshold for POC l.: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C,- Forest, Flat 4.221 Pervious Total 4.221 Impervious Land Use Acres Impervious Total 0 Basin Total 4.221 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Entire Site Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat 2.031 Pervious Total 2.031 Groundwater I Impervious Land Use Acres SIDEWALKS FLAT 2*19 Impervious Total 2.19 Basin Total 4.221 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.221 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:2.031 Total Impervious Area:2.19 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.070972 5 year 0.109667 10 year 0.130597 25 year 0.151847 50 year 0.164454 100 year 0.17481 Flow Frequency Return Periods for Mitigated.. POC #1 Return Period Flow(cfs) 2 year 0.714659 5 year 1.009932 10 year 1.242553 25 year 1.582646 50 year 1.872224 1 GO - y6ar 2.1952481 This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and acco . mpanying docume * ntation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright 0 by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. WWHM4 PROJECT'REPORT Project Name: Conveyance - Collector Only Site Name: Former Woodway HS Site Address: 23200 100th Ave W city Edmonds Report Date: 03/30/2015 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC I : 50 Percent of the 2 Year High Flow Threshold.for POC 1: 50 year PREDEVELOPED LAND USE Name Basin. 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat 3.774 Pervious Total 3.774 ImpervioHs Land Use Acres Impervious Total 0 Basin Total 3.774 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin I Bypass: No * GroundWater: No Pervious Land Use Acres Groundwater I C, Lawn, Flat 1.887 Pervious Total 1.887 Impervious Land Use Acres SIDEWALKS FLAT 1.887 Impervious Total 1.887 Basin Total 3.774 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:3.774 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:1.887 Total Impervious Area:1.887 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.063456 5 year 0.098053 10 year 0.116767 25 year 0.135766 50 year 0.147039 100 year 0.156298 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.619809 5 year 0.878704 year 1.083178 25 year 1.382745 10 50 year 1.638297 .1100 year 1.9237951 This program and accompanying documentation are provided as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties,, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright 0 by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. I WWHM4 PROJECT REPORT Project Name: Conveyance - Lateral Only Site Name: Former Woodway HS Site Address: 23200 100th Ave W city : Edmonds Report Date: 03/30/2015 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC I : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat .062 Pervious Total 0.062 Impervious Land Use Acres Impervious Total 0 Basin Total 0.062 Element Flows To: Surface Interflow MITIGATED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Acres .031 Groundwater Pervious Total 0.031 Impervious Land Use Acres SIDEWALKS FLAT 0.031 Impervious Total 0.031 Basin Total 0.062 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.062 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.031 Total Impervious Area:0.031 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow.(cfs) 2 year 0.001042 5 year 0.001611 10 year 0.001918 25 year 0.00223 50 year 0.002416 100 year 0.002568 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.010182 5 year 0.014436 10 year 0.017795 25 year 0.022716 50 vear 0.026914 1100 year 0.031604 This program and accompanying documentation are provided I as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even'if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright @ by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. Sediment Trap Sizing Calculations Per the 2005 DOE Manual Project Name: Former Woodway High School Athletic Field Renovation - Phase 1 Required Sediment Trap Surface Area (SA): SA =2*Q/Vsed Where: Q = 2-year developed flow rate from WWHM Vsed = Settling Velocity (0.00096 ft/sec) Calculation: multiplier = 2 Q = 0.6893 cfs Vsed = 0.00096 fps Required SA = 1436.0 square feet Equivalent Sediment Trap Volume: To determine the minimum sediment trap volume, an equivalent sediment trap was sized based upon the required surface area. Length of Top Surface Area = Width of Top Surface Area = Surface Area Provided = Side Slope = Total Depth of Sediment Trap = Bottom Length of Sediment Trap = Bottom Width of Sediment Trap = 38 feet feet square feet (H: 1 V) feet feet feet cubic feet gallons 38, 1444 3 3.5 17 17 Total pond Volume = 3032.75 1 22684.97 ITESC Sizing WWHM4 PROJECT REPORT Project Name: TESC Sizing Site Name: Former Woodway High School Site Address: 23200 100th Ave W city : Edmonds Report Date: 11/12/2014 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC I : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat 4.314 C, Lawn, Flat .731 Pervious Total 5.045 Impervious Land Use Acres Impervious Total 0 Basin Total 5.045 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Groundwater Pervious Land Use Acres C, Lawn, Flat 2.628 Pervious Total 2.628 Impervious Land Use Acres SIDEWALKS FLAT 2.417 Impervious Total 2.417 Basin Total 5.045 Element Flows To: Surface Interflow ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:5.045 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious A-rea:2.628 Total.Impervious Area:2.417 Groundwater Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year- 0.094362 5 year 0.158632 10 year 0.203223 25 year 0.260098 - 50 year 0.302221 100 year 0.343808 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) F2 year 0.6892631 5 year 0.952889 10 year 1.15296 ,25 year 1.436588 50 year 1.671491 100 year 1.927698 Annual Peaks for Predeveloped and Mitigated. POC #1 I DOC �engineering p APPENDIX-C Preliminary Construction Stormwater Pollution -Prevention Plan (SWPPP). Former Woo dway High School (onstruction SWPPP Narrative November 12, 2014, Revised April 1, 2015 engineering, Pic FORMERWOoDwAy HIGH SCHOOL CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN NOVEMBER 12,2014, REVISEDAPRIL I v 2015 The following Preliminary Construction Storm Water Pollution Prevention Plan (SWPPP) Narrative for the Fortner Woodway High School project supplements the Temporary Erosion and Sediment Control drawing. Together, this narrative and the drawing address the requirements of Section 3.3 of Volume 11 of the 2005 Washington State Department of Ecology (DOE) Stormwater Management Manual for Westem Washington. The following 12 elements have been addressed on the TESC Plan (see sheets F-0.2 and F-0.2A). 1. CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS I Mark Clearing Limits: Clearing limits will be defined by erosion control components and/or the existing fence (where applicable), as shown on the TESC plan. The actual limits of clearing may be smaller than the limit of work area, but this identifies the maximum extent of the clearing limits. Existing paved areas and areas to be cleared will be maintained in an undisturbed condition until required to be impacted. Areas impacted and not anticipated to be covered with final measures shall be stabilized using approved ESC methods. 2) Establish Construction Access: A temporary construction access (BMP C105, City of Edmonds Standard Detail EI.2) will be installed at the beginning of construction and will provide access to and from the site. Access to the project area will be from the northeast comer, off the existing school parking lot. 3) Control Flow Rates: Stormwater flow control during construction is anticipated to be mitigated by routing runoff to a temporary sediment storage tank. Refer to the Sediment Tank Sizing calculations and the WWHM output included within Appendix B of the project's Stormwater.Site Plan. 4) Install Sediment Controls: DOE approved BMPs for sediment controls are shown on the TESC plan. Sediment will be controlled using silt fences (BMP C233, City of Edmonds Standard Detail E 1. 1), storm drain inlet protection (BMP C220, City.of Edmonds Standard Detail EI.3), triangular silt dike (BMP C208), and the proposed settling tank. It is the Contractor's responsibility to upgrade erosion control as necessary to meet applicable requirements. In the event that unexpected conditions arise during construction, the Contractor is expected to contract with a third party erosion control monitor to help manage the site and prevent any discharges of turbid water to the downstream system. If turbidity monitoring indicates that the discharged ston-nwater does not meet the acceptable discharge requirements, the Contractor shall immediately plug the point of discharge and provide additional TESC measures as necessary. 5) Stabilize Soils: It is possible that some of the earthwork and grading may occur in wet weather conditions. The site must be stabilized and no soils will be allowed to remain unstabilized for more than two days between October I" and April 3 01h . From May I through September 30, install cover measures to protect disturbed areas that will remain unworked for seven days or more. By October 8, seed all areas that will remain unworked from October I through April 30. Mulch all seeded areas. Page I I I g Pic engineerin Former Woodway High School Construction SWPPP Narrative November 12, 2014, Revised April 1, 2015 Exposed slopes will be protected by DOE -approved coverage methods. BMPs including, but not limited to: C 10 1, Preserving Natural Vegetation; C 12 1, Mulching; C 123, Plastic Covering; C 130, Surface Roughening; C 140, Dust Control; and T5.13 Post Construction Soil Amendment will be used to stabilize on -site soils during construction. 6) Protect Slopes: DOE -approved BMPs for slope protection will be utilized during construction. Concentrated discharges shall not be allowed to flow over the top of steep slopes. BMPs including, but not limited to C101, Preserving Natural Vegetation; C121, Mulching; C 123, Plastic Covering; C 13 0, Surface Roughening; C 140, Dust Control; C200, Interceptor Swale; C207, Check Dams; and C233, Silt Fence are to be utilized to protect slopes during construction. Tree protection fence will also be installed around the vegetation on the surrounding slopes. 7) Protect Drain Inlets: Drainage structures in areas where no work occurs will remain and will be protected; discharge points to the public storm drain main line will also be protected. To prevent discharge of turbid water downstream, all existing catch basins located within the disturbance area and outside of the disturbance area within approximately 300 ft downstream of the site will be protected with storrn drain inlet protection (BMP C220). Proposed inlets will also be protected with catch basin inserts, and where feasible, their outlets will be temporarily plugged until the site is stabilized. The Contractor shall remove inlet protection at the end of the project without releasing captured sediment into the stonn system. 8) Stabilize Channels and Outlets: DOE -approved BMPs for channel stabilization will be utilized during construction, including, but not limited to: C200, Interceptor Swale; and C207, Check Dams. 9) Control Pollutants: Temporary protection of the disturbed soils provides the first level of protection for pollution control, and perimeter measures downstream will mitigate the remaining pollutants. All construction debris will be removed from the site. Contractor is responsible for managing their construction equipment per DOE -approved BMPs. The stabilized construction entrance is assumed to be sufficient for the construction period. If something more substantial is required, the Contractor is to coordinate with the Owner's Representative and the City of Edmonds inspector. If a truck wheel wash is required, truck wheel wash water and concrete truck washout water shall be collected and discharged to the public sanitary sewer (SS) system or trucked offsite to an approved disposal facility. To apply for SS release, contact the local sewer purveyor for authorization. 10) Control De -Watering: In the event that groundwater is encountered during construction, the Contractor shall route it to the sediment settling facility by pumping it out of the excavation. 11) Maintain BMPs: DOE -approved standard BMP maintenance will be required in accordance with the Erosion and Sedimentation Control Plan and Notes. 12) Manage the Project: All phases of construction will be managed by the Contractor. The site must be stabilized and no soils will be allowed to remain exposed and unworked for more than two days between October I" and April 3 01h and for more than seven days between May I" and September 30". The Contracto r will provide maintenance and monitoring of TESC BMPs. Work of all contractors will be coordinated to minimize the duration of disturbance on the site. The best management practices shown on the TESC Page 2 Former Woodway High Sc hool Construcition SWPPP Narraitive November 12, 2014, Revised April 1, 2015 engineer ng P C plan are minimum requirements. Failure to maintain SVv`PPP measures in accordance with adopted standards may result in the work being performed at the City's direction and the costs assessed as a lien against the property where such facilities are located. 2. PROJECT DESCRIPTION This Construction SVvPPP Narrative has been prepared for Phase I of the athletic fields renovation for the Former Woodway High School at 23200 1 00th Avenue West in the City of Edmonds. Phase I will include the resurfacing of the existing baseball field, along with construction of paved walkways, rubberized track surfacing, and other field amenities. The existing natural grass field will become a synthetic turf multipurpose athletic field. A future Phase 2 project will include the renovation of the track and football field,'which is currently north of the baseball field. Phase 2 also includes construction of the remainder of the paving and track. This Construction SWPPP Narrative is for Phase I only. The existing field will be replaced with synthetic turf, and a subsurface drainage system will be implemented. A rubberized track will be around the south and west edges of the field, eventually looping around the northwest comer of the northern proposed fields to be installed in Phase 2: Other site improvements for the proposed softball/soccer field, such as bleachers and lighting, will be installed in Phase 1. A paved plaza area will be located to the northeast of the field, with standard concrete walkways'con n*ecting to the bleachers and fields. A field building will be built on this plaza as well, but not in a future phase of the project. The Phase I total project disturbance area is approximately 258,064 SF (5.924 acres). The project proposes 1 95,415 SF (2.190 acres) of new plus replaced impervious area. In the developed condition, there are no pollution -generating impervious surfaces (PGIS) proposed onsite. The earthwork with onsite cut and fill of suitable soils will include approximately 5,300 cubic yards of cut being placed as fill. Import of fill and aggregate base materials will be approximately 10,300 cubic yards. The excavation and offsite disposal of organics and unsuitable soils is expected to be about 1,700 cubic yards. These quantities are estimates only and intended for municipal permitting. These quantities shall not be used by the Contractor as a basis for any contractual information. The Contractor shall prepare their own earthwork quantities based upon the information provided in the contract documents. 3. ExISTING SITE CONDITIONS The project area consists of a large natural grass field, with a dirt baseball infield in the southeast corner. There is a gravel path along the north edge, and paved walkways along the east side of the project area. The baseball field includes accompanying features, such as a bullpen, two dugouts, and bleachers. The existing impervious surface in the Phase I project area is approximately 31,192 SF (0.716 acres). Topography generally slopes from southeast to northwest, with a low point of about 395 in the northwest comer and a high point of 401 in the southeast comer. There is one pitching mount located on the baseball diamond and another for the bullpen on the east side of the project. Page 3 I I eenn] Former Woodway High School (onsnction SWPPP Narrative November 12, 2014, Revised April 1, 2015 In existing conditions, the stormwater runoff is collected in catch basins around the field and conveyed north toward the northwest comer of school property. The piped system continues north and eventually discharges into Deer Creek near the intersection of North Deer Drive and 108 1h Avenue West. 4. ADJACENTAREAS The project area is surrounded by hilly forested area on the north, west, and south sides. There single family residences near the bottom of the hill on those sides. The school parking lot and buildings are to the east, with a driveway that leads down to I 00t" Avenue West. The existing football field and track is located north of the Phase I project area, on a lower terrace. East of the field is a paved walkway and school buildings with a portable in the southeast comer. The parking lot to the east of the fields has a vertical curb with drainage infrastructure, so runoff from this area will not reach the fields. S. CRITICAL AREAS There are no critical areas within the project area. However, according to the Snohomish County SnoScape GIS mapping, there are some steep slopes (greater than 33%) to the south of the project area. 6. SOILS A geotechnical engineering report has been prepared by Associated Earth Sciences Inc., dated June 4, 2014. This investigation found the soils within the site to be fill, with Vashon lodgement till underneath the fill layer. The site soils have low permeability and therefore, infiltration is not recommended. 7. POTENTIAL EROSION PROBLEm AREAS According to the geotechnical report, there is moderate potential for erosion to occur due to "low slopes and the presence of fine-grained deposits to be exposed during site development." This potential will be mitigated by limiting disturbance, executing adequate cover practices, and implementing runoff control to reduce turbidity in ston-nwater runoff. Any runoff that does occur will be directed to the sediment settling tank. Areas that have not been permanently stabilized will be addressed using DOE -approved BMPs, per the construction documents. 8. CONSTRUCTION PHASING The project will be Phase I of a two-phase development. At this time it is not expected that Phase I will include sub -phases. Phase I includes the construction of the south playfields, as well as track surfacing and paved areas on the upper plateau of the site. The contractor is responsible for coordinating work of all subcontractors to keep the duration of site disturbance limited to the maximum extent possible. 9. CONSTRUCTION SCHEDULE Construction is expected to begin on May 1, 2015 and conclude on October 31, 2015. Page 4 Former Woodway High School Construcition SWPPP Narrative November 12, 2014, Revised April 1, 2015 engineering Pic 10. FINANCIAL/OWNERSHip RESPONSIBILITIES Financial liability is not required because the owner is the Edmonds School District, which is a public agency. 11. ENGINEERING CALCULATIONS A copy of any calculations perf6rmed during design of the project and relevant storm drainage modeling discussions is included in the project's Stormwater Site Plan. 12. CERTIFIED EROSION CONTROL SPECIALIST The contractor will name their Certified Erosion Control Specialist and provide contact information at the pre -construction meeting. Page 5 engin ering Ippc APPENDIX D Operations and Maintenante Guidelines a I INo. 4 -r Control Structure/Flow Restrictor Maintenance Defect Condition When Maintenance is Needed Results Expected Component, When Maintenance is Performed General Trash and Debris Material exceeds 25% of sump depth or 1 Control structure (includes Sediment) foot below orifice plate. orifice is not blocked. All trash and debris removed. Structural Damage Structure is not securely attached to Structure securely manhole wall. attached to wall and outlet pipe. Structure is not in upright position (allow up Structure in correct to 10% from plumb). position. Connections to outlet pipe are not watertight Connections to outlet and show signs of rust. pipe are water tight; structure repaired or replaced and works as designed. Any holes --other than designed holes —in the Structure has no structure. holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and maintenance person. down easily and is watertight. Chain/rod leading to gate is missing or Chain is in place and damaged. works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and missing, out of place, or bent orifice plate. works as designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all blocking the plate. obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all potential of blocking) the overflow pipe. obstructions and works as designed. Manhole See "Closed See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" Detention Systems" (No. 3). (No. 3). Catch Basin See "Catch Basins" See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). 1 1 (No. 5). IFebruary 2005 Volume V — Runoff Treatment BMPs 4-35 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenanceis performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that cou ' Id cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sifting flush on top slab, i.e., Frame is sifting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. 4-36 Volume V —Runoff Treatment BMPs February 2005 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates Grate opening Grate with opening wider than 7/8 inch. Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing. grate. meets design standards. No. 6 — Debris Barriers (e.g., Trash Racks) Maintenance Defect Condition When Maintenance is Results Expected When 'Components Needed Maintenance is Performed General Trash and Trash or debris that is plugging more Barrier cleared to design flow Debris than 20% of the openings in the barrier. capacity. Metal Damaged/ Bars are bent out of shape more than 3 Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are missing or entire barrier Bars in place according to design. missing. Bars are loose and rust is causing 50% Barrier replaced or repaired to deterioration to any part of barrier. design standards. Inlet/Outlet n FDebris barrier missing or not attached to Barrier firmly attached to pipe Pipe . pipe pip February 2005 Volume V —Runoff Treatment BMPs 4-37 Table 18. Maintenance Standards and Procedures for Compost -amended Soils. a Recommended Frequency Condition when Maintenance is Routine Needed Action Needed Component Inspecti n Maintenance (Standards) (Procedures) Gene'ral Soil media A Vegetation not fully covering ground Maintain 2 to 3 inches of mulch over bare areas in landscape beds (maintain high surface or vegetation health is poor Add plants if sufficient space organic soil Re-s6ed bare turf areas until the vegetation fully covers ground content) surface Ongoing None (routine maintenance) Return leaf fall and shredded woody materials from the landscape to the site when possible in order to replenish soil nutrients and structure Ongoing None (routine maintenance) On turf areas, "grasscycle" (mulch -mow or leave the clippings) to build turf health Ongoing None (routine maintenance) Avoiding use of pesticides (bug and weed killers), like "weed & feed", which damage the soil A None (routine maintenance) Where fertilization is needed (mainly turf and annual flower beds), a moderate fertilization program should be used which relies on compost, natural fertilizers or slow -release synthetic balanced fertilizers Follow IPM protocols for fertilization procedures (see "Additional Maintenance Resources" in Bioretention Facilities section for more information on IPM protocols) Soil media A b Soils become waterlogged, do not appear 9 To remediate compaction, aerate soil, till to at least 8-inch depth, or (maintain to be infiltrating further amend soil with compost and re -till infiltration) 9 If areas are turf, aerate compacted areas and topdress them with 1/4 to 1/2 inch of compost to renovate them If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) Also consider site use and protection from compacting activities Frequency: A= Annuatty; B= BiannualLy (twice per year); M = monthly; S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval.); W = At least one inspection/ maintenance visit should occur during the wet season (for debris/cLog related maintenance, this maintenance visit should occur in the early fal.l., after deciduous trees have Lost their leaves). b Inspection should occur during storm event. IPM - Integrated Pest Management ,A HERRERA July 2013 82 Guidance Document—W. Washington Low Impact Development (LID) Operation and Maintenance (OEtM) mmmmmmm mmm mmmm M M M-M M Table 18 (continued). Maintenance Standards and Procedures for Compost -amended Soils. Recommencle FrequenCya Condition when Maintenance is Routine Needed Action Needed Component Inspection Maintenance (Standards) (Procedures) General (contd) Erosion/ Scouring A, W, S Areas of potential erosion are visible a Identify and address cause of erosion (e.g., concentrate flow entering area, channelization of runoff) and stabilize damaged area (regrade, rock, vegetation, erosion control matting) & For deep channels or cuts (over 3 inches in poncling depth), temporary erosion control measures should be put in place until permanent repairs can be made. Grass/ Vegetation A Less than 75% of planted vegetation is 9 Take appropriate maintenance actions (e.g., remove/ replace healthy with a generally good appearance. plants) * If problem persists, evaluate if vegetation is appropriate for the location (e.g., exposure, soil, soil moisture) Noxious weeds M Listed noxious vegetation is present (refer & By law, class A & B noxious weeds must be removed, bagged and (March - October, to current county noxious weed list) disposed as garbage immediately preceding seed * Reasonable attempts must be made to remove and dispose of dispersal) class C noxious weeds 9 Watch for and respond to new occurrences of especially aggressive weeds such as Himalayan blackberry, Japanese knotweed, morning glory, English ivy, and reed canary grass to avoid invasions It is strongly encouraged that herbicides and pesticides not be used in order to protect water quality; use of herbicides and pesticides may be prohibited in some jurisdictions t-requenCy: A= AnnuaRy; tS= 13iannuaLLy (twice per year); M = monthLy; 5 = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval).; W = At [east one inspection/ maintenance visit should occur during the wet season (for debris/cLog related maintenance, this maintenance visit should occur in the early fall, after deciduous trees have Lost their leaves). b Inspection should occur during storm event. IPM - Integrated Pest Management July 2013 HERRERA Guidance Document-W. Washington Low Impact Devetopment (LID) Operation and Maintenance (OEtM) 83 Table 18 (continued). - Maintenance Standards and Procedures for Compost -amended Soils. Recommended Frequency a Condition when Maintenance is - Routine Needed Component Inspection Maintenance (Standards) Action Needed (Procedures) General (contd) Weeds M Weeds are present 9 Remove weeds with their roots manually with pincer -type weeding (March — October, tools, flame weeders, or hot water weeders as appropriate preceding seed * Follow IPM protocols for weed management(see "Additional dispersal) Maintenance Resources" in Bioretention Facilities section for more information on IPM protocols) a Frequency: A= Annually; B= Biannuatty (twice per year); M ---. monthly; S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence interval).; W = At least one inspection/ maintenance visit should occur during the -wet season (for debris/clog related maintenance, this maintenance visit shouLd occur in the early faL1, after deciduous trees have lost their Leaves). b Inspection should occur during storm event. IPM - Integrated Pest Management AWERRERA July 2013 84 Guidance Document�W. Washington Low Impact Development (LID) Operation and Maintenance (OEtM) engineer ng Pic Memorandum Date: November 12, 2014 Q STREET FILE I To: City of Edmonds Stormwater Engineering Department Attn: Jerry Shuster From: Nicole Hernandez, PE Project: Former Woodway High School Field Improvements Subject: Water Quality Treatment Design Information 91 1 Western Avenue, Suite 420 Seattle, WA 98104 p. 206.725.1211 f. 206.973.5344 1pdengineering.com 1204*93134 NOV 17 2014 DEVELOPMENT SEhvi(;ES CTR. CITY OF EDMONDS Per pervious correspondence and meetings, we understand that the City of Edmonds is currently undecided whether they will consider the synthetic turf sports fields a pollution generating surface. The City of Edmond's drainage code does not specifically address synthetic turf sports fields as pollution -generating or not, nor does the 2005 Department of Ecology Stormwater Manual, as adopted by the City of Edmonds. The 2012 Ecology Manual, which has not yet been adopted by the City, now classifies both natural and synthetic turf sports fields as pollution -generating surface requiring enhanced treatment. There are no specific reasons provided in the manual as to why water quality treatment is required for synthetic fields or what specific pollutants are being treated. At this time, we have not included water quality treatment in the design or drainage report addressing Phase I of the Former Woodway High School Field Improvement project. However, if water quality treatment is desired or required by the City a two -facility treatment train would be required to meet the enhanced treatment requirements, per the 2005 Ecology Manual. Atthis time, we have sized a Basic Sand Filter Vault followed by a Media Filter. The Basic Sand Filter Vault is 15'x 10' x 8' feet with an installed cost of approximately $25,000430,000. The required media filter sizing is an 8'x 6' StormFilter Peak Diversion Vault with 8 ZPG media cartridges. The approximate cost of the unit delivered to the project site is $34,000 plus an additional $15,000420,000 to install. Please see attached information and detail from Contech. Thus the -overall civil cost to the project would be on the order of magnitude of $74,000 - $84,000, not including Contractor overhead or mark up. Please let us know how you would like us to proceed with addressing the question of water quality treatment for ' Phase I of this project. Thank you for your consideration of this information. Let us know if you have any further questions. cc: File Attachments 0 A& pwoNTECH' ENGINEERED SOLUTIONS Prepared by Chris Hass on November 12, 2014 Size and Cost Estimate Former Woodway HS — Stormwater Treatment System Edmonds, WA Information provided: Total contributing area = 4.20 acre Impervious area = 1.82 acre 40 Detention release rate, Qt,,,t = 0.089 cfs 0 Presiding agency = City of Edmonds Assumptions: Media = ZPG cartridges Per cartridge flow rate = 7.5 gpm Drop required from inlet to outlet 2.3' minimum Size and cost estimates: The StormFilter is a flow -based s ystem, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. However, when the StormFilter is placed downstream of detention the flow rate generated at the water quality storm is not always representative of the total volume of water that will go through the system or type of pollutant -loading the system may experience in one year. For this site, Contech Engineered Solutions LLC recommends using a 8x6 StormFilter Peak Diversion Vault with 8 cartridges (see attached detail). The estimated cost of this system is $34,000, complete and delivered to the job site. This estimate assumes that the vault is 8 feet deep. The final system cost will depend on the actual depth of the unit and whether extras like doors rather than castings are specified. The contractor is responsible for setting the StormFilter and all external plumbing. @2012 Contech Engineered Solutions LLC - 11835 NE Glenn Widing Dr., Portland OR 97220 Page 1 of 1 .ContechES.com Toll -free: 800.548.4667 Fax: 800.561.1271 TS-P022 C -41/& vd,oINTECH' ENGINEERED SOLUTIONS CONTECH Stormwater Solutions Inc. Engineer: Date Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Rc Upstream Detention System Peak release rate from detention, Qralease peak Treatment release rate from detention, Qrelease treat Detention pretreatment credit (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P Agency required % removal Percent Runoff Capture Mean Annual Runoff,Vt Event Mean Concentration of Pollutant, EMC Annual Mass Load, Mtotal Filter System Filtration brand Cartridge height Specific Flow Rate Number of cartridges - mass loading Mass removed by pretreatment system, Mpre Mass load to filters after pretreatment, Mpassl Estimate the required filter efficiency, Efiter Mass to be captured by filters, Mfilt,r Allowable Cartridge Flow rate, Oat Mass load per cartridge, Mcart (Ibs) Number of Cartridges required, Nmass Treatment Capacity Determine Critical Sizing Value Number of Cartridges using Qrelease treat, Nflow Method to Use: SUMMARY Determining Number of Cartridges for Systems Downstream of Detention CRH 11/12/2014 Former Woodway High School Washington Edmonds 4.20 ac 1.82 ac 2.38 43% 0.44 2.18 cfs 0.09 cfs 50% 36 in 80% 90% 217,570 70 mg/I 950.20 lbs StormFllter 18 in 1.00 gpM/ft2 475.10 lbs 475.10 lbs 0.60 285.06 lbs 7.50 36.00 lbs 8 0.13 cfs 6 MASS -LOADING Treatment Flow Rate, cfs 0.13 Cartridge Flow Rate, gpm 7.5 Number of Cartridges 8 Z-11" INLET BAY TRANSFER HOLE AND COVER K0 0 _j -1 _j T- I I-n I -I I I I ALTERNATE 9 zo PIPE LOCATION \—FILTRATION BAY 0 1 _j LL STORMFILTER CARTRIDGE OUTLET BAY — (6'-0-) — PLAN FRAME AND COVER (TYP OF 2) GRADE RINGSIRISERS SEPARATION WALL (TYP OF 2) INLET PIPE STEPS WEIR WALL CD 41 -n- -n- I r I IL L OUTLET PIPE STORMFILTER CARTRIDGE . ELEVATION Th. SI atr MA.- A Storml'i Iter* FLOW KIT STORMFILTER L9t,%jl(3N IABLE I • THE 8'x 6'PEAK DIVERSION STORMFILTER TREATMENT CAPACITY VARIES �Y CARTRIDGE COUNT AND LOCALLY APPROVED SURFACE AREA SPECIFIC FLOW RATE. PEAK CONVEYANCE CAPACITY TO BE DETERMINED BY ENGINEER OF RECORD. • THE PEAK DIVERSION STORMFILTER IS AVAILABLE IN A LEFT INLET (AS SH6WN) OR RIGHT INLET CONFIGURATION. • ALL PARTS AND INTERNAL ASSEMBLY PROVIDED BY CONTECH UNLESS OYHERWISE NOTED. CARTRIDGE HEIGHT 27" 18" LOW DROP SYSTEM HYDRAULIC DROP (H - REQ'D. MIN.) 3.05' 2.3' 1.8' HEIGHT OF WEIR (W) 3.00' 2.25' 1.75' TREATMENT BY MEDIA SURFACE AREA 2 gpm/ftl 1 gpni/ft, 2 gpm/ft' 1 1 gpmlftl 2 gpm/ft' 1 1 gFn 7ft-2 CARTRIDGE FLOW RATE (gpm) 22.5 11.25 15 1 7.5 10 1 5 FRAME AND COVER (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTUREID WATER QUALITY FLOW RATE (cfs) PEAK FLOW RATE (cfs) RETURN PERIOD OF PEAK FLOW (yrs) # OF CARTRIDGES REQUIRED CARTRIDGE FLOW RATE MEDIA TYPE (CSF, PERLITE, ZPG) PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE OUTLET PIPE INLET BAY RIM ELEVATION FILTER BAY RIM ELEVATION ANTI -FLOTATION BALLAST WIDTH FHE'IGHT L REQUIREMENTS: PERFORMANCE SPECIFICATION FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTIUATED, RADIAL FLOW, AND SELF CLEANING. RADLALMEDLA DEPTH SHALL BE 741NCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 37 SECONDS. SPECIFIC FLOW RATE SHALL BE 2 GPM/SF (MAXIMUM). SPECIFIC FLOW RATE IS THE MEASURE OF THE FLOW (GPM) DIVIDED BY THE MEDIA SURFACE CONTACT AREA (SF). MEDIA VOLUMETRIC FLOW RATE SHALL BE 6 GPMlCF OF MEDIA (MAXIMUM). GENERALNOTES I ' CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIM�NSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH REPRESENTATIVE. www.ContechES.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEET9 REQUIREMENTS OF PROJECT. 5. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0'- VAND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CIONTECH LOGO. INSTALLATION NOTES I A. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). I C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALLOLU I IVNS AND ASSEMBLE STRUCTURE. D. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCk OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT �ARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. F. CONTRACTOR TO REMOVE THE TRANSFER HOLE COVER WHEN fHE SYSTEM IS BROUGHT ONLINE. I C_44/1- %owNTECK ENGINEERED SOLUTIONS U.0 www.ContechES.com 9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069 THE STORMWATER MANAGEMENT STO I RMFILTER 8'x PEAK DIVERSION STORMFILTER I STANDARD DETAIL 122 513-645-7000 513-645-7993 FAX City of Edmonds Critical Area Notice of Decision Applicant: G-drv,4 �c4od-Ou4nic- � ( S- Property Owner: Critical Area File #: c eA-mor5o 5 q Permit Number: Site Location: -2-3ZOo (oill 4,j.e- (4J Parcel Number: 7- -? 0 C7 0 -2 0 -Z Z- - C) Project Description: ( K (.4 Naq�lt(l —> -L--rf ) , (9 Lt. chr5 , ba -r/I C V—Conditional Waiver. No critical area report is required for the proj ' ect described above. 1. _/�_There will be no alteration of a -Critical Area or its required buffer. 2. The proposal is an �Ilowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. F� Erosion Hazard. Pro9ect is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. F-I Critical Area Report Required. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40-.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, orwelfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordancewith ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. F-I Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the ---ftached site plan meets or is exempt from the criteria ih ECDC 23.40.160, Review Criteria, and a complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). .lq - C / S �- /^�' Reviewer A, Signature L-7 Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 12/16/2010 DATE M.ANT,iR Bo� I�E 1 1 PHASE 2 Zone Comer Flag_ Setbacks Required Arjual. Front Sides Rear Other _ei ql it \\- P. -\\ LAYOUT NOTES PHASE 2 1 PHA!IE I -poau, �- ENGINEERING DIVISION —f�w Lam t G LAYOUTLEGEND SYNTHETIC TURF AND CONCRETE CURB PERMEABLE AGGREGATE CHAPILINK FENCE AND POROUS ASPHALT PAVING CONCRETE CURBING LIMIT OF SYNTHETIC TURF AND CONCRETE EDGE CONCRETE ANCHOR CATCH BASIN INLET (C.B.I.) — CONCRETE TYPE I PAANG CATCH BASIN INILET (C-3.1.) CSURFA.C-ING—. — -u— R—ESTOMT-07 N10V 17 20114 L,0, P�.' - , F1 %5';1",,,iUro CITI. C-11y OF EDMONDS RA. --A' 4' 7 EDMONDS Is SCH(DL DISTRICT FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS KE — DAHOGAN NORTH F-�� 0 1. 40' SCALE: 1- 20. 12-12-14 DU— C'- C�Ewo SITE OVERVIEW SHEET F-1.0 RECEIVED NOY 17 2014 -ILESTR"A:� i i DEVELOPMENT SERVICES P� �00W' SCH(OL, b! 11 *S TR.�.f C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS NOVEMBER 2014 State Environmental Policy Act (SEPA) WAC 197-11-960 Environmental Checklist SNOHOMISH County Exhibits Legal Description, Vicinity Map, and Property Information A Project Scope B Pr6ject Drawings C Drainage Report & Water Quality Memo D Geotechnical Report E Environmental Checklist Prepared by: DA HOGAN 119 First Ave. S., Suite 110 Seattle WA 98104 (206)285-0400 SEPA CHECKLIST FORMER WOODWA Y HIGH SCHOOL. MULTIPURPOSE FIELDS NOVEMBER 11, 2014 SECTION I — BACKGROUND INFORMATION 1. Name of proposed project, if applicable: Former Woodway High School Multipurpose Sports Fields 23200 100th Ave. W Edmonds, WA 98020 2. Name of Applicant/Sponsor: Edmonds School District #15 20420 68th Ave W, Lynnwood, WA 98036-7200 3. Address and phone number of applicant and contact person: Matt Finch, Edmonds School District, Capital Projects Office, 20420 68th Ave W, Lynnwood, WA 98036-7200 (425) 431-7165 4. Date checklist prepared: November 11, 2014 5. Agency request checklist: City of Edmonds & Edmonds School District 6. Proposed timing or schedule (including phasing, if applicable): Phase 1 Construction is proposed to start in the spring of 2015 with completion in fall of 2015. Subsequent Phases 2 and 3 are anticipated within 5 years, depending upon funding availability. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? if yes, explain. Phase 1 of improvements will include construction of approximately 160,000 SF of infilled synthetic turf and supporting pedestrian and fencing improvements on the southern portion of the site. Fencing will include backstops and netting to 30 ft. ht. Phase 2 of improvements will include construction of approximately 160,000 SF of infilled synthetic turf and supporting pedestrian and fencing improvements on the northern portion of the site. Phase 3 of improvements will include construction of a one story restroom/concession building, minor additions to concrete paving, and installation of sports field lighting. Lighting standards are anticipated to approximately 80 ft. above finish grade. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. A Storm Water Drainage Report and a Storm Water Storm Water Pollution Prevention Plan will be submitted as part of the City of Edmonds Permit Submittal. A geotechnical investigation dated June 4, 2014 prepared by Associated Earth Sciences is submitted as part of the Permit Submittal. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? if yes, explain. None known. Page 1 of 14 SEPA CHECKLIST FORMER WOODWAYHIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 10. List any government approvals or permits that will be needed for your proposal, if known. City of Edmonds Grading, Fill & Excavation Permit; Building Permit for Fencing City of Edmonds Conditional Use Permit Department of Ecology Construction Stormwater Permit 11. Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description). Exhibit B is a comprehensive Project Design Narrative. In summary, the project seeks to construct a multi -purpose athletic field complex. For Phase 1 of the project, there will be one large multipurpose synthetic turf athletic field with subsurface drainage to replace an existing natural turf multi -purpose field accommodating little league baseball, softball and soccer uses. This field will be large enough to accommodate 2 full size soccer fields that can also accommodate lacrosse and 2 full little league baseball / softball fields with associated backstops, dugouts, ball control fencing and netting as well as pedestrian improvements including a combination of pervious concrete paving, conventional concrete paving and portable bleacher seating. A pedestrian walking path will be constructed around the field with accommodation for connection in future phases. Depending upon funding, a community garden area may be developed, including wood chip pathways and raised garden bed areas. To minimize potential future disturbance, the conduit and foundation system for future lighting associated with the Phase 1 field will be installed. The total anticipated site disturbance for Phase 1 is approximately 298,000 SF, or approximately 6.84 acres. Phases 2 and 3 will be constructed at a future date depending upon funding availabil - ity and will include an identical multipurpose synthetic turf field to the North which will connect the pedestrian pathway system to the southern field constructed in Phase 1. To minimize potential future disturbance, the conduit and foundation system for future lighting associated with Phase 2 field will be installed and connected to the infrastructure installed within the Phase I improvements. Phase 3 includes a one story restroom and concession building, minor pedestrian paving improvements and sports field lighting for all fields. The overall site area, including all phases of work is approximately 468,800 SF, or approximately 10.76 acres. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township and range if known. If a proposal would occur over a range of area provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map and topographic map, if reasonable available. While you should submit any plan required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. The project is located at 23200 1001h Ave W., Edmonds WA, 98020, Snohomish County Exhibit A includes a Vicinity Map, Basic. Site Plan, Legal Description and Tax ID. Page 2 of 14 SEPA CHECKLIST SECTION 11 - ENVIRONMENTAL ELEMENTS 1. EARTH FORMER WOODWAY HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 a. General description of the site: The site is currently a natural grass baseball/softball field and soccer field, with adjacent cinder running track and natural grass football/soccer field. b. What is the steepest slope on the site (approximately percent slope)? The developed portions of the project area are generally flat with interior transitional surface slopes. Within the project limits, there are limited areas that have slopes of 3 horizontal to 1 vertical (33%). Beyond the project limits in forested/vegetated areas to the west and south, slopes range up to 2 horizontal to I vertical (50%), typically sloping away from the project area. These areas will not be disturbed as part of the proposed improvements. c. What general.types of soils.are found on the site (for example, clay, sand gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. Based upon the Natural Resources Conservation Service Web Soil Survey, the underlying soils within the project area are classified as Urban Land (fill). A Geotechnical Engineering Report has been prepared for this project by Associated Earth Sciences Inc., dated June 4, 2014. The subsurface soils observed with the exploration borings were consistent with the NRC Web Soil Survey, which found existing fill ranging in depths from 4 to 11 feet below the existing ground surface elevation. d. Are there surface indicators or history of unstable soils in the immediate vicinity? if so, describe. None observed. e. Describe the purpose, type, and approximate'quantities of any filling or grading proposed. indicate source of fill. The proposal includes offsite disposal of existing natural grass sod and unsuitable soils; onsite cut and fill of existing suitable soils, and import of structural fill, aggregate materials, and imported sand and aggregate materials as required for the field construction. The following values are approximate at the time of writing: Phase 1 Improvement Excavation & offsite disposal of ort7anics and unsuitable soils: Approx. 1700 cubic yards Earthwork with onsite cut and fill of suitable soils: Approx. 5300 cubic yards of cut being placed as fill import of fill and at7gregate base materials: Approx. 10,300 cubic yards f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Localized surface erosion may occur as a result of clearing and grading operations, however due to the flat slopes on site and the location of the limit of site disturbance proposed this is expected to be minor as the project site is composed primarily of slopes under 2%. Minor Page 3 of 14 SEPA CHECKLIST - FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 localized erosion may occur as a result of construction activities, however will not extend outside the project limits. Use of on -site erosion control measures including silt fences, construction entrances, catch basin protection, interceptor swales, and other standard construction erosion control practices and Best Management Practices, and seasonal limitations of construction will control potential on -site erosion. g. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? The project proposes the synthetic turf surface field area and surrounding track surfacing to be vertically draining (technically pervious), which have not been included in determining impervious surface coverage for the project area. The proposed hardscape surfaces for Phase I includes the concrete walkways/plaza areas to the north and east sides of the field area totaling 22,651 square feet. A portion of the pedestrian areas will be developed with pervious concrete paving. Within the disturbance area, the proposed hardscape surfacing equates to approximately 10.3% coverage after Phase I of the project construction. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: To the extent possible the disturbed area of the project site Will be limited to minimize erosion potential. To reduce erosion, some or all of the following vegetative cover practices may be implemented as site conditions dictate: seeding, mulching and matting, and/or clear plastic covering. Structural practices to control erosion include a stabilized construction entrance, filter fabric fence for perimeter siltation control, temporary interceptor trenches, check dams and a sediment settling tank. All catch basins in the vicinity of the work will have erosion protection throughout the construction period. 2. AIR All work will be performed in compliance with local and state code and permitting requirements. What types of emissions to the air would result from the proposal (i.e., dust, automobile, odors, and industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Emissions to the air would result from the movement of earth, and exhaust from construction equipment. There will be a minor increase of vehicles to the site during the construction work week. No additional emissions than currently exist on the site would result following completion of construction. b. Are there any off -site sources of emissions or odor that may affect your proposal? If so, generally describe. None c. Proposed measures to reduce or control emissions or other impacts to air, if any: All work will. be performed in compliance with local and state code and permitting requirements. The use of watering trucks will be employed during construction to keep dust to a minimum. Construction equipment will be kept in good operating condition to minimize exhaust. 3. WATER Page 4 of 14 SEPA CHECKLIST FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 a. Surface 1) is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe type and provide names. if appropriate, state what stream or river it flows into. There are no surface water bodies within the project area. Deer Creek is located approximately 0.5 miles to the northwest of the project area. Deer Creek flows west and eventually discharges to Puget Sound. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. No. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. Not Applicable. 4) Will the proposal required surface water withdrawals or diversions? Give general description, purpose and approximate quantities if known. Not Applicable. 5) Does the proposal lie within a 100-year flood plain? If so, note location on the site plan. No. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No. b. Ground 1) Will groundwater be withdrawn, or will water be discharged to groundwater? Givegeneral description, purpose, and approximately quantities if known. Ground water will not be permanently withdrawn as part of this project; it is possible th�t a limited amount of ground water will be removed on a temporary basis during construction if perched groundwater is encountered in utility trenching. in the finished condition, the stormwater within the vertically draining field section will be collected via a subsurface drainage system and routed into the existing storm water collection system on site. Before it reaches the subsurface drainage system, as the water is moving through the base crushed rock and sand materials, some water could enter the ground water system via infiltration. It is expected that stormwater infiltration into the subgrade will be relatively limited; however the quantity of infiltration is not known. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: domestic sewage; industrial, containing the following chemicals, agriculture; etc.). No waste materials will be discharged into the ground due to this project. Page 5 of 14 SEPA CHECKLIST FORMER WOODWAYHIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 3) Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. Not Applicable. c. Water Runoff (including storm water) 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow? Will this water flow into other waters? If so, describe. The primary source of storm water runoff will be rainfall. Rainfall landing upon the pervious field surface will percolate vertically through the engineered permeable aggregate base profile. Stormwater will be collected in a subsurface drainage system and routed via underground piping through an engineered flow control device. The discharge from the flow control device will connect to the existing storm drainage system for the school campus. 2) Could waste materials enter ground or surface waters? If so, generally describe. It is not anticipated that waste materials would enter surface or ground waters. None of the proposed impervious surfaces will be subject to pollutant generators. No fertilizers will be used on the synthetic turf field. The field drainage section has a permeable aggregate layer below the synthetic turf. Runoff from the field will infiltrate through this aggregate layer prior to collection in the subsurface drainage system. d. Proposed measures to reduce or control surface, ground, and runoff water impacts, if any: To ensure that peak flow rates from the effective impervious surfaces are comparable or less than predeveloped/historical peak flow rates from the site, flow control will be added at the stormwater discharge point from the field area. The flow control will take advantage of the available storage within the permeable aggregate base in the field, as well as the subsurface drainage lateral trenches and central collector drain line. it is anticipated that with the proposed flow control structure in place, for most rain events there will be a reduction in runoff rates from the project area as a result of this project. in addition to the flow control structure, the field section that includes imported crushed aggregate will help attenuate the discharge and provide natural storage within the field base material. This is expected to result in a reduction in peak runoff rates from the project area. Due to the relatively flat gradients, the travel velocities as water percolates laterally through the base gravel are slow and the void spaces, in effect, function as temporary storage — the void spaces in the imported aggregate become saturated during storm events between the subsurface drainage trenches. 4. Plants a. Check the types of vegetation found on the site: Note: Within the project site proposed limit of disturbance, all vegetation is either maintained grass, or herbaceous perennial and annual weeds. Other vegetation "Checked" is found immediately adjacent but outside of the limit of disturbance. Deciduous tree 10 Alder Z Maple 21 Aspen Page 6 of 14 SEPA CHECKLIST FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 W other Evergreen tree Z Fir El Cedar [21 Pine RJ other Other Vegetation 121 Shrubs 2 Grass El Pasture El Crop or grain Wet soil plants 0 Cattail 0 Buttercup 0 Bulrush 0 Skunk Cabbage 0 other Water plants El Water Lily El Milfoil El other 0 Other types of vegetation (list): b. What kind and amount of vegetation will be removed or altered? Removal is limited to the existing maintained grass surface totaling approximately 192,000 sf. c. List threatened or endangered species known to be on or near the site. None known or observed. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: None. S. Animals a. Check any birds and animals which have been observed on -or near the site or are known to be on or near the site: Birds 10 Hawk' El Heron El Eagle 2 Songbirds 0 other (list): Poge 7 of 14 - SEPA CHECKLIST Fish Mammals 0 Deer El Bear 0 Elk El Beaver z other (list): Squirrels El Bass 1:1 Salmon El Trout El Herring 0 -Shellfish 0 other (list): FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 b. List any threatened or endangered species known to be on or near the site. None known or observed. c. Is the site part of a migration route? If so, explain No. d. Proposed measures to preserve or enhance wildlife, if any: None. 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. There are no energy uses anticipated within Phase 1 or Phase 2 Improvements. The completed project including Phase 3 improvements anticipates electric power needs for future field lighting, the restroorn and concession building, occasional power requirements from exterior mounted duplex outlets. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. No. c. What kinds of energy conservation features are included in. the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: Projects of this nature (replacing grass athletic surfaces with artificial) are generally understood to produce a measureable reduction in the use of gasoline or diesel powered maintenance equipment, water, and chemical additives in the form of pesticides and herbicides. In future Phase 3, floodlights with dimming capabilities will be used to reduce electrical energy use. Fully programmable lighting controls will be used to limit energy use by ensuring the lights are turned off when the field is not in use. The project does not propose to Page 8 of 14 SEPA CHECKLIST FORMER WOODWAYHIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 quantify these savings for any particular purpose. 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste that could occur as a result of this proposal? if so, describe. None. 1) Describe special emergency services that might be required. Police, fire, and ambulance, as they currently service the site. 2) Proposed measures to reduce or control environmental health hazards, if any: Proposed measures will include compliance with all applicable code provisions including handling and storage of fuels and potentially hazardous material during construction. b. Noise 1) What type of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? Existing noise includes traffic and user noise generated through use of the school site. Use will remain as currently exists on the site, with outdoor recreational activities. 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. There would be short-term noise impacts from construction activities such as clearing, grading and other field construction actions. Initially, noise would be created by heavy equipment such as backhoes, graders and trucks. Once the base is in place, noise would be created primarily from pneumatic power tools, saws, hand tools and occasional trucks delivering building materials. In the long term, noise levels would be consistent with existing levels. There may be a level of noise such as cheering associated with each of the fields during active use; however that is the current existing use. There is no PA system or amplified music or noise systems associated with this project. Noise associated with maintenance activities such as mowing equipment be significantly reduced as the synthetic turf maintenance requirements represent a significant reduction from that associated with natural turf. 3) Proposed measures to reduce or control noise impacts, if any: Construction hours will be limited to times posted by the City of Edmonds. Once complete, the District will limit the use of the field to comply with local noise ordinance. The field will continue to be used only consistent with existing uses. Scheduling and maintenance of the field will be completed by City of Edmonds, Department of Parks and Recreation staff. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? The project area is on an existing school site previously utilized as a high school, however Page 9 of 14 SEPA CHECKLIST FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 currently hosts a variety of District programs, as well as operations and administration of Edmonds Heights and Scriber Lake High School. Current use of the specific project area includes recreational uses including track and field, baseball, softball, football and soccer. Residential development surrounds the site. The project specific area surrounded by the school site (School building and additional fields to the North and East and Residential surrounding the entire school property). b. Has the site been used for agriculture? If so, describe. Not known. c. Describe any structures on the site. The site includes a school building that is approximately 148,484 sf. d. Will any structures be demolished? If so, what? Chain link fencing, backstops and dugouts will be removed at the existing baseball/softball field. No buildings will be demolished. e. What is the current zoning designation of the site? The current zoning is CIS (Open Space) and RS-8 (Single Family, 8,000 sf ft. lots) f. What is the current comprehensive plan designation of the site? Single Family -Urban 1 g. If applicable, what is the current Shoreline Master Program designation of the site? Not Applicable. h. Has any part of the site been classified'an "environmentally sensitive" area? If so, specify. No. 1. Approximately how many people would reside or work in the completed project? The school currently accommodates approximately 835 Students and approximately 102 Classroom Teachers & Staff in 2013. j. Approximately how many people would the completed project displace? None. k. Proposed measures to avoid or reduce displacement impacts, if any? Not Applicable. 1. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The land use will remain unchanged. The site is currently used as a public school. The project consists of the renovation of an existing athletic facility. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high-, middle-, or low-income housing. None. Page 10 of 14 SEPA CHECKLIST FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 b. Approximately how many units, if any, would be eliminated? Indicate whether high-, middle-, or low-income housing. None. c. Proposed measures to reduce or control housing impacts, if any: None. 10. Aesthetics a. What is the tallest height of any proposed structures(s), not including antenna; what is the principal exterior building material(s) proposed? Within Phase 1 improvements, the back stop ball control netting will be 30' in height. In future Phase 3, field light standards will range up to 80 ft. in height. b. What views in the immediate vicinity would be altered or obstructed? Existing views from the surrounding properties will not be altered or obstructed by the proposed sports field complex. The site perimeter is densely vegetated with mature evergreen trees to the south, west and north. The developed site is west of the existing school buildings. c. Proposed measures to reduce or control aesthetic impacts, if any: None anticipated. The site development will be heavily screened by existing forested vegetation, and the site improvements are minimally visible from any adjacent property. 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? In Phase 3 of the project field lighting will be installed. Lights will be used after sunset until curfew. The lighting provided will consist of cutoff style floodlights which will be mounted on poles surrounding the fields. The lights will.be aimed to the playing field that it is intended to illuminate. The type of light that will be produced consists of direct glare, reflected glare, light trespass and sky glow. b. Could light or glare from the finished project be a safety hazard or interfere with views? No. c. What existing off -site sources of light or glare may affect your proposal? None. d. Proposed measures to reduce or control light and glare impacts, if any: In Phase 3, the new athletic field lighting system will utilize floodlights with the best available technology in shielding and reflector design to reduce the lighting impacts off of the field and into the night sky. External visors, internal devices and high efficiency reflectors will be utilized to minimize lighting impacts. Electrical equipment that allows for reduced wattage operation of the floodlights will be incorporated to minimize the amount of lighting initially needed to light the fields. 12. Recreation Poge 11 of 14 SEPA CHECKLIST FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 a. What designated and informal recreational opportunities are in the immediate vicinity? The project site is within an existing school site. The project site includes an existing baseball/softball and soccer field, with adjacent running track and football/soccer field. - b. Would the proposed project displace any existing recreational uses? If so, describe. A minor disruption to existing owner controlled recreational uses will occur during Phase 1 during Spring/Summer 2015. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project of applicant, if any: The project is entirely educational (physical education) and recreational in nature, and improves an existing educational and recreational resource. The project will expand the use of the fields through improved wet -weather reliability, providing expanded teaching opportunities for educational use, opportunities for practice and competition by organized interscholastic and youth recreational users, as well as the general public. I 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposedfor, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. None known. b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. None known. c. Proposed measures to reduce or control impacts, if any:. Not Applicable. 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on -site plans, if any. The site is served by 100th Ave to Edmonds Way 104 and Pacific Hwy 99 is less than a mile away. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? The site is served by the Edmonds School District bus system for students and public transit from 100th Ave. W. (Community Transit, Route 130) c. How many parking spaces would the completed project have? How many would the project eliminate? There will be no change in parking spaces on site. d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, Page 12 of 14 SEPA CHECKLIST FORMER WOODWAYHIGH SCHOOL MULTIPURPOSE FIELDS NOVEMBER 11, 2014 not including driveways? If so, generally describe (indicate whether public or private). No/None. e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. No. f. How many vehicular trips per day would be generated by the completed project? if known, indicate when peak volumes would occur. With the proposed development, there is not an anticipated increase in peak number of vehicle trips generated. Scheduling of the field use outside the school day will be the responsibility of the City of Edmonds Parks and Recreation Department, and close coordination will be completed with School District staff so that operationally there is not an overlap of uses. The improved reliability of the facility during wet weather may result in more use from the community which would occur on a weekend or during the evening, outside of typical use periods by students. g. Proposed measures to reduce or control transportation impacts, if any: None. 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. No. b. Proposed measures to reduce or control direct impacts on public services, if any. Not Applicable. 16. Utilities a. Circle (italicize, bold, and underline) utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other. b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity, which might be needed. Storm Drainage City of Edmonds Sanitary Sewer City of Edmonds Water Olympic View Water District Utilities construction is expected to be limited to on -site extensions of existing services. Page 13 of 14 1W SEPA CHECKLIST FORMER WOODWA Y HIGH SCHOOL MULTIPURPOSE ATHLETIC FIELDS NOVEMBER 2014 SIGNATURE The above answers are true and complete to the best of my knowledge. I understand that the lead agency is reWift on them to make its decision. Signature: Date Submitted: I �—) 0;7- 1 � Page 14 of 14 EXHIBIT A FORMER WOODWAY SCHOOL SOFTBALL FIELD RENOVATION Vicinity Map & Legal Description NOVEMBER 2014 Legal Description: SEC 36 TWP 27 RGE 03RT-50) SE1/4 NW1/4 PARCEL #: 27033600202200 K-e"i DA HOGAN &I �-- i EXHIBIT B FORMER WOODWAY HIGH SCHOOL MULTIPURPOSE FIELD RENOVATION Project Scope NOVEMBER 2014 rl�TLDA HOGAN The following is intended as a brief but reasonably complete description of the proposed work as it is understood at the time of this writing. There are many supporting documents in development at this time, which are expected to be available by the time this Narrative is distributed. These documents will provide exce tional detail to the 1p summary below. An index of these documents, as well as a "snap shot" of selected projectfacts, is appended to the end of the Narrative. Phase 1 Description: • Construct a new synthetic turf field generally in the location of the natural turf existing multi- purpose field. The field will include little league baseball / softball and two multi -purpose rectangular fields that may include soccer and lacrosse to be located in the common outfield of the baseball / softball fields. Field improvements will include subsurface drainage, permeable aggregate, perimeter anchors/nailers and the synthetic turf potentially including an elastic layer pad with markings for soccer, lacrosse and other sports to be determined. We are approaching this as a permeable base, so that storm water detention can be incorporated within the aggregate section, helping to mitigate storm drainage issues anticipated to be required as part of the project permitting. Field surface is anticipated to be approximately 160,000 SF. • Ancillary perimeter/adjacent improvements including wash water irrigation system at field, field equipment such as goals, nets, bases, etc. • Rubberized walking pathway / warning track at the project perimeter that may also be used as a measured running surface for physical education purposes. Warning track is approximately 15,000 SF. Miscellaneous adjacent pedestrian and vehicular access. • Field perimeter fencing. • Development of sports field lighting and other associated electrical improvements. Design of electrical improvements is intended to establish future pole locations, infrastructure improvements suitable for permitting, and installation of infrastructure including conduits and pole foundations will be included, however the actual lighting system will be deferred to a future phase. • Portable spectator seating • Depending upon funding, construction of Community Garden area consisting of wood chip pathways and either at grade or raised topsoil planting beds. The entire project site for Phase I totals approximately 6.84 acres. Subsequent Phases of Site Improvements will be constructed at a future date depending upon funding availability and are anticipated to include the following: Phase 2 Description: 0 Construct an identical multipurpose synthetic turf field on the northern portion of the site, generally in the location of the existing cinder running track and soccer/football field. 0 The field will include little league baseball / softball and two multi -purpose rectangular fields that may include soccer and lacrosse to be located in the common outfield of the baseball / softball INTERLAKE HIGH SCHOOL SOFTBALL FIELD RENOVATION Project Design Narrative APRIL, 2014 fields. Field improvements will include subsurface drainage, permeable aggregate, perimeter anchors/nailers and the synthetic turf potentially including an elastic layer pad with markings for soccer, lacrosse and other sports to be determined. We are approaching this as a permeable base, so that storm water detention can be incorporated within the aggregate section, helping to mitigate storm drainage issues anticipated to be required as part of the project permitting. Field surface is anticipated to be approximately 160,000 SF. • Ancillary perimeter/adjacent improvements including wash water irrigation system at field, field equipment such as goals, nets, bases, etc. • Rubberized walking pathway / warning track at the project perimeter that may also be used as a measured,running surface for physical education purposes. Warning track is approximately 15,000 SF. • Pedestrian and spectator improvements. The northern field is generally 6-8 ft. lower than the Phase 1 fields. The site plan will take advantage of the elevation change, allowing for spectator areas raise/elevated above the field for superior viewing. The pathway system will be modified to accommodate an ADA path of travel at the field perimeter, and connect the pedestrian pathway system to the southern field constructed in Phase 1. • To minimize potential future disturbance, the conduit and foundation system for future lighting associated with Phase 2 field will be installed and connected to the infrastructure installed within the Phase I improvements. • if not constructed as part of Phase 1 improvements, a Community Garden area consisting of wood chip pathways and either at grade or raised topsoil planting beds will be constructed at the northern perimeter of the field, providing a separation / buffer from residential properties to the north, and taking advantage of the best solar exposure on the site. Phase 3 Description: Phase 3 Improvements are anticipated to complete the athletic facility improvements and will include: • A one story restroom and concession building. • Pedestrian paving improvements to complete connections and accessibility to the restroom/concession building • Sports field lighting including light poles, luminaires, and lighting controls for all fields. Lighting will consist of poles ranging from 60 ft. to 85 ft. height, with multiple metal halide or LED shielded floodlight fixtures mounted to the tops of the poles. The overall site area, including all phases of work is approximately 468,800 SF, or approximately 10.76 acres. Page 2 of 2 EXHIBIT C FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS Project Drawings NOVEMBER 2014 K/!/'--D A H 0 G A N Edmonds School District Former Woodway High School Vicinity Map V IF;J�A Y :�=71 744 Ot %7- "Z N!;7 Ik Project Location Field Improvements PERMIT SET — November 12..2014 Civil Enginee EDMOND� LPD Engineering Owner 911 Western Avenue, Suite 420 - Seattle, WA 98104 Imm I Edmonds School District engineering pl1c (206) 725-1211 Phone, (206) 973-5344 Fax Is- 20420 68th Ave W, Lynnwood. WA 98036 � C H Q-) L (425) 431-7000 Phone - (425) 431 7006 Fax Electrical Engineer S III � IN,, I SP-A.4UI NG Sparling Prime Consultant 4100 194th Street SW, Suite 400 - Lynnwood, WA 98036 D.A. Hogan & Associates (106) 224-3667 Phone - (206) 667-0554 Fax H 0 G A N 119 - 1" Avenue South, Suite 110 - Seattle, WA 98104 (206) 285 0400 Phone - (206) 285 0480 Fax a s s c, c i a t e d Geotechnical Engineer earth sciences, Associated Earth Sciences 911 5th Ave, Kirkland - Washington 98033 (425) 827-7701 Phone 4 1 , " .1 ow - .0 A A A f Phase 2 f 1r; V. Project Area A Phase I 4L— — — — — — — — — — V Project Area Phase I Project Area A . .......... ConstructionAc -4 AL -t High, c;wol Buildings A rt 100mA ve A Project Site Sheet Index F-0.0 � Cover Sheet F-0.1 Topographical Survey South Phase 1 F-0.1A Topographical Survey North Phase 1 F-0.2 TE.S.C. Plan South Phase 1 F-0.2AiTE.S.C. Plan North Phase 1 F-0.3 T.E.S.C. Details F-0.4 ITE.S.C. Notes F-0.5 Demolition Plan South Phase 1 F-0.5AI Demolition Plan North Phase 1 F-1.0 Site Overview F-1.1 Layout Plan South Phase 1 F-1 1Aj Layout Plan North Phase 1 F-1 2 !Grading Plan South Phase 1 F-1 2A!Grading Plan North Phase 1 F-1 3 'Drainage Plan South Phase 1 F-1 3AJDrainage Plan North Phase I F-1 5 Fencing Plan South Phase 1 F-2.1 Site Sections & Details F-2.2 Drainage Details F-2.4 Fencing Details F-2.5 Fencing Details F-2.6 Backstop Details Leaal Description SEC 36 TWP 27 RGE 03RT-50) SE1/4 NW1/4 I Parcel Number: 27033600202200 Zone: i OS, RS-8 F-0.0 z 0 i�- - E 0 E < q 34 ��A 3NO-3A3 % % % o h . s. .1 ( 1, a � III I Ill rj N.. Surveyor's Notes: -51 11 The monument Contra Eh --- N utl,sOwnglOrante,S(IlSist:coa�5 taCCOMOPIltehed 'Nin by field tre ... S:C ot a d he ad li With integral el trOric distance Messurin Ile c (R4.f larStatic ,6i,,ptr T.Ning"SyRea' Elpme,,Kinemati —4� G I be I _ t i stem G Lde'r and angular closure of'the travErses meet the stahl.r ge of WAc 332-130-090, =z 2) Utilities other than those shown may a.ist on this Site. if Only those which are visible .1 having visible evidence of their installation are Shown hereon. 3) This survey represents chysicel imorovement conditions as A t1r%.,1,I1t'd way 12, 2011, the date of this field of S U % 4) — ----- s_not a coundary_Eurvey. 5) It is not the int.ht of this sull., to show easements or Aoo reservations which may effect this site. Basis of Bearing: True North. Based upon Global Potitioning SYStem SPS) Lambert Grid Washington State North Zone coordinates. A C, E ner.geaeD,,ngl,pCl 01-c�8 58 1' Cn,,nt,,cicl,,Se Was Cle , a _ in i CiBb cased at the d n ts i and Norch Caer Drive, T intersection of 108th Avenue We The monument is the northwest —her of Section 36. T—Slip 1, north, R.atn.ge 3'stat of the Will—tte Meridian. r A D 83/119 , N D 3, .1 A '211�/11) ��ilat 5 879 3 t.1rdCC111S w1r: c ... ecti. hat t Th Th. No 1? 6.999991297 and tn, 9trh1O ECEls factor of tn Erica 19 factor 0 OTS99958313 we, applied to the grid coordinates for SIC.' v n g und distances, i'k 4 \\,o Benchmarks: B... Fnl,,Crh Ccp,�ty Bencl—I 1C.2.1 .no as S i . in , . ncete I i Cased, at the ncrtnW,St..M of 1,,t,.h 36,jo-ShEID 27 north, Range 3 east, A. El;vaticn: 256. 5, e Sit. N.A: Set mag nail in walk. saot of fields, 11-2.8 east Of back -/-5.9 northwest of water val— -/-8.D of Walk. % ,,the It Df7'6"lc-tdCti-h b A t, ion , A of walk. +/- 8.0+ north .1 north old Of get,, +1-21.13 Site N..2 Set Rag nail in walk. best of fields 1-8 east of back f "uth"'n S Catch b.C,h. Elev.— 392 7 Fb V % Vertical Datum: North American Vertical Datum Of 1988 (NAVD 66) Ea t; Le�end: % Ti' L Irrigation control Cd.(IC8) -C- Cable C-nt 9 P Power Point e 1,1,r paint Concrete surf.— R�Cbe,iobo —Ck ... face Gravel S"face -0 % % 'k. J r % I % -,A % % SE -NW 36, T27N., R3E., W.M. O�A� Hagan & Associates 119 at ,, ,,in Suit, Ea,,Ie A ".2, EEO Eds::F I N L,r... 2 E SNOHOMISH COUNTY, WASHINGTON May 15, 2Di. 3,E32 SHEET 1 1' 20' 3,132 A CF 2 �Tk 3, 8 SCRIBBR LAKE HIGH SCHOOL TOPOGRAPHIC SURVEY A portion of the SE 1/4 of the NW 1/4 of Section 36, Township 27 N., Range 3 E., W. M. Citv of Edmonds, Snohomish County, Washington 21 REVISION DATE El)%I()NI)S Is SCHWL 1) 1 , r R I , 'T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS HOGAN NORTH 0 20 40' 1— 1+ a 20 PIRMIT CIFT DATE 11 12 14 CHECEFD .1. TOPOGRAPHICAL SURVEY SOUTH PHASE I SHEET - - F-0. 1 E A E Legend: B.1 far. Irrigation control Do.(ICB) ;7 ..&E -C- Cable paint gaN & E .. -P- Power paint 14M J., -W- Water patht Ilk Concrete surface 3 - * , 'A" A—C 11.ii.er—d lrac� surface -J nE Gra,el surface , �_I� I —.r Ad 9. [1 V, F, 09N L_-7. Benchmarks: -7 a" : Snohomish County Behcrmair� No.el. Found bra- pin. X C"Ca:ed,.,.t,,Ihe NN rh . rh r 6 3�t. Township 27 north. 4-btionea Ele,atio W. M. h: 258.53 feet .... . .. Sit, NIA: Set ag n,,l in alk. t f 27"%l .. . .. the 'If. ........... V_ ------ ..... N -5 h A, e:c as of ----------- .1 ....... 1k. c.bl. ',.nccl.n nt 3 7.64 Feet Sit, NO2: Set mag nail in alk, x of east of fields. -/-1.6' east of '.. . .. k. */- " W' n rth'and g. . . 271', 0 ear /f catch southwest of Ceti; I Dasin. Ele,ation 392.57 Feet 'A Basis of Bearing: True North. Based UDOn Globa I Positioning System (GPS) Lambert G " as 'n't'n tate . rth Zone % C 1. 1 r h . ht A 'cbnerge,c, ca.,ule n tar _A. 1ed at orass pinoin concr:t.. "caaaa A at the intersection of 126th I Veh.e ... I and N.rtn eer rlV.. the n,rl.,*e:t T e ,n.,m 1. 0 SSE cl rh.r 'a" Be r hid 11 11'n 1— 36. T -Mi .tal. % le.al ange 3,nast fethe er'd Th North 'erican Datum It IS83/ 1 991 (N�D WAm 83/91) grid coordinates ere Aq found to 1, 292837.206 z 11611111.293 It th t The =z _l.r.e I, motn't a ,a 1, at act. f 0. 7 correction ...... 7:::— and the grid scai'e f..t.9'. 0 applied to .999958313 Was the ground distances. gria coordinates for shown 0 1106 .9 Vertical Datum: N in A erican Vertical Datum of or i98S (NAVD a8). --- --------- ........... 3- ....... — -a % .... .... .............. . ....... —0 c6E— % 'd -it Aim 4. =IZ6 W, % _.nct ;4 % % % R -.9 — — --- — — — — — — — — A as v. A — — — — — — — — — — — — — — — — — --- — — — - % INK % % % Bit —.1e gas- R1 % % =M-2 BE --nV-0-06E .......... t ....... ........ ... ------ ....... , LZ �: -- — — — — — — — — — — — — ....................... ....... % ..7 % 1-77. .77 .......... .................. ....... ... ........ .... ..... ....... ...... .. ...... ilk. % 4. --a 7 6 SCRIBER LAKE HIGH SCHOOL TOPOGRAPHIC SURVEY A portion of the SE 1/4 of the NW 1/4 of Section 36, Township 27 N., Range 3 E., W. A City of Edmonds, Snohomish County, Washington .GE*6tEc 3.9P.10.00S ,,v7 � % SE*6tEl 3-SP ZO.00S 6 6 M - - �; - Surveyor's Notes: 1) The monument control an— f'r t", It ,, -c-P.s. by field tralerSe UtIlIZIng . on. (1) second theodolite With integral 03aCtrOli, distance "' m:"r ""d .. tar .... U;n B..) I a I Tina �ihf.alic (ATN) / StatIC Global Positioning System (GPS) . Linear and angular clo—re of the tralerses meet the standards of WAC 332-130-090. 1 2) Utilities other than thus. 'no" 'a' ""t on _ s si te. Ohl, those hic� Are -nille or haling " SiDle elide... of their installation are shown h .... r. 3) T1,:iarVe,Prr.1%e 111, ph , .1 , h M:gt cch ditions as they e-sted May 12. 2014. the cats of th,a field a—ey. This is not a boundary s—ey. lt � :,not the intent If thl, A— t 0 no. a, Se nt, or re, at,*,, . may ef 'act tn�:Il site —T'SE-NW 36, T27N., R3E., W.M. D.A. Hogan G Associates "I "I "I 1111h Suits "D Seattle . S.. 0 11101 L1h SNOHOMISH COUNTY, WASHINGTON SHEET 2 OF 2 I' - 20' 3�32 AMMON EDMONDS SC HODL L) i � t R i c 'r FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN NORTH 0 40' �LE: 1* = AO' PFRMIT SFT DATE L-2-1. SCALE l'.20' .AAWN CP. CHECKED ASH —0.1-1--wh, TOPOGRAPHICAL SURVEY NORTH PHASE1 SHEET F-0. 1A - 1� < CONTRACTOR TO "NTA EXISTING CONCRETE WALKWAY/PAR ING AREA AND KEEP SEDIMENT FREE DURING C NSTRUCTION INSTALL CATCH S.�E AND PROTECT EXISTING CATCH BASIN BASIN PROTECTI N ON CATCH RAS LOCATE WITTING OR DOWNSTREAM 'OFS AAUL TO REMAIN PLUG EX IS- SO TO W ROUTE THROUGH EXISTING DRP�EWAY UMrr OF WORk (TYP I INIT OF TEMPORAIY MEE PROTECTION m I I I I I m m m I i 1 1, 1 1 m I m I m I I FENCE C" t , T — .. - : PROTECTION C (TYP ) pF-'O A BASIN W L R 0 0 U E ST C U FCO�TRACTOR SHALL /—U.IT OF WORK PR-.E MINIMUM (TIP .700 GALLON 'JENEOPARV GRADE CAPACITY TMh AS NECESSA�RY CONSMILICTION FOR SEDI MENT ENTRAHCE (TYR SETTUNG TEMPO INTERCEPTOR SWALE (�FiO:�) _1NS`rALL TEMPORARY ELUG OUTLET PIPE OLKIIN COIS-,UCIOI USE TE PORAPY SUMP PUMP AS NECES_�f rOR PUMINNG TO SETTLING T-K @ ILTER FAII11C 14T0`T`Mr.N'N rLNCC ME) (TYR nL TER eo TEMPORARY TREE PROTEC FENCE (TYP.) F-0.3 TEMPORARY INTERCEPTOR SWALE _C�TC. BASIN 70TEcTION I I e-. 3 C-11 LIMIT OF WOW (TM) j JZNTCE.� FABRIC 77, E F_O 3) 1=2 OR: SWALE t. 3x LIMrr OF WORK (TYP 01 1 . ...... TEMPORARY CT N MEE PROTE 0 FENCE (TYP.) IABPIC 41 rENCE S_ 00 1 4% j., _uMff)OF WORK ,He I 4% (TYR LIMIT 'IF TEO RARY , TCC7? TREE R ON FENCE (TYP.) T.E.S.C. NOTES TEMPORARY EROSION CONTROL NOTES SEE SHEET F-0.4. T.E.S.C. LEGEND FILTER FENCE TEMPORARY INTERCEPTOR SWALE CATCH —IN PROTECTION TEMPORARY CONSTRUCTION ENTRANCE TEMPORARY TREE PROTECTION FENCE (F D� 0--0- COMPOST FILTER SOCK LIMIT OF WORK FORCE MAIN A0 J,vr,:- Krm whars below. Call before you (fig, AM— DATE EDMONDS is SCHO)L IIIS1 RIC E FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS G HOGAN NORTH 0 20' 40' SILALE: 1'= 20' PERMIT SET DATE 11-12-14 -LE 1.-M DIA cpw —EXED ASH TEMPORARY EROSION CONTROL PLAN SOUTH PHASE I SHEET F-0. 2 O&I�RACTOR SHALL '-PROVIDE MINIMUM ,22,700 GALLON STORArE CAPACITY z 'T AS NF -CESSARY RK FAIN SEDIMENT SEITUNG — ------- ----- rrm., no, I MI. IT) r �ORg. . U 0 - - - - ----- I'm 1, I'M CATCH PROV�A CTYP) U., 0 OR. 4r nLrER"ABP.c s @1E11E, (rP) t 41111", FILIE 1ABP" '4b,, FENCE OF_O, % FRIICTIC =N on_ on DIKE 7 SILT mp� z CITC" 111S, ..OIECTOON )(F 093 FILFER FABRIC @IEN11 (Typ �CATCI BAS' PROTECTION Do, (r FRMGULAR �F m (TY") - VL1 D-L:E' 1 4% LIMIT OF �;ORK 4ft (rP) t 4 PRC IIECrO. C. nLTLM FA,EiRIC 1E �) is C, TESC NOTES TEMPORARY EROSION CONTROL NOTES SEE SHEET F-0.4. TESC LEGEND ------ (3-- FILTER Eeo� -0-61111- C011011 11FER SOCK TEMPORARY INTERCEPTOR S.ALE M I I M I I M UMFF OF WORK CATCH —1. PROTECTION ------- FORCE MAIN F===q TRIANGULAR SILT DIKE TEMPORARY CONSTPQCFON WRANCE TEMPORARY TREE PROFECFON FENCE K whIrs below. Call befors you d�. R�O. DATE EDMONDS ts SCH(3DL 1) 1 s 'r R I c 11' FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS HOGAN NORTH a '0' 40' SCALE: 1" . 20' PFRMIT �- DATE 11-12-14 SCALE V-20' DII—N cpw C—E. RSH TEMPORARY EROSION CONTROL PLAN NORTH PHASE1 SHEET F-0.2A ADAPTER STRAP 100' MINIMUM FIEVISIO. DATE FABRIC1111 111111W 'I S.YPAS OR APPROVED EQUAL ACEL U: 1. FLOWS) OR (MIN. D5CF STORAGE) SCHEMATIC DETAIL PRWDE "STREAMIGUARD SEDIMENT CATCH BASIN INSERT' OR APPROVED EQUAL "UFACTURER*S NAME: BOWHEAD ENVIRONMENTAL & SAFETY ADDRESS: PO BOX 375 PRESTON, WA 98050 TELEPHONE: FOR INFORMATION: (500) 909-3677 I TEMPORARY CATCH BASIN PROTECTION �� NOT TO SCAl F R - 25' MLN. INST� DRIVEWAY CULVERT IF TIM RE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STAN DS _a� QUARRY SPILLS GEOTEXTILE 12" WIN. rHICXNESS STABALIZED CONSTRUCTION ENTRANCE NOT TO SCALE 10 0" 0 30- ANGLE EACH END TO PREVENT Fl_OW AROLND (TYP-) DISTURBED AREA Z� CONTOUR LINE (TYP.) 2-2 -6* MIN) WOODEN STAKE. SPACE EVER� 3' 0 C. (IYP.) EXCESS,S�K MATERIAL 2' -2' - J2 AIN) .1 DRAWN N AND TIED OFF WOODEN T"E .4 AT STAKE (TYP BIODEGrA.8.Ll sompo SEE NOTE I �3 COMPOST FILTER SOCK NOT TO SCALE LEVEL BOTTOM OF �RMK �GRASS. V MiN j"I 2* NOTES - - GRADE MAX 5% WITH POSITTVE ORANAD TO A SUITABLE OUTLET SUCH AS A SETTLEMENT TRAP STABILIZATION SEED . COVER MEASURES, OR ROCK 12- THIC'. P �ESSED INTO SWALE BANK AND EXTENDING AT LEAST a VERTTCAL FROM THE BOTTOM. EXTEND BETWEEN [STING ROADWAY PAVING AND EXISTING TRACK ROVIDE FULL WIDTH OF NGRESS/EGRESS AREA IST SOCK DETAIL �OTE TED EA (SHOWN AS SLOPE PROTECTION) 1. C MPOST SMALL BE IN ACCORDANCE WTTH WSDOT STANDARD SPECIRCAl'ON 9. 1,4 4p . COMPOST SOCK SHALL BE A ,INMUM OF 10' N L ETER OR SI ED TO SUIT CONDITIONS AS SPECIFIED Elf ME ENGINEER SOCK MATERIAL SHALL BE BO-DEGRADASLE PROVIDE COMPOST SOCK BY CEDAR GROVE COMPOSTING. OR APPROVED EOUNALENT. 2. ALWAYS INSTALL COMPOST SOCK PERPENDICULAR TO SLOPE AND ALONG CONTOUR LINES. 3. R MOVE SEDIMENT FROM THE UP SLOPE SIDE OF THE OMPOST SOC� WHEN ACCUMUI_ATON HAS REACHED 1/2 OF THE E FECTrVE HEIGHT OF THE COMPOST SOCK. 4. ONCE PLACED ON THE GROUND. APPLY WEIGHT TO THE S K BY WALYING ON OR ROLLING TO IMPROVE CONTACT BTW14 THE SOCV AND THE GROUND SURFACE. /,01TS 11, FILT R FABRIC SM&L BE SPLICED AT POSTS USE STAPLES. WIRE RINGS OR COUNALENT TO ATTACH FABRIC TO POSTS. 2'.2' BY 11 GA. W1 EQUIVALENT. IF STANDAR. H FABMC USED G F A STAN STRENGT C FILTER F TH WT H �/.! _ 1 5- POSTS ) EL - — -- — --------------------- -- '�_�IAINIJAU. I H j 6' Z4FILSL TLRENC WITH G� OR 1/"-1,5' POST SPACING MI INCREASED TO S' IF GRAVEL WIRE BACKING IS USED WOOD POSTS. EL ELEVATION FENCE POSTS, OR EQUIVALIENTSECTIO FILTER FENCE NOT TO SCALE TEMPORARY INTERCEPTOR SWALE .3 NOT TO SCALE NOTES 1 6 ..C. TEMPORARY CHAIN LINK FENCE SHALL 1 PLACED IT TIE DlIPUNE 01 THE TREE TO BE SAVED FENCE SH U. COMPLETELY ENCIRCLE THE TPEEM sNSTALJ_ FENCE POSTS USING PIER BLOCKS ONI.f. AVOID DRIVING POSTS OR STAKES 1110 "A" ROOTS -7 2 FOR ROOTS OVER I -IN DIA. THAT ARE DAMAGED 6-FT MIN D TING CONSTRUCTIO . MAKE A CLEAN. STRAIGHT U ' 16AMAGED PORTION. ALL CUT TO REMOVE THE L PCIED ROD- SMALL BE TEMPORARILY COVERED WITH DAMP BURLAP TO PREVENT D YNG. AND SHAIJ_ BE COVERED WITH SOIL AS SOON AS POSSIBLE 3 WO � WITH.N PROTECTION FENCE SMALL. BE DONE MAN ALLf NO S70CKPIUNG OF MATERIALS. VE,,CULIP TRAFFIC, OR STORAGE OF EOUIPMENT OR AC. NERY SHALL BE ALLOWED WITHIN THE LIM" OF THE FFNONC. TEMPORARY TREE PROTECTION FENCE �� NOT TO SCALE I TOP O� DRUM SHALL BE 6' MIN ABOVE GPADE �RUNOFF WITH SEDIMENT PROVIDE SOLID COVER .-PROVIDE V MIN DEPTH SUMP MOUND DRUM f-FILTERED RUNOFF ,PROVIDE 12" MIN CLEAN GRAVEL 'AROUND PERIMETER OF DRUM I I WRAP WITH FILTER FABRIC 5 GI_LO�SGRILT. W1 2-DA WEEP MOLE a 8, 0 C. RE TES 7 :5 SUMP PUMP WATER U SUMP PUMP CONCRETE BLOCKS NOT TO SCALE STIPT.ES —APRON ON THIS SIDE OF APRON TH DIKE SHOULD BE ED UNDER THE DIKE CTION AND STAPLED CONSTRUCTION AREA . . . . A NOTE TRENCH I LA TRIANGULAR SILT DIXES END TO END SING SLEEVE TO CONNECT ENDS. WX3�-6' MOLD IN PLACE WrFH SAND BAGS WHEN NSTALUED ON HARD SURFACES APLES -STAPLES ELQff X, �-O'IESEDIMENT D_AR DETAIL 6-A /1_8� TRIANGULAR SILT DIKE �� NOT TO SCALE EDI!vt0NDS Is S C li CID L F) I 'I 'T' R I C 'I FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS hl HOGAN 4 4.1 um:41"Iffill'i SCALE NTS DN CPW CHECKED TUN TEMPORARY EROSION CONTROL DETAILS SHEET F-0.3 REVISION DATE CONSTRUCTION SEQUENCE I . SCH� A FRE-CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISCON AT 425-771-0220. EXT. 1326. TWO DAY (48 W) HOME IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL. NOTES. 3. CALL FOR UTtl_11Y LOCATES. 4. IASTA� TEW MEASUR AND MAINTAIN MST CONTROL WNB.E PREVENTING DISTUR M O� ANY AREAS OF VEGETATION OUTSIDE ME CONSTRUCTION ZONE. 5. HAVE EROSION CONTROL MEASURES INSFECTED GY CITY O� EDMORDS Cff� ENGINEERING CTOR. All TEMPDRARY SEDUENTAIMN AND EROSION c MEASURES MUST BE IN PLACE AN INSPECTED PRIOR TO ANY C STF?UC7X)N OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SMALL BE MARNFAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 5. DEMOLISH EXISTING STRUCTURES 7. ROUGH GRADE SITE AS REQUIRED TO INVALL DRAINAGE FEATURES. B. CLEM. GRUS k ROUGH GRADE SITE. REVSGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OMER EXPOSED ARM � BE STAEFUZED PER EROSION CONTROL NOTES BELOW) 9. POTHOL ALL UTILITIES PRIOR TO CONSTRUCTION OF TEMPORARY SHORING WALLS. 10, WSML HKIRING AROUND ALL SIDES OF EXCAVATION. AND EXCAVATE FOR BUILDING FOUNDATION. $1. INSTAL. UTIUFES AND OTHER SITE IMPROVEMENTS. INCLUDING FRONTAM ROVIEME.m 12. STABIRE COMPOST AMEND ALL EXPOSED SULS PRIOR TO REVIEGETATION OF ENTIRE SffE_ 13. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. AU� TEMPORARY EROSION CONTROL MEASURES SMALL B REMOVED UPON FINAL. WE STABILIZATION AND APPROVAL BY CITY INS�KCTOFL GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SMALL CONFORM TO ME CITY OF EDMONDS STANDARD PLANS AND DETAILS. THE FOLLOWING SPECIFICATIONS AND CODES. AND ALL OMER APPLICABLE LOCAL MUNICIPAL. STATF_ AND FEDERAL CODES. WRES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (ISC) - 2010 WSCIOT/MWA STANDARD SPECIFICATIONS FOR ROAD. BRIDGE AMID MUNICIPAL CONSTRUCTION - WASMNGTO STATE DEPARTMENT OF ECOLOGY STORMINATER WAR46EMENT MAMMAL FOR ME PUGET SOUND BASIN (CURRENT EDRION) 2. STANDAR PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE 3. A COPY OF THESE APPROVED PLANS MUST BE ON ME JOSSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST HE APPROVED 01 THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. S. CONTRACTO SMALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF 'AS-SUBLT' DIIAWINGS AMID SMALL SUMMART E ALL AS -BOLT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO ME OWNER PRIOR PROJECT COMPLETION AND ACCE CE. A SET OF AS-BUTLT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO nNA_ APPROVAL OF THE BUILDING OCCUPANCY/FVJU_ PROJECT APPROVAL. 6. ELEVATIONS SHOWN WE IN FEET. SEE SURVEY FOR BENCHMMK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY C UPLETE. 17 IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTIUTY LOCATIONS SHOWN AND TO FURTHER DISCOVER AMID PROTECT MY OTHER UTILITIES NOT SHOWN HEREON WKICM MAY BE AFFECTED By THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SMALL VERIFY LOCATION. DEPTH. SZE TYPE AND CONDITION OF EXISTING UTILITY UNES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHI G FOR NEW UTLTITES. ENGIN ER ASSUMES NO RESPONSJBIUIy FOR THE COMPLETENESS OR ACCURACY OF ME EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SMALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAI ARTSE. B. CONTRACTOR SMALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SMALL CONTACT ME UNDERGROUND UtLMES LOCATION SERVICE (1-8DO-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRA OR SMALL VERIFY ALL CONDITION AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SMA1 NOTIFY OWINER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ME APPROXIMATE AMID MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SMALL OBTAIN A COPY OF ME GEOTECHNICAL REPORT ("ERE MPLICABLE) AND SMALL THOROUGHILY H FAMILIARIZE IIMSELF WITH ME CONTENTS THEREOF. ALL VIE WORK SMALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF NIS REPORT. 12. S UCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO ME RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. MANHOLES. CATCH BASINS. UTILITIES AMID PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COUPACTE STRUCTURAL FILL. IF SUL 15 DISTURBED. SOFT . LUOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SU8GRADE ELEVATION. REMOVE AMID REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNIC�l_ REPORT. 14. S E SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS. LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15. SEE M CTURAL DRAWINGS FOR PERIMETER FOUNDATION DRANS FOUNDATION DRAINS SMALL BE INDEPENDENT OF OTHER SITE GRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM GRAIN SYSTEM WERE INDICATED ON ME PLANS. 16 ALL REOU ED STORAIWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED By ME ENQNEER. 17 ALL ROOF DRAINS. PERIMETER FOUNDATION DRANS. CATCH GASUNS AND OTHER EXTERNAL DRAINS SMALL BE CONNECTED TO THE STORM DRANAGE SYSTEM. UNLESS NOTED OTHERWISE. 18 CONTRACTOR SMALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DIU00NNGS. 19 AS A MINIMUM REQUIREMENT, ALL DISTURBED MEAS ON AND OFF SITE SMALL BE RETURNED TO IKE EQUIVALENT OF THEIR PRECONSTRUCTION COMMON IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 20 ALL DISTURBED SOL MEAS SMALL BE SEEDED OR STASIUZED By OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSON AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 21 THE CONTRACTO SMALL KEEP OFF -SITE STREETS CLEM AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS l_L NOT BE ALLOWED WITHOUT PRIOR APPROVAI.. 22 THUS PROUI CT IS NOT A BALANCED EMTHWCIRK PROI BOTH 1EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ME REQUIRED. 23 SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 24 FINISH D GRACE SMALL SLOPE AWAY MOM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM 06TANCE OF 10 FEET. 25 CONTRACTOR SHALL BE RESPONSIBLE FOR AND SMALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS. EXISTING BUILDINGS. STREETS, WALKWAYS. UTILITIES AND OMER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SMALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING. AS REQUIRED. 26 CONTRACTOR SMALL OBTAIN APPROVAL FROM THE CITY AMID FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTION HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SNAl NOT RELOCATE ORSLIM-TE ANY HYDRANTS WITHOUT FIRST 087MNING WRITTEN APPROVAL FROM THE FIRE MARSNA.. 27 COO DINATE AMID ARRANGE FOR ALL UTILITY CONNECTIONS. UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTE OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UnLMES SMALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF ME AUTHORITIES GOVERNING SAID UnUTIES. 25 EXISTING UTILITY LINES IN SERVICE WHICH ME DAMAGED DUE TO CO SMUCTION WORK SMALL BE REPAIRED AT CONTRACTOR * S EXPENSE AND INSPECTED AND ACCEPTED By CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILUNG. 29 N UTILITY LOCATIONS ARE GENERALLY SHOWN By DIMENSION. WHERE NO DIMENSIONS ME INDICATED, LOCATIONS MAY BE SCALED MOM DRAWINGS. FIELD ADJUSTMENTS SMALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 30 WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY By 6' OR LESS. PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN ME UTILITIES. 3? SEE MECHUNICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32 SEE ELECTRICAL DRAWINGS (WHERE MPUCABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (WHERE MPUCABLE) FOR SITE IRRIGATION EROSION AND SEDIMENTATION CONTROL (ESC) NOTES: 1. CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VENRCLE ACCESS SMALL BE. WMENEV6 PRACTICAL. UNUTED TO ONE ROUTE. ACCESS POINTS SMALL BE SIABILIZEID WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED OHIO A ROAD SURFACE. ME ROADS SHAJIL BE CLEANED TMOROUGHLI AT THE END OF EACH DAY. SEUM NT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AMID BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SMALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED 1. THIS m*H.ER. 1 2 STABIUZATION OF EXPOSED AREAS: ALL SOIL EXPOSED BY LAND DISTURBING ACTIVITIES SMALL BE STABIUZED BY SUITABLE MPLICATION OF SM S. INCLUDING. BUT NOT LIMITED TO. SOD. HYDROSEEDING. OR OTHER VEGETATION. PLASTIC COVERING. OR MULCHING. .0 SOILS SMALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAI I THROUGH SEPTEMBER 30. 3 PROTE ON OF ADJACENT PROPERTIES: ADJACENT PROPERTIES SMALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS. SEDIMENT BARRIERS OR FILTERS. DIKES OR MULCHING. OR Err A COMBINATION OF THESE MEASURES AMID OTHER APPROPRIATE SUPS. 1 4 MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL SUPS SMALL BE R MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. 5 AS REOURED ITT THE CITY. OT14ER APPROPRIATE SUPS TO MffIGATE ME ....... RUNOFF SMALL BE APPUED. 6 UNDERGROUND UTILITY CONSTRUCTION. ME CONSTRUCTION OF UNDERGROUND UTILITY UNES SMALL SPECIFICALLY ADDRESS ME FOLLOMNG: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS: S. IKE PLACEMENT OF EXCAVATED MATERLAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SMALL BE PLACED ON THE UPHILL SIDE OF TRENCHES C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS! SEDIMENT PONDS. OR OMER ACCEPTABLE MEANS): 0. TRAOING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING: E. EARLY CLEANUP AND STREET MAINTENANCE. 7 ADOM NA_ EEC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS: ALL NEW DEVIELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND ISTURBING ACTIVITIES OF GREATER THAN. OR EQUAL TO. ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SKALL COMPLY WITH ESC REQUIREMENTS USTED BELOW. a DEUNEATE CLEARING AMID EASEMENT UNITS. IN THE FIELD. UMK CLEARING LIMITS AND/OR ANY EASEMENTS. SETBACKS. SEWJME/CRrnCAL AREAS AND ME BUFFERS. TREES AND OR -AGE COURSES. 9 S DIMENT TRAPPING: PRIOR TO LEAVING THE SITE. STORM WATER RUNOFF SMALL PASS THIR UGH A SEDIMENT POND OR SEDIMENT TRM. OR 0 ER APPROPRIATE SUPS. SEDIMENT PONDS AND TRAPS. PERIMETER DIKES. SEDIMENT BARRIERS, AN OMER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRU TED AS A FIRST STEP IN GRADING. THESE OMPS SMALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVFn S TAKE PLACE. EARTHEN STRUCTURES. SUCH AS DAMS, DIKES, AND DIVERSIONS SHAIJ_ BE SEEDED AMID MULCHED ACCORDING TO AN APPROVED TIMETABLE. I 10. CUT AND FILL SLOPES: CUT AND nLL SLOPES SHALL BE DESIGNED AND CONSTRUCT6 IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION. S OPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC NOTE NO. 2. j 11. CONTROLLING OFF -SITE EROVON; PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SMALL BE PR CTED FROM E MON DUE TO INCREASES IN THE VOLUME VELOCITY. AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. 12 . S UZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS: ALL TEMPORARY ON-SirE CONVEYANCE CHANNELS SMALL BE DE IGNED. CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FRED ENCY S70RM FOR THE DEVELO ED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS. ADJACENT STREAM BANKS. SLOPES AND DOWNSTREAM REACHES SMALL BE PRWDED AT ME OUTLETS 0 ALL CONVEYANCE SYSTEMS. I 13. STOR D"N INLET PROTECTION: ALL STORM DRUMM INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SMALL NOT ENTER ME CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. I 1 14. REMOVA OF TEMPORARY BMPS: ALL TEMPORMY EROSION AMID SEDIME T CONTROL OMPS SMALL BE REMOVED WFIMIN 30 DAYS AFTER FINAL S STABILIZATION IS ACHWEVED OR AFTER ME TEMPORARY SUPS ME NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SMALL BE PERMANENTLY STABILIZED. 15. DEWArERING CONSTRUCTION VIES: DEWATEMNG SYSTEMS SMALL DISCHARGE IWO M�APPROVED SEDIMENT FILTRATION OR SMILING FACILITY 16. CO TROL OF POLLUTANTS OMER THAN SEDIMENT ON CONSTRUCTI N ALL POLLUTANTS OTHER THAN SEDIM NT THM,T OCCUR ON SITE DURING CONSTRUCTION SMALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 17. FINANCIAL LIABILITY: PERFORMANCE BONDING. OR OMER APPROPRIATE FINANCIAL INSTRUMENTS. SMALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH ME APPROVED EROSION AND SEDIMENT CONTROL PLAN. (ORD. 3792. 2010). 1 ,13. ALL SITE OR' MUST COMPLY WITH CITY OF EDMONDS DEVELOPMENT CODE. I 19. TH TEMPORARY EROVON AMID SEDIMENTATION CONTROL SYSTEM SHUN1 BE INSTALLEP AND INSPECTED BY ME ENGINEERING INSPECTOR PROR TO ALL OMER CONSTRUCTION 20. AS CONS RUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE. ME EROSION CONTROL FACILITIES SMALL BE MUUNTANED AND/OR ALTERED AS REQUIRED BY THE CITY TO ENSURE EFFECTIVE AND FUNCTIONAL EROSION/SEDIMENTATION CONTROL 1 21. TEMn SA.TATION PONDS AND ALL TE PORMY SILTATION CONTROLS SMALL BE V,MNTAINED IN A SATISFACTORY CONDITION UNTIL SU H TIME THAT CLEARING AND / OR CONSTRUCTION IS COMPLETED. PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL. AND THE POTENTIAL FOR EROSION HAS PASSED. 22. ALL DISTURBED LAND MEAS SMALL BE STABILIZED AS REQUIRED By ME CITY OF EDMONDS AS NOTED ELSEWHERE IN THIS PLAN SET. 23. WERE POSSIBLE NATURAL VEGETATION WILL BE MAINTAINED FOR SILT CONTROL. 1 24. S OCKPtLES ME TO BE LOCATED IN SAFE MEAS AND ADEQUATELY PROTECTED By TEMPORARY SEEDING AND MULCHING. HYDROSEED PREFERRED. 25. ME PUBLIC ROW SMALL BE KEPT CLEM. TRACKING OF MUD AND/OR DEBRIS FROM ME SITE WILL RESULT IN WORK STOPPAGE. EDMONDS Is SCHO)L DI S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DA HOGAN UE �TS D-N cpw CHECKED FISH -0-1--l- TEMPORARY EROSION CONTROL NOTES SHEET F-0.4 NOTE LEGEND - (:N CATES GENERAL CONSTRUCTION NOTE) DEMOLITION NOTES I ( (1) NDICATES SPECIFIC CONSTRUCTION KEYNOTE) 1. CALL 6 FORE YOU DIG. LOCATE. IDENTIFY AND VEFDF� LOCATION. ELEVATION. AND CONDITION OF Aa SITE UTILITIES PRIOR TO COMMENCING THIE WORK. PROTECT ALL UTILITIES TO 4--: REMAIN. 2 CON�CTOR SHALI. BE RESPONSIBLE FOR SECURING ALL CATES AND FENCES AT PERIMETER .. ...... . . I LIMIT OF WOW OF THUS SITE TO ESTABLISH A SE URE WOW ARE� WORK SHALL INCLUDE TEMPORARY 6' LIMIT OF OR� HIGH C"NLINK FENCING AT THE PERIMETER OF THE PROJECT AREA. STRI AREA WITHIN LIMITS OF DISTURBANCE OF EXISTING SOD AND ORGANIC MATERIALS. I I i-7 I I I I I I m I I m I I I t I .;,I 11110�; Exi FiNG INFIELD MIX MATERIALS INC UOING BASE SAND AND GRAVEL PATH MAY BE RETAINED ON SITE AND USED AS FILL ALL EXCESS AND UNSUITABLE SOIL MATERIALS SHALL BE REMOVED AND DISPOSED OF OFF SITE. REMOVE CATCH BiAS P OTECT EXISTING CATCH BASINS AND STORM DRAINAGE UNES TO R MAIN DURING .4 - . CONSTRUCTION. INSTALL TESC MEASURES AROUND RIMS AND MAINTAIN THROUGHOUT RE,GNE BASIN CUT AND CAP RAIN 1EM. UISTI E�M EXISTING CUT AN CATCH ORADY _UNE BACK AND DUCOUT. ROOF �...NG 5C.1- REMOVE E-FSTDYC C NSTRUCTION. ALL EXISTING CATCH BASINS SHALL BE TAKEN OFF-L E PRIOR TO LAND 1E CLEARING ACTIVITIES. OUTLET PIPES SHAa BE PLUGGED TO EVENT DISCHARGE OF TURBID FIR 8AC COMPACT TO 96% BENCH AND DISP SE 1 .8 WC. 0 6 CONCRETE PAVING AT WATER IN THE DOWNSMEAM SYSTEM. PROPOSED INLETS SHALL BE PROTECTED WITH CATCH LINE XFILL AND KSTOP OF OFrSFTE I FOOTING Ag CGMPAC1'TO 95L% AND fflNG FENCING AND I BACKSTOP BASIN NSERTS. AND THEIR OUTLETS SHALL BE PLUGGED UNTIL THE SITE IS STABILIZED. CONCRETE CURBING -0 R MOVE EMSIING IRRIGATION SYSTEM AND CORRESPONDING BOXES WITHIN UMIT OF WORK IF 7 DISPOSE 0 ENCOUNTERED AND DELIVER TO THE OMER ON SITE. OFF �TTE REMOVE EOSTING CHAJNUW FENCE. POLES (INCLUDING FOUL POLES). FOOTINGS, GATES AND DSPOSE OF OFF SITE. BACI,FI1-L AFFECTED AREAS WITH STRUCTURAL FILL IN 12 INCH LIFTS 6 xz COMPACTED TO A MIN. OF 95%. (D OF OFF SITE. SAWCUT P4VING FOR REMOVAL AS NECESSARY. ss I Rz -'p-2 1 REMOVE E�ISTING CONCRETE CURB. CONCRETE PAVING. OR ASPHALT PAVING AND DISPOSE rSnNG UW OF WORK 49 at AND 6 1, 4. B (D REMOVE E41 NO SCOREBOARID AND FOOTINGS AND DISPOSE OF OFFSITE BACKFILL VOIDS y DISPOIE Of OFFIRE "40 v YX -' tl -C WITH STRUCTURAL Fla IN 12' UFTS COMPACTED TO A MINIMUM OF 95%. 00" 0 PO R MOVE ALL EXISTING SUBSURFACE DRAINAGE LATERALS IF ENCOUNTERED AND DIS SE OF OFF SITE. SACKFLL ALL VOIDS WITH STRUCTURAL Fla OR EXIS71NG PEA GRAVEL. REF�V7NT 10 PROTECT ALL UTILITIES TO REMAIN. INC REMOVE E�SMC CHAINUNv FENCING El IEKIO EXISTING 11 BAC�FILL ALL VOIDS WITH STRUCTURAL 'ILL IN 11 INCH LIFTS COMPACTED TO A MIN. OF �-�D GATES -0 S E 0, 0 1 AND 6 DISPOSE OF OFFSH`E DUCOU 95%. DISPOSE OF 1.1 REMOVE EKISTING PLATES AND ANCHORS AND DELIVER TO THE OWNER ONSITE. -E.OvE EI.ST"c ENCH AND CHATINLINK FENCING OvFSFFE 0 AND GATES AND @3 R MOVE EXISTING TREE INCLUDING S MP AND DISPOSE OF OFF SITE EXACT TREES/SHRUETS rPOSE OF OrFWE SHAL BE FIELD VERIFIED WITH THE LANDSCAPE ARCHITECT PRIOR 70 REMOVAL. BACKALL AND COMPACT EXCAVATED APEAS. REMOVE MISTING 3 5 9 =OX FEN IT P) .3-5 9 P ANDCING DISPOSE OF OIFSM DEMOLITION LEGEND DISCONNECT `EXISTING SCOREW D AND MAI,E UTtUFY CONNECMtAS WE E.-N NATURAL. TURF TO BE REMOVED nEL DOCUMENT EXACT AND DISPOSED OF OFF SITE R Yl-G OF EXISTING 't UF-L-ES 10 BE, — DETERMINED 2) EXISTING INFIELD MIK/WARNING TRACK I-C, MOERS/GRAVEL LIWIT OF WORK CONCRETE FAVIN. TO BE REMOVED -0 (1r`P DISPOSED OF OFFSITE LuMff 01 WORK L EKISTIN CONCRETE CURBING TO BE REMOVED AND DISPOSED OF OFF SITE REMOVE CATCH BA�N D"N EXISTING CHAINLINK FENCING TO BE DISCONNECT C—�TE AND< CC AF R L REMOVED AND DISPOSED OF OFF SITE """GE k AND CO.EBOARD D — COMPACT To 91% 'ILITY COZZECPO S SAFE tELO E-OCUM HT LXACT q� Or E.SYRFG p, UTILITIES TO BE NEo DETERNI IE,— EXISTING FREE (13 m:p MOVE RE' \-1-3 C5 kq BVILDINGCPANDC AND REFMNING DISPOSE OFW`oFM`T0E I-cs �vl REMOVE CATCH BASIN CUT AND CAP DRAIN UNE BAC�Fla AND -COMPACT 1 9 1 0 5% 'ID': .:4 IEICT�l ECIST11DG IAIVE .0 SSOCME WATER LIKE E-Cl ROUTING TO k BE FIELD CONFIRKIED :4. REMOV,% CAT '-*T' BA 9-5% oz 3 �19 EAKIVE r;TC. BASIN CUT AAD CAP DRAI LINE ELAC�Ffla AN COMPACT TO ,go, Will 'we 00 1 T OF WORK '.00 go, .No, on 00 gft T L I -T (11 WORK 4*! y LIMIT OF WORK v—Wt, r,, below. Calf befom you dig. REVIS.. DATE EDMONDS ts SCHODL 1) 1 S t A I k r FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN NORTH F-�� 0 20' 40' SCALE: 1- 20- PFRMIT 9FT .A. a-TZ-14 SC`4.E I"-2V . DRAWN CPW CHECKED Its. — 0 -. - — - --- DEMOLITION PLAN SOUTH PHASE 1 SHEET F-0.5 7. c *0 -- --- --------- - 'F 6 10, -R. i.0 C —IUN EFICING % AND GATES AND DISPOSE OF OF 5 9 (T-) REMOVE 15: ON OF LIMIT OF WORP (T`P) Y. CAWING IODJO 0"" CORRO.RFOR UFTLM OR UTFUT, AREA FTRENCHING LI.ff Of WORK CORRIDOR (TXP) % (TTF)-) 'LAAsT OF OR. % (T,P (T P) DISCONNECT EATS G SCOPE D MAKE UI`Ur1 CONNECTIONS S�L RELD DOCUMENT EXAC'T F UTINCI 0;,MSTLNC. UTILITIES 1. BE DETERMN 4% % RE C OU-10 RETAIN DsPm REM, 1, CUT LN x cc x + REMOV �%?Jt BA IN CULL DR N U AD AND OF AvOW, c 1 95% J A r MIT I % IF > % Umn or WORK 0 .'NOTE LEGEND, ,:CAFES C NEFAI CONSTRUCITON NOTE DEMOLITION NOTES 6 1,- CATES SPECITIC CONSTRUCTION -E�071) bEmbL[TION LEGENDz' I CALL BE RE YOU DIG LOCATE IDENT- AND VERTFI LOCATION. ELEVATION AND CONDITION or � SITE UTILITIES PRIOR 70 COMMENCING THE WORP PROTECT ALL UTILITIES TO RE—. 2 CONTRACT R SHALL BE RESPONSIBLE FOR SECURING ALL GATES AND FENCES AT PERIMETER OF THIS SITE TO ESTABLISH A SECURE WORK ARFk WORK SHALL INCLUDE TEWPORAP, 6 NICK CHAINUNK FENCING AT THE PERIMETER OF NE PROUECT APEA (D STRIP AR WffHIN LIMITS OF DISTURBANCE OF E16MNG SOD AND ORGANIC WTER" S ON EXISTING INFIELD MIX MATERIALS INCLUDING BASE %AND AND GRAVEL PIN "' BE FIENNE. S AND USED AS FILL ALL EICESS AND UNSUITABLE SOIL MATERIALS S� BE REMOVED AND DISPOSED OF OFF SITE PROTECT EXIS NO CATCH BASINS AND STORM DRAINAGE LINE to REMAIN OURING CONSTQvCmN INSTALL TESC MEASUR S AROUND RIMS AND MAINTAIN NROUG OUT CONSTRUCTION � EITSTING CATC BASINS SHALL BE t"LN OFF-UNE PRIOR TO I.AND CL=G ACTIVITIES OUTLET PIPES S L BE PLUGGED TO PREVENT DISCNARGE 01 rU-BID ATE. IN THE DO STREAM SYSTEM P OPDSED '.LETS SHALL BE --OtECIED -N CATCH BISON INSERTS ANDZEJ- OUTLETS SHALL BE PLUGGED UNTIL THE SITE IS STA61UZED RE OVE EXISTING IRMGATION ssrEM AND CORRESPONDING BOXES WITHIN LIMIT OF WORK IF ENCOUNTERED AND DELIVER TO THE OWNER ON SITE. R MOVE EIISTING CHAINUN- FENCE POLES (INCLUDING FOUL POLES), FOOTINCS CATES AND D POSE OF OFF SITE WITITA AFFECTED AREAS *FN STRUCTURAL FILL IN I� INCH LIFTS COMPACTED TO A WIN OF 95X R WOVE E1ISnNG CONCRETE CURB CONCRETE P- G. OR ASPHALT PAYNG AND DISPOSE OF OFF SITE SAWCUT P—C FOR REMOVAL AS NECESSAP, R MOVE E1I5I1NC SCORE80ARID AND FOOTINGS AND DISPOSE OF OFTSM. BACkFILL v(xDs WITH STRUCTURAL FTLL IN 12- LIFTS COMPACTED 70 A W—UM OF 95Z REM ALL ExFsnNC SUBSURFACE DFLWNAT�E LATEFUNS IF ENCOUNTERED AND DISPOSE OF Off SITE BACTRU. ALL VOIDS ATTH STRUCTUFULL FILL OR EXISTING PEA CRIVEL. 10. PROTECT ALL UTTLIFFIES TO REMAIN 11. EMICIFILL ALL VOTES — STRUCTURAL FITI IN I? INCH LFITS COMPACTED TO A WIN. OF 95X. 12. REMOVE E-ISTINC PLATES AND ANCHORS AND DELIVER TO THE OWNER ONSITE REMOVE E-isnNC FREE INCLUDING STUMP AND DISPOSE OF Orr SITE EXACT TREES/SHRUB SHALL BE FIELD VERIFIED WFN THE LAHDSCAPE ARCHMECT PRIOR TO REMOVAL. BACKFILL AND EXIS FIG --L IURF 1. BE REMOVED AND DISPOSED OF OFF SITE EXISTING NFIELD MIX/WARNING TRACK CINDERS/1GRAVEL CONCRETE PAV.. TO BE REMOVED AND DISPOSED OF OFFSFFE 11 LIMIT OF WOW E.FS NG CONCRETE CLIMBING TO BE REMOVED AND DIS ED OF OFF SITE E ISTING CHAINUNK FENCING TO BE KF- h-fA below REMOVED AND DISPOSED OF OFF SITE Call before you dig DATE EDMONDS SCHODL D I iT R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS rl�lr- DAHOGAN NORTH a 20' 40' SCALE: V = 20- PFRM1TXF`T DATE 11-12-14 SCALE 1--20- DFAWN cpw CHECICED RsN DEMOLITION PLAN NORTH PHASE1 SHEET F-0.5A RMSION SCHOOt BU110ING E I I IC U-1 1.0 IF B,C,STOP E-OAD 11AU. CO�NTTROL NETTING 000 (5 0,0.701 0 -------- ---- SIAGING PER, Usmwo A" PAT-1. ME.Ro'Im/ WOODMILC SURFACE Z PERI MR R 17, EIEJEAC.EAS; Pu ........ A, S"Ea"70FIS LAYOUT NOTES LAYOUTLEGEND PE,.-�-L-QCE rUZrPE�,AoEE 1HAINIINI, 111E AND C NCREIE CURB 1111191111 lUllAC,ll AND POROUS 4SP�T P-G CHAINUN. FENCE CONCRETE CUFRBINC ASP—T PAVING U.FE OF I�TTHEIC IURI AND CONCRETE EDGE C.HCP- —AIG ANCHOR CATCH BASIN RNLET (C 8 1) US '.NCR- PP— A,Nr CAT' . eASIN INLET (C B I cUNFA-11) 1— E 2 �000 MuLcH -- TUFT SZED RESTOFIKTION EDMONDS Is SCHO)L D I � *r It I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS HOGAN NORTH 40' SCALE: 1. = 20' PFRMIT �FT DATE EE-E2-E4 SCALE 1'-20' DRAVIIN CPW CHECICED FISH 2FFH FIA SITE OVERVIEW SHEET F-1.0 IIINISID. OATE 12 LAYOUT NOTES TBD NOTELEGEND I . �:NDI TES GE ERAL CONSTRUCTION NOTE) ------ (D DICA N CATES SPECIFIC CONSTRUCTION KEYNOTE) - CONC ETE SEEDED OESTO r.. PAMG MIT OF , I) lEST0-WZ- (TYP ) < BL ERi �IT OF SITE RESTO A ON - - - - - --- - - - - - - - - - - I - - - - -- - - - - - - - - - 7__ --- -. -- - -2 .4 EDMONDS �ERVIOUS ONC PETE S I EDED S R E.ORATIO� CATC� 11E 1. BASIN ts PERAOUS BACXSTOP WING. I CONCRETE NCINC', SCHCIDL PA,G (TYP (12, ITC'NG' I s I A I c r 7.. SYNTKTIC�TURF DUGOUT DOUBLE S� EWE ANCHOR FORMER GATE (IF) WOODWAY NETTING ABOA HIGH SCHOOL SINGtE SWING� 2 G -rE FIELD CNAINUN� FENCE 01 CONCRETE /x \—DucoUT (M) CURB (T,�p IMPROVEMENTS @ 4 cHAINL,NX SOFTBALL FEN E WITH IS*. VeAcKsto HT NETTING ASM PUBS INZIED x RUNNING TRACK (TyP-) CONCRETE CUP. ELE�ArED CURS(,::� /K -CO CRETE -ILLED S�HNETtC TURF WITH -SEEDED SITE (M, I P'S"RATON F-2.1 SOCCER AND SOFT ME IAARKINGS 5 'DA HOGAN (rlP 1 11 1-21 TYPE I CATCH E36SIN 1 @1 \\,--'SASE A, ANCHOR DOF SITE j 'RE`S'T PATION TURF -,Cw.. @00" CHAINLINK FEPICE—/ A, IN CONCRETE CURB CONCRETE (,P) -APPROxi"TE TREE P—C. (Typ GRIP LINE (M.) Ir RIAC -EPS .0 CONCPETE PAD PE� EF-1 1) ME IL CATCH-�,, LAYOUTLEGEND . WITH FtOw BAS CONTROL ETC TUFIF AND 'STRUCTUPE PERI,IEASLE AGGREGATE WMIED S"47HETIC TLMr WIl" R 11ERIlEl SURF-11 SOCCER AND SOFTBALL �NGS AND POROUS ASPHALT PAVING WAINCRETE PA.NG mn ED STNTIEnC TURF WITH - �21 SOCC'ER AND SOFTBALL NI&FIIINGS (M.) PIRVIOUS CONCRETE PA.NC CRUS.IED ROCK SURFACING 0. ..LC. �NrHETX TUPr NORTH EDCE .CHt)P CONCRETE PAYING .-RAL T.R �EED (TyP-) RESTORATION -Z 0 20, 40' -NG-- CHkINUNK FENCE AND SCALE: 1* = 20' Fu 00 CRETE CURB %�E61EAZ 5, Ci'ANLJNX FENCE HT I SYNTH Tr TURE�--- PFRMIT EDGE ANCHOR -12-14 SEIDIOAVE DATE 11 P ST. SIT N CONCRETE CURSING RESTORAU.N q S EDLD SITE -SEEDED SITE UkilT OF SINTHE11C T11F SCALE 1'=20' PESTORAT1914 AND CONCRETE EDGE (Typ ANCHOR E I CNAINLINN FENCE �) OILAWN cm ME I 'N CONCRE,TL.CURS Cmc� CATCH (M) m BASIN INLET (C.B.I.) .'E-.0 WITH 5* E BASIN A M E CHECKED FIS. RUBSERII�.. NETTING AME— RUNNING -1-1 (Z) .11 � A -- — (TIP.) '-UMry OF SITE.... ME 11. CATCH BASIN WITH RESTORATION A FLOW CONTROL STRUCTURE LAYOUT PLAN SOUTH PHASE 1 APFROAIAATE TREE' SEEDED SITE RESTORA,nON qR-P LHE (M.) SHEET SEE ED SD LlMrVOF�,SITE RE 'o..;a @-�-I RES70RATON F-1.1 CONNECT TO J�IRFII EXISTING PAN C (M) REVISION P_NG (TYR) ----------- --- L------------ ----- - ------------- - - - Go u,,, o, -mRw/ STAGING o. rItL% - - - - - - - - - - - - - - --- - - - - 1_777� - - - - - 7 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - --- - - - - - -- - - - - - - - - - - 7 SEEDED SIT, P1,10-10, 1" 01 SITE RES70 TION (rP) WOOD UIC SURFACE t�] IIE'DEO SITE A GARDEN PLANTER- RESTOR TION BOXE mR 6, �3_c 1 CATCH El" LIMIT OF sm, "ON PES70R, L7E TN FLO* T2crTNoE WOOD MULCH SEEDED SITE SURFACE (WP RESIIORAT�O. P WOOD a �pc� — SU-CE (r EEDED S RE GARDEN LANTER :N P BOXES (TYR WOOD MULCH SURFACE (TTR) - - - - - - - - - SEEOED SITE RESTORATION Z_ 7------ - ---- - --/ _TA_ . 01 F`7,77 0 A. f-7 A- A. z; t OTELEGEND LD ��NNO.C�TE GENERAL CONSTRUCTION NOTNE) LAYOUT NOTES DICATES SPECIFIC CONSTRUCTION VE Orl) TBD LAYOUTLEGEND ST. ETIC TURF AND CRUSHED OC. PERMEABLE AGGREGATE SURFACING RU BERIIID SUR-ING WOOD D POROUS ASPHALT RAMNG CONCRETE P-N. NA R. -�F SEE. RESTORATION PERVIO S CONCRETE PA.NG EDMONDS 15 SC,H(OL K)i,rRi, r FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS HOGAN *14 NORTH 0 '0' 40' SCALE: 1. = 20 PFRMIT �F7 DATE 11 L4 �E 1'.20, DIUVWN c CHE0(D -(Dl.A—. — CHANNI.- FENCE AND LAYOUT PLAN CONCRETE CURB — CHAINLUNA FENCE NORTH PHASE1 CONCRETE CURBING LIMIT OF SYNTHETIC TURF CONCRETE EDGE SHEET _AND ANCHOR CATCH BASIN INLET F-1.1A (C.B.I.) TTPE It. CATCH BASIN WITH FLOW CONTROL STRUCTUR NTCHLINE TO�HEkl A MATCHLI'll TO 511EIT 1-1 IA :v, I\v , .9a �92 A 9A . ........... c " 71V c EN .00 -92 at oo mc r— 2 '1 z z 99. Too o .xxj .00 M o. c- M F9Z CO) z� Q 2g m C) m z Cl) '61 2S LA G) 0 x 1 2 1 ? f 5 r C: > G, 40 0 0 7 it t-t" Ilk* < 0 0 ;10 NO m r— m m 0 viu CA z 0 'lz -7. M7 Us -ILI 171 % % GiZADING ROT�S 1 THE CONTRACTOR SHALL CALL AID NOTIFY DIGALERT AT 811 A MINIMUM OF 2 WORKING DAYS BEFORE DEMOLITION. DIGGING. OR GRADING OPERA71ONS OCCUR. 2 NEW CONTOURS S.OVN ARE nNISH GRADE ELEVATIONS. 3 BACKFILL AND C NPACT EXCAVATED AREAS RES LTING MOM DEMOLITION ACTIVITIES � SELECT FILL 10 95X WITH 12* MA)( lJFrS. 4 STRIP FIELD AREA OF ExtSTING SOD AND ORGANIC MATERIALS AND DISPOSE OF OI`F SrrE AL. DCESS AND UNSUITABLE SOtL MATERIALS SHALL BE REMOVED AND DISPOSED OF OFF SrrE 5 -E CO CTOR SHALL NOTIFY THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS. GROUNDWATER OR DISCREPANCIES IN THE EXISTING CONDITIONS AS NOTED ON THE PLANS. 6. ALL PERIMETER PAVING SHALL MEET AND MATCH ADJACENT SURFACES. NOTELEGEND 1. (:140:CATES GENERAL CONSTRUCnON NOTE) (NOCATES SPECIFIC CONSTRUCTION KEYNOTE) Cl I TYPE 11 �ATC BASIN RIM 395 GO CO 13. rfh I (91AIC, BASIN 38880 399 398 11_ "I T:E I — C S' P ED v o! r- giA ni ld r- I pr-pkin EXISTING CONTOUR UNES CATCH BASIN INLEr (C 8 TYPE 411 52� SPOT ELEVATION TYPE IL CATCH BASIN WITH FLOW CONTROL STRUCTURE -- NEW CONTOUR UNES CHAINU.K FENCE AND CONCRETE CURB 411 5— — NEW HALF CONTOUR UNES CHAINUN� FENCE S-20%- Su�FACE SLOPE - I CONSTANT SURFACE SLOPE ------ x MATCH TO EXISTING UNIT OF PERMEABLE AGGREGATE REVISION DATE EDMONDS is SCHO)L D I S r It I C I' FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS All DA. HOGAN N. NORTH 40' SCALE: I'm 20- PFRMIT �FT DATE 11-12-14 S—E 1".2o, DRAWN cp. CHECkED RS. GRADING PLAN NORTH PHASE1 SHEET F-1.2A A < NOTE LEGEND DRAINAGE NOTES (b '(:'N W=TM SPEC —MC c"cn" Nom CONSTRUCTION KEYNOTE) PIPE CAN BE INSTALLED PRIOR TO FINAL 1. SUBSURFACE DRAINAGE COLLECTOR ACCEPTANCE OF ME FIELD SUBGRADE. 2 COORDINATI IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THAT THE t IRRIGATION PIPING IS INSTALLED AT A SUFFICIENT DEPTH BELOW SUBGRADE BEFORE THE TRENCHING FOR THE SUBSURFACE DRAINAGE SYSTEMS TO AVOID CONFUCTS BETWEEN --CB-7 0-5 S(STEMS. NEW HVERTs % . .... .. %. % ;-;�----E 39581 3 TRENCHING FOR THE SUBSURFACE, DRAINAGE LATERALS SHALL NOT PROCEED UNTIL ME 2 -2-1c, 9 To -E 39686 1PRIGATION SYSTEM PIPING HAS BEEN BACKFILLED AND COMPACTED AND THE FIELD I E N 396 16 rpE? SUSCRADE IS APPROVED BY ENGINEER. CB 6 1 E ,,39 . !6. .: .. 1 4 TRENCH EXCAVATION SMALL BE MADE TO THE ALIGNMENT. ELEVATION. GRADE AND SLO -�CATCA Ml.� AS INDICATED ON ME DRAWINGS. I TRENCHING SHALL BE ACCOMPUSHED UTIUZING PE N RIM 398 4 5 EQUIPMENT WITH SLOPE AND DEPTH CONTROL SUCH AS 'LASER PLANE CONTROL N 39 F �E S 56 SYSTEM', SO AS TO ENSURE ACCU RACY IN ME BOTTOM OF THE TRENCH. ca 5 TYPE 1 95 LF 6- CPEP v 5 NO HGH POINTS ABOVE DESIGNATED INVERT OR CALCULATED TRENCH BOTTOM ELEVATION CAT A� LL BE PERMITTED. NO SLOUGHING OF SITE MATERIAL OR LOOSE EXCAVATED SOIL WILL 398 ao e . --/:-.,E S 39700 '110 8' PEP BE PERMITTED TO REMAIN IN THE TRENCHES. S-0 �0%.- T;; 110 LF 8' CPEP 6 5 RPLUS EXCAVATED SOIL SHALL BE REMOVED FROM THE FIELD AREA PRIOR TO 7- S.. O� C MWENCING ON THE NEXT ADIACENT TRENCH. EXCAVATED MATERIAL MAY NOT REMAIN s - ON SUBGRADE- 711 1 ' --Z EN. -b (IYP-) 'T 7 PROVIDE A SMOOTH. EVEN SUBCRADE AFTER REMOVAL OF ME TRENCH MATERIAL SUBGRADE TO BE COMPACTED TO,95%. LEAVE NO LOOSE MATERIAL ON ME SUBGRADE. 8 EXCAVATION BELOW INVERT GRADE MUST BE ESTABLISHED TO A 00-TH SO AS TO PROVIDE FOR SPECIFIED PLACEMENT OF PEA GRAVEL BEDDING AT BOTTOM OF PIPE ELEVATION PRKIR TO LAYING THE PERFORATED PIPE. % 9 .0 FOREIGN MATERIAL WILL BE P&MMED INSIDE. ALONGSIDE. UNDER. OR ON TOP OF THE PERFORATED DRAIN PIPE. CAP CRT END 10. ME BACKFILL FOR ALL PERFORATED PIP SHALL BE CLEAN WASHED PEA GRAVEL 3 PYP 399 10 REFER TO THE SPECIFICATIONS MIT THE GRADATION REQUIREMENTS. t % 39730 F- 1_1 E 30 :E E 391 ALL TRENCHES TO HAVE BACKFILL MATERIAL 'CROWNED" A MINIMUM OF 2 AB 'N v� s SUBCRADE TO PROTECT FROM FOREIGN MATERIAL AND PROVIDE FOR EASE OF LOCATION CROWNS WIM FOREIGN MATERIAL CONTAMINATION S E R D 4 IDENTIFICATION HALL 8 EMOVE PRIOR TO PLACEMENT OF BASE AGGREGATE. 12. 0 RING PLACEMENT OF SPECIFIED TRENCH BACXFIU- PIPE MUST BE HELD IN PLACE TO P EVENT DISPLACEMENT AND PIONIOE FOR ACHIEVING SPECIFIED INVERT ELEVATION, DO NOT DAMAO PIPE OR ALLOW PIPE TO BE DISPLACED BY PLACEMENT OF BACKFIU- N % MATERIAL T. w 42'LF 6- CPEP S-3 x TO BE TEMPORARILY CAPPED OR PLUGGED. P INVERT I, LUCI WEST 13, CAP THE ENDS OF ALL LATERAL RUNS. ALL OPEN ENDS DURING CONSTRUCTION ARE 14, CONNECTION OF LATERALS TO COLLECTOR DRAINS SHALL BE MADE WITH A COMBINATION Is NO TRUCKS OR EQUIPMENT WILL BE ALLOWED TO DRIVE OVER THE TOP OF THE REDUCING TEE AND REDUCING SADDLE TEE. MENC ES EXCEPT TRACX-EQUIPPED MACHINERY UnUZED IN SPREADING BASE AGGR GATE- RACKFIU.ED TRENCHES ARE TO BE STAXED AND FLAGGED 3' ABOVE GRADE AT MAXIMUM 30' SPACING ' FOR IDENTITY. V� I'l—c. NVEM 16 COORDINATE SUBSURFACE DRAINAGE COLLECTOR LOCATION TO AVOID FENCE POST E E 399 20 LOCATIONS. Y PLUG E.ISIINC, WEST NV�RT -CEI'I -E I 'CB 3. TYPE I CAI BAStN CATC. BASIN -k 111. 395 00 '9' �A- I N ��110.� E. sw 397 -0 'A E. NE 592 30 Q 3 29" o'5 A- .0 . 5, k '-. s, A- 2. Do* A a v- CB TYPE ClIC- BASIN I-o R. 399 10 V, IE 39730 kc� vCB-2 -E IL 1, 11 . L I V �ATLI BASIN WITH FLO. C —01 �-2 Sm CTURE� .,mu 0 1- Ci 9 �O 30. E S 3 u, I!.0 'PIP IE NE 3954 CS 10. iYPE 1,,� CATC� 11N I E E 397.00 E 3 7.00 ;E o\ (�N DRAINAGE LEGEND 39690. \t 08' C�EP jr? Uw To BE E- - END CAP V- DETER 4' PERT. CORR. POLY DRAIN TUBING i-ED mv 13 LF 'E� (�PEP S-0.0 OR STORM ORAIN PIPE C EP SUBSURFACE DRAINAGE COLLECTOR SLOPE "L CB 11 E 1 S-0.50% CATCH FLOW DIRECTION R, It \ ENDCAP (TYR E S 397 30, IE 414.30 INVERT ELEVATION CIE 413.00 COLLECTOR INVERT ELEVATION CATCH BASIN INLET (CB1) TYPE I -1 CATCH BASIN TYPE 11. WITH z . FLOW CONTROL STRUCTURE -Ap cr- 4— RI-RON DATE EDNAONDS SCIAWL D I � I R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS rx�r - DAH.OG.AN NORTH 0 20, 40* SCALE 1" - 20' PFAMIT �FT DATE IT-31244 SCALE 1".2v DRAWN cpw CHECKED RSH DRAINAGE PLAN SOUTH PHASE 1 SHEET F-1.3 - - - -------- T 6rSnNG STOP-. DRAINAGE MANHOLE o E S. 38a 50 I E S 383 18 221 LF 12' cpcp, s., 50% E 2 N 388 PIT CONTRACTOR TO POTHOLE TO DETERMINE E�ACUT Lo nON OF `�E EXISTING 1 2' SO TO SOUFFH Nonn ENGINEER IF IN CGNrUCl FUNFCTIOV 01 PROPOS D 12' SO "MAN EXISTING I - ' P DRAINAGE SWALE DURING PIPE CONNECTION CONSIRUCnON RW.ORE REA SW IMPACTED AREA or SWALE ONCE LAWN _P_ PIPE INSIALLAWN COMPLETE A: LF 6 cpcp ILI _P,P �12 @ Cl "I TYPE I CATCH BASIN P. 388 so. E E 387 20 16 17 -A 7 DRAINAGE NOtES DRAINAGE LEGEND 1 SUBSURFACE DRAINAGE COLLECTO PIPE CAN BE INSTALLED PRIOR TO FINAL 6 S PPLUS E�CAYAFED SOIL SHALL GE,RENOVED FROM THI FIELD AREA PRIOR TO 12 DURINr PLACEMENT OF SPECIFIED TRENCH BAC—LL. PIPE MUST BE HELD IN P E TO E-- END CAP ACCEPTANCE OF �E FIELD SuBCRADE CO MENCINC ON THE NEYT AD�CLN FRENCH EACAVArED MATERIAL MA, NO' PE.,N P EVENT DISPLACEMENT AND PPOVTDE 'OR AC.IE—G SPECIFTED INVERT LLEVAF`O 00 ON SUBGRAD NOT DAMAGE PIPE OR ALLOW PIPE TO BE DISPLACED Rl FLI,CE.ENT 01 BAC—LIL 2 COORDINATI N IT IS THE PCSFOVSIBILF� OF TH, CO MI TO ENSURE THAT THE MATERIAL A- PERT CORR POLI DRA,IN TUBING IRRIGATION PIPNG IS INSTALLED AT A SUMC6ENT OERTTH BELOW SUBGRADE BEFORE THE 7 PROVIDE A S.00 EVEN SUSCRADE AFTER REMOVAL OF THE TRENCH MArERIAL. TRENCHING FOR THE SUBSURFACE DRAINAGE SYSTEMS TO AVOID CONFLICTS BETWEEN SUBGRADE TO BE COMPACTED TO 9S% LEAVE NO LOOSE MATERIAL ON THE SUBGRAIDE 13 CA THE ENDS OF ALL LAFERA, PUNS ALL OPCN ENDS DURING CONSTRUCTION ARE SYSTEMS. TO BE FEMPORARILI CAPPED OR PLUGGED C EP SUBSURFACE ORAPNAI�E COLLECTOR a Er�v IN BELOW INVEFFT GRADE MUST BE ESTABUSHED TO A DEPTH SO AS TO OR STORM ORAPN PIPE 3. TRENCHING FOR TH SUBSURFACE DRARNAGE LATERALS SHALL NOT PROCEED U�L THE PROVIDE FOR SPECIFIED PLACEMENT OF PEA GRAVEL BEDDING AT BOTTOM OF PIPE 14 C NNECTION OF LATERALS TO COLLECT P ORAINS SHALL BE MADE WFT, A ComB3NAnON IRRIGATIO SYSTEM PIPING HAS BEEN BACKFILLED -0 COMPACTED AND THE FTELD ELEVATION PRIOR TO LAYING THE PERFORATED PIPE REDUCING FEE AND PEDUCP�C SADDLE TEE. S�0.50% SLOPE SUBGRADE IS APPROVED BY ENGINEER. 9 NO FOREIGN MATERIAL �u BE PERMITTED INSIDE, ALONGSIDE. UNDER. OR ON TOP OF 15 NO FRUCYS OR ECUIPMENT W7LL BE ALLOWED TO DRIVE O�'EN THE TOP OF THE 4. TIT NCH EXCAVAnON SHALL BE MADE TO THE ElIVATION GRADE AND SLOPE FHE PERFORATED DRAIN PIPE TRENC-LS LNCEPT TRAC� -ED IPPED MACHINERY U`FTUED IN SPRISADING BASE FLOW DIRECTION AS �N ICATED ON -THE DRAWINGS. - TRENCH NG SHALL BE ACCOMPUSHED UFUZING AGr - n EOUPM NT WITH SLOPE AND DEPTH CONTROL SUCH AS "LASER PLANE CONTROL 10 NE BACKFILL FOR ALL PERFORATED PIPE SHALL. BE CLCAV; WASHED PEA GRAVEL C RErA-E BAC� LLED FRENC-ES ARE TO BE 7-AwEO AND FLACGED 3 ABOVE SYSTEM'. SO AS TO ENSURE ACCURACY IN THE 30�0. 01 FHE FRENCH REFER TO THE SPECInrAFONS FOR THE GRADATION QEOuIPEmENTS RACE AT MI 30 SPACING TO- DEP,TFFT - IE 414.30 INVERT ELEVAnON 36 COORDINATE SuBSvPFACE DRAINAGE COUJECFOR LOCATION TO AVOID FENCE POST CIE 411GO COLLECTOR INVERT ELEVAnON 5. NO HIGH POT ABOVE DESIGNATED INVERT OR CAT.CUL,,TED mLNC BOTTOM ELEVAnON 11 ALL TPENC-ES TO HAVE BAC-U. MATERIAL 'CRO—ED* A IIIINI-Al OF 2' ABOVE LOCATIONS WILL BE PERMITTED. NO SLOUGHING OF S E MATERIAL OR LOOSE E.C.AVATED SOIL WILL SUBS E TO PROTECT FROM FOREIGN NAFER'� AND PROVIDE FOR EASE OF LOCAT�ON CATCH,BASIN INLET (CST) BE PERMnTED TO REMATN IN 7'HE TRENCHES. IDEwjnCAnoN CROWNS WIN FOREIGN MATERIAL CONTAMINATION SHALL BE REMOVED NOTELEGEND IN TYPE PRIOR TO PLACEMENT OF BASE AGGREGATE. 6 � ,�Nll-- GEN— CONSTRUCTION NOTE) CATCH BASIN TYPE IL ATTH NDICATES SPECIFIC CONSTRUCTION KEYNOTE) FLO. CONTROL STRUCTURE REVISION EDMONDS Is SCHO)L 0 1 S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN NORTH 0 20' 40' SCALE: T" z 20' PFRIVIIT SET DATE 11-12-14 s.UE 1'=20 D... cm CHECKED __ 01- DRAINAGE PLAN NORTH PHASE1 SHEET F-13A IMMON DA. FENCING NOTES 7 END FEtiCE. MEET AND MATCH EXISTING FENCE TO PRO11DE SECURITY ENCLOSURE 42� FENCE A D�CENT TO PROPERTY TO BE 12' INSIDE UNE LOCATED PROPET LINE 3. GATE LOCATIONS APE SHOWN APPROXIMATELY. 4. GATES TO BE CENTERED AT PERPENDICULAR PA�AYS WHEN OCCURS, 5. ALL GATES ARE LOCKABLE. �LOCK "-c 6. INSTALL BACI, POST ON ALL SWING GATES. NOTE LEPEND Q 10 1 1. (INDICATES GENERAL CONSTRUCTION NOTE) C -Pi�E CUPB (1P)-\ 66 LF 45) (INDICA T ES SPECIFIC CONSTRUCTION KEYNOTE) ------ - -DUGOUT I!r LF t3 D'UBLE S-G 0 LF UG-, D 'UT TY. ) 66 -F FENCE TYPE KEY go 3) \�,,AINL- -[;:CIN 'T. W NEITIG ABCIE I CA 30' HEIGHT CHAIN LINK FENCE; 2* MESH X6 GAUGE BELOW L; (E) F e-- S 10'. Xg GAUGE ABOVE 10'. TOP. BOTTOM AND 5' INTERMEDIATE RAILS OD 30 * OVERALL 10' HEIGHT CHAIN LINK FENCE; 2' MESH X6 ----- GAUGE. TOP. MIDDLE. BOTTOM RAIL. 2G' X2'SQ. — NYLON NETTNG ABOVE .11.0 F F 3 CC 2 ' OVERALL; 8' HUGHT C-N LINK FENCE; 2" MESH X9 AUGE' Top' MIDDLE. BOTTOM RAIL, 15' X2'SO. NYLON NETTING ABOVE 01 8' HEIGHT CHAIN LINK FENCE; 2' MESH X9 GAUGE. lop, MIDDLE B070M RAIL 96 LF F D GATE TYPE KEY (ALL CHAINLINK) CI 1 12- DOUBLE ROLDNG GATE (2 6') SINGLE SWING GATE I 5' OPO4ING (NO LEAF) .-NUN IN :.(FE, CURB IT j ....... LF ......... I L0 LF -------- - ---- FENCING LEGEND CHAINLIN� FENCE AND --------- CONCRETE CURB CHAINUN� FENCE ---- -- SINGLE SW IG 3 . . .. ff-P�jC2: F-2 4 NETTING ABOVE FENCING ...... 00 LF ------ CONCRETE CURBING ELEVATED CONCRETE CURSING F IN CATCH,BASIN INLET (C.D.I.) TYPE CATCH BASIN INLEr (cal.) TYPE 2 EXISTING FENCE TO REMAIN FENCE TYPE AND LIMIT CATE TYPE EDMONDS ts SCHWL 1) 1 � 1 R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS D HOGAN E NORTH 0 20, 40* 5CALE: V = 20, DATE IZ-14 SCALE 1".20, DRA.N — CHECKED R�N 0-- FENCING PLAN SOUTH PHASE 1 SHEET F-1.5 REVI. DATE INFILLED SY HETIC LATERA SPACING TURF SYSTEM 15' TYR. GRADE IF .. ... .... .... .................................. ..... . .... .... ...................... ............. NOTES PER. 2* TOP COURSE r ky STALL PEA GRAVEL WITH 2" EABLE AGGREGATE CROWN EDMONDS TI.! 2. REMOVE PEA GRAVEL CROWN TO 1/2' RIJBBERIZED SURFACING I_, I BE FLUSH WITH SUBGRADE PRIOR FTNISH AdrN TO INSTALLATION OF AGGREGATE GRADE �,W CLEAN WASHED PEA GRAVEL AS NECESSARY r\ r\ 2-1/2 . POROUS ASPHALT PAVING PER 12' BASE COURSE =1 I I.-- =-I FOR LEVELING. .EA6LE AG- SCHUDL PERMEABLE STRUCTURAL SOIL EEAR;NG 11 1 S I R I C T COMPACTED J FABRIC MUST E FLAT SUBCRADE 0 SUBGRADE FOR FULL I- 2' IN WIDTH, FABRIC CONTINUOUS THnUCH 13' BASE COURSE 2 SUBSURFACE DRAINAGE TRENCHES (TYR PERMEABLE AGGREGATE MIN 2\ 12' 1/ PEA G VEL INSTALLATION FORMER 4' PERF. COP TO `ULL DEPTH OF TRENCH CORR. POLY. I I-F, WOODWAY POLY A' PERF. CORR. POLY. OF— 2' CROWN. —T CRAIN TUBING SEE 'NNE D AINAGE SHEU FOR SUBGRADE HIGH SCHOOL �T ELIEV. INFORMATION \�11= V. FIELD rl—'� SYNTHETIC TURF FIELD SECTION IMPROVEMENTS 11, �2 RUBBERIZED SURFACE SECTION NOT TO SCALE NOT TO SCAL, NO S: THE PLASTIC EDGE A,C�oP NA, EE T��APCPA�ILY SET WITH POWER -LOADS PLACED AT THE CONTRACTORS OPTION TO ASSIST IN ESTABUSHING THE PROPER LNE AND 6RACE THIS TEMPORARY HARDWARE MAY R�AIN AFTER FINAL. INSTALLATION. 2. THE CO FACTOR MA� CHOOSE TO UrUZE STEEL POWER-LOND DRIVEN OR RAM -SET CONCRETE ANCHOR NAILS. MINIMUM SHANK I DIAMETER 5/32-, MININ- -EAL/WASHER E—ETER 3/8-. SUFFICIENT LENGTH TO INSURE A MINIMUM 2- EMBEDMENT. NVIDIDUAL CHOPS SHALL IIEVE, I" A I %lu" 111-1 SlEll. 11011 TENSION IN 4OCOP11 CONCRETE AT 2- EMBEDMENT, 2-1/2- ASPHALT FINISH /1111, G 3. ONCE INITIAL LINE AND ADE -AS 'E--;r--,S'A'L'SHE'. INSTALL THE SPECIFIED RAM -SET OR POWiR-LOAO DRIVEN CONCRETE ACT IT PAVING DE 111L) ANC RING NAILS IN —INER CONIE'li 1-H THE APPROVED MANUFACTURERS PRINTED INSTRUCTION AND THE SPECIFIE S N 4. WEDGE ANCHOR TO BE SE7 AT �IDDLE $02 Or EACH BOARD, 30" O.C. MAX.. A-6" FROM ENDS. It 6" BASE 5. MINIMUM REQUIREMENTS FOP CONCRE-E ANCHOR NAIL INSTALLATION DEPTH OF EMBEDMENT; 2" OR AS RECOMMENDED BY THE ANCHOR AGGREGATE SUPPLER, WHICH�l IS GREATER ORIDNIAL SPACING: NO GREATER THAN 21" ON CENTER AND 6' FROM END OF ANY LENGTH OF ct LUM ER. STAGGER THE SPAING OF EAC� ANCHOR UP AND DOWN WITHIN THE MIDDIE ONE-HAIF THE FACE OF THE RECYCLED EDGE 6A HOGAN ANCHOR. C.MlAC' ED s / SU.CRADE r . 21' 21" rl") (TYR) (TYP) U'R-E Powl. - "0/ -AM-s"I I MIDDLE SYNTHETIC TURF EDGE ANCHOR JILOWEP 25- r2 ASPHALT PAVING SECTION 1\ �2 NOT TO �CAL- NOT TO SCALE NI'LL MA PIAL tO 8E FLUSH WITH TOP OF CONCRM CU-9 CONC-EIT CURB TO BE rLUSl WITH ADJACENT INFILLED SYNTHETIC SURFACE -NO-TOOLED (TYP.) WEAKENED PLANE 'UP ADUA-EN1 SURFACE j�Nt 25S DER TH EQUAL (@U" Q�:RNI�Hl STI I I 1 11 1 1 11 1 F1 I I 1\1 I E 3/8- EXPANSION I' akND WITH OF 1111 All GRADE JOINT -L4 2 RG 2- SMOOTH FINISH 6' �1'61CPETE -A—,- THICKNESS 6* CONCRETE PAVING IONE GLYLR�.NE LIG BROOM r-IS-- UGHT ERCOM FINISH INT, SEALATNTT� ��FINISH 'Ns� GRADE 0-8- �C/ I. -DE u 14-16- O.C/ E.W. -0 0 .4 0 4 4 6' CLASS I. BASE 6' CLASS 11 EASE 4 . Is (2) 1, coNT"'Ijous ... ......... .. . E EfA /Q, I= =1 1 45= @SYN'THETIC TURF UXL NDIL E' NS6rN :OIN7 TO BE -ISI�LLED EXF NSION JOINT TO BE INSTALLED AT EDGE ANCHOR I ALL ALL INT FACE BETWEEN CCNCREl- �''.CE BEIEEN C-)ICR -E -AND ALL OP E' �"Nc PAVIN AMID VERTICAL WALL OR EXISTING CONCIF.17 Nl CONCRETE PAVING NOTE Al.l`E�NA.E TOOLED jONTS AND SUBGRADE COMPACT D sjBcRAE' NP D E-1901 101IT' TO- O,C. TO 95% MIN. 95 IN, A CONCRETE PAVING AT EXPANSION &Lta r3 EDGE ANCHOR AT CONCRETE CURB CONCRETE PAVING �2 Ci�) NOT TO SCALE k� �21 NOT TC, SCALE PFRMIT �FT DATE 11-12-14 SCALE NTS D CpW 4 PERVIOUS FINISH c NCRETE PAVING CHECNED As. SLQPE TO ()FLNN Wl GRADE 'P AT . SEEDED NATURAL GRASS ISM FINISHED FADE —T 'T 4 . LIFT PLANTING SOIL BLEND TO 8' 8' PERMEABLE TOTAL DEPTH ol AGGREGATE BASE SITE SECTIONS 4' DEPTH TILLED NATIVE ./SOIL BLEND cc I" I & DETAILS NDISTURBED I i I Li I I I 1 1-1 1 — I ITE SOIL SUBGRADE COMPACTED To 95% MIN. SHEET SEEDED SITE SOIL RESTORATION F-2.1 r4 PERVIOUS CONCRETE PAVING �2 NOT TO SCALE NOT TO SCALE di 0 Table 18. Maintenance Standards and Procedures for Compost -amended Soils. Recommended Frequency' Condition when Maintenance is Routine Needed Action Needed Component Inspection Maintenance (Standards) (Procedures) .. r1a I Soil media A Vegetation not fully covering ground 9 Maintain 2 to 3 inches of mulch over bare areas in landscape beds (maintain high surface or vegetation health is poor * Add plants if sufficient space organic soil 0 Re -seed bare turf areas until the vegetation fully covers ground content) surface Ongoing None (routin e maintenance) Return leaf fall and shredded woody materials from the landscape to the site when possible in order to replenish soil nutrients and structure Ongoing None (routine maintenance) On turf areas, "grasscycle" (mulch -mow or leave the clippings) to build turf health Ongoing None (routine maintenance) Avoiding use of pestic'ides (bug and weed killers), like "weed & feed", which damage the soil A None (routine maintenance) Where fertilization is needed (mainly turf and annual flower beds a moderate fertilization program should be used which relies on compost, natural fertilizers or slow -release synthetic balanced fertilizers Follow IPM protocols for fertilization procedures (see "Additional Maintenance Resources" in Bioretention Facilities section for more information on IPM protocols) Soil media A b Soils become waterlogged, do not appear 9 To remediate compaction, aerate soil, till to at least 18-inch depth, or (maintain to be infiltrating further amend soil with compost and re -till infiltration) 9 If areas are turf, aerate compacted areas and topdress them with 1/4 to 1/2 inch of compost to renovate them 9 If drainage is still slow, consider investigating alternative causes (e.g., high wet season groundwater levels, low permeability soils) 9 Also consider site use and protection from compacting activities Frequency: A= Annually; B= Biannuatly (twice per year); M = monthly; S = Perform inspections after major storm events (24-hour storm event With a 10-year or greater recurrence interval.); W = At Least one inspection/ maintenance visit should occur during the wet season (for debris/cLog related maintenance, this maintenance visit should occur in the early fatL, after deciduous trees have lost their [eaves). b Inspection should occur during storm event. IPM - Integrated Pest Management HERRERA July 2013 82 Guidance Document—W. Washington Low Impact Development (LID) Operation and Maintenance (OEtM) Table 18 (continued). Maintenance Standards and Procedures for Compost -amended Soits. Recommende Frequency Condition when Maintenance is Routine Needed Action Needed Component Inspection Maintenance (Standards) (Procedures) .e . . . . . . . . . . . Erosion/ Scouring A, W, S Areas of potential erosion are visible Identify and address cause of erosion (e.g., concentrate flow entering area, channelization of runoft) and stabilize damaged area (regrade, rock, vegetation, erosion control matting) For deep channels or cuts (over 3 inches in poncling depth), temporary erosion control measures should be put in place until permanent repairs can be made. Grass/ Vegetation A Less than 75% of planted vegetation is e Take appropriate maintenance actions (e.g., remove/ replace healthy with a generally good appearance. plants) * If problem persists, evaluate if vegetation is appropriate for the location (e.g., exposure, soil, soil moisture) Noxious weeds M Listed noxious vegetation is present (refer 9 By law, class A & B noxious weeds must be removed, bagged and (March — October, to current county noxious weed list) disposed as garbage immediately preceding seed * Reasonable. attempts must be made to remove and dispose of dispersal) class C noxious weeds 9 Watch for and respond to new occurrences of especially aggressive weeds such as Himalayan blackberry, Japanese knotweed, morning glory, English ivy, and reed canary grass to avoid invasions It is strongly encouraged that herbicides and pesticides not be used in order to protect water quality; use of herbicides and pesticides may be prohibited in some jurisdictions a Frequency: A= Annually; B= Biannually (twice per year); M = monthly; S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence intervat).; W = At least one inspection/ maintenance visit should occur during the wet season (for debris/clog related maintenance, this maintenance visit should occur in the early fatl., after deciduous trees have lost their leaves). b Inspection should occur during storm event. IPM - Integrated Pest Management July 2013 Guidance Document—W. Washington Low Impact Development (LID) Operation and Maintenance (OEtM) HERRERA 83 0 0 0 9 0 0 0 0 0 0 0 0 0 0 01-000 000 0410000 *0 OLOP 91 It lq'-!'�Q Table 18 (continued). Maintenance Standards and Procedures for Compost -amended Soils. Recommended Frequency a Condition when Maintenance is Routine Needed Component Inspection Maintenance (Standards) Action Needed (Procedures) Ke7n, Weeds M Weeds are present a Remove weeds with their roots manually with pincer -type weeding (March — October, tools, flame weeders, or hot water weeders as appropriate preceding seed 9 Follow IPM protocols for weed management(see "Additional dispersal) Maintenance Resources" in Bioretention Facilities section for more information on IPM protocols) Frequency: A= Annually; B= Biannually (twice per year); M = monthly; S = Perform inspections after major storm events (24-hour storm event with a 10-year or greater recurrence intervat).; W = At least one inspection/ maintenance visit should occur during the wet season (for debris/cLog related maintenance, this maintenance visit should occur in the early fall, after deciduous trees have lost their [eaves). b Inspection should occur during storm event. IPM - Integrated Pest Management HERRERA July 2013 84 Guidance Document—W. Washington Low Impact Development (LID) Operation and Maintenance (OEtM) EXHIBIT E FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS Geotechnical Report NOVEMBER 2014 K6 I-D A H O'G A N a s s o c i a t e d eart h sc i e n ces June 4, 2014 Project No. KE140242A D.A. Hogan and Associates, Inc. 119 V Avenue, South, Suite 110 Seattle, Washington 98104 Attention: Mr. Bob Harding Subject: Subsurface Exploration and Geotechnical Engineering Report Former Woodway High School Sports Field Improvement Project Edmonds, Washington Dear Mr. Harding: Associated Earth Sciences, Inc. (AESI) is pleased to present the enclosed copy of our geotechnical report. This report summarizes the results of our subsurface exploration and geotechnical engineering studies and offers geotechnical recommendations for the design and development of the proposed project. We have enjoyed working with you on this study and are confident that the recommendations presented in this report will aid in the successful completion of your project. Please contact us if you have any questions or if we can be of additional help to you. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Art D. Merrimm�,P.E. Senior Principal Engineer KDM/pc KE140242A2 PrqjecLs\20140242',KE\WP Kirkland Office 1911 Fifth Avenue I Kirkland, WA 98033 P 1425.827.7701 FJ 425.827.5424 Everett Office 12911 Y2 Hewitt Avenue, Suite 2 1 Everett, WA 98201 P 1425,259-0522 F 1425.252.3408 Tacoma Office I 1552.Commerce Street, Suite 102 1 Tacoma, WA 98402 P 1253.722.2992 F 1253.722.2993 www.aesgeo.com (77eotechnicat - Engineering lVater Resowces Divivon mentc-tCAssessirten ts andRemediation .. . ..... Sustctivabre Deveroyment Services ' i'vt" Op GeoCogic -Assessm-ents Serving the Pa'cific JVorthivest Shwe 1981 Subsurface Exploration and Geotechnical Engineering Report C, VA 1 170193 11171MMM fill m ta RJ a I D) I I I, I Kirkland, Washington Prepared for D.A. Hogan and Associates, Inc. Project No. KE140242A June 4, 2014 SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT FORMER WOODWAY HIGH SCHOOL SPORTS FIELD IMPROVEMENT PROJECT Kirkland, Washington Preparedfor: D.A. Hogan and Associates, Inc. 119 1 " Avenue South, Suite 110 Seattle, Washington 98104 Prepared by: Associated Earth Sciences, Inc. 911 5' Avenue Kirkland, Washington 98402 425-827-7701 Fax: 425-827-5424 June 4, 2014 Project No. KE140242A Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Table of Contents TABLE OF CONTENTS Page 1. PROJECT AND SITE CONDITIONS ................................................................ I 1.0 INTRODUCTION ................................................................................... I 1. 1 Purpose and Scope ................................................................................ 1 1.2 Authorization ........................................................................................ 1 2.0 PROJECT AND SITE DESCRIPTION .......................................................... 2 3.0 SITE EXPLORATION .............................................................................. 2 4.0 SUBSURFACE CONDITIONS ................................................................... 3 4. 1 Stratigraphy ............................... : ........................................................ 4 4.2 Geologic Literature ................................................................. I .............. 5 4.3 Hydrology .......................................................................................... 5 4.4 Laboratory Testing .................................................................................. 6 11. DESIGN RECOMMENDATIONS ................................................................... 7 5.0 INTRODUCTION ............................... ................................................... 7 6.0 EROSION HAZARDS AND MITIGATION ................................................... 7 7.0 SITE PREPARATION .............................................................................. 9 7.1 Temporary Slopes ................................................................................ 10 7.2 Permanent Slopes ................................................................................ 10 8.0 STRUCTURAL FILL .............................................................................. 10 8.1 Fill Placement ..................................................................................... 10 8.2 Subsurface Drains (Underdrains) .............................................................. 12 8.3 Subsurface Drain Trenching .................................................................... 12 8.4 Subfield Drainage Aggregate ................................................................... 12. 9.0 FOUNDATIONS .................................................................................... 13 9. 1 Lightly Loaded Foundations .................................................................... 13 9.2 Light Pole Foundation Recommendations ................................................... 13 9.3 Ground Motion ................................................................................... 14 10.0 PROJECT DESIGN AND CONSTRUCTION MONITORING ......................... �. 14 LIST OF FIGURES, Figure 1. Vicinity Map Figure 2. Explorations Figure 3. Explorations/Topography/Geology LIST OF APPENDICES Appendix. Exploration Logs Laboratory Test Results June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projects1.101402421KEW Page i Fortner Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirk -land, Washington Project and Site Conditions 1. PROJECT AND SITE CONDITIONS 1.0 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering study for the proposed Former Woodway High School sports field improvements project in Woodway, Edmonds, Washington (Figure 1, "Vicinity Map"). The site and the approximate locations of the subsurface explorations referenced in this study are presented on the "Explorations" (Figure 2). Furthermore, site geology and light detection and ranging (LiDAR) topography are presented on "Exploration/Topography/Geology" (Figure 3). In the event that any changes in the nature, design, or layout of the project are planned, the conclusions and recommendations contained in this report should be reviewed and modified, or verified, as necessary. 1. 1 Purpose and Scope The purpose of this study was to provide subsurface data and design recommendations for design and development of the proposed Former Woodway High School sports field improvements. This study included a review of, available geologic literature, drilling borings, and performing geologic studies to assess the type, thickness, distribution, and physical properties of the subsurface sediments and shallow ground water conditions. A geotechnical engineering study 'was completed to determine geotechnical recommendations regarding site preparation, structural fill, geotechnical parameters for light poles and buildings, synthetic turf subgrade preparation, and general recommendations for site drainage design. This report summarizes our current fieldwork and offers development recommendations based on our present understanding of the project. 1.2 Authorization Our study was accomplished in general accordance with our proposal dated April 21, 2014. Written authorization to proceed with this study was granted by Mr. Bob Harding of D.A. Hogan and Associates, Inc. (D.A. Hogan) April 29, 2014. This report has been prepared for the exclusive use of D.A. Hogan, the Edmonds School District, and their agents for specific application to this project. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering and engineering geology practices in effect in this area at the time our report was prepared. No other warranty, express or implied, is made. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140:42AZ - Prqjccts1:0140242WDWP Page I Foriner Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Project and Site Conditions 2.0 PROJECT AND SITE DESCRIPTION This report was completed with an understanding of the project based on D.A. Hogan design drawings referenced as F- 1. 1 dated May 11, 2012, provided by the client, and discussions with the client. The present plans call for replacement of the existing natural turf baseball field, football field,- and surrounding cinder track with four new synthetic turf multipurpose soccer/baseball fields surrounded by new rubberized perimeter pathway, a new event area west of the proposed fields, and a 16-pole field -lighting system. The new facility will occupy approximately the same footprint as the existing facility. We anticipate the new fields will be constructed close to the existing grades, with cuts and fills typically less than about 3 feet to establish final grade, though there will be isolated areas with cuts and fills of about 5 feet. To our understanding, the project will be completed in two phases, with phase one encompassing the southern half of the existing field, and phase two continuing development in the northern half of the field. The project area is bordered to the east by the school's parking lot and main building, to the north by residential neighborhoods, and to the south and west by forested slopes of average grades of 2.5H:lV (Horizontal: Vertical), and 6H: IV, respectively. The existing sports fields are relatively flat with natural turf surfacing and a cinder track. Buried utilities, including power and storm, were marked by utility locate and observed in the field. Though power appeared to be located solely in the southern field, storm drains were present in both north and south fields. There are no Critical Aquifer Recharge Areas (CARAs) on or near the site. There are steep slopes just off the site, to the south and northwest, classified as such by Snohomish County's 2012 Buildable Lands Report (BLR). 3.0 SITE EXPLORATION We completed I I hollow -stem auger borings at the locations shown on Figure 2 and Figure 3. The borings were completed by advancing a 4 1/4-inch inside -diameter, hollow -stem auger with a track mounted drill rig. During the drilling process, samples were obtained at 5-foot depth intervals. The exploration borings were continuously observed and logged by a geotechnical engineer from our firm. The various types of soils, as well as the depths where characteristics of the soils changed, are indicated on the exploration logs presented in the Appendix of this report. The exploration logs presented in the Appendix are based on the field logs, drilling action, and inspection of the samples secured. Our explorations were approximately located by measuring from known site features shown on aerial imagery of the site. Because of the nature of exploratory work, extrapolation of subsurface conditions between field explorations is necessary. Differing subsurface conditions may be present due to the random nature of natural June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projects 120140242 IKEI WP Page 2 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Project and Site Conditions sediment deposition and the alteration of topography by past grading and filling. The nature and extent of any variations between the field explorations may riot become fully evident until construction. If variations are observed at the time of construction, it may be necessary to re-evaluate specific recommendations in this report and make appropriate changes. Standard Penetration Test Sampling Disturbed, but representative samples were obtained by using the modified Standard Penetration Test (SPT) procedure. This test and sampling method consists of driving a 2-inch outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer ftee-falling a distance of 30 inches. The number of blows for each 6-inch interval is recorded, and the number of blows required to drive the sampler the final 12 inches is known as the Standard Penetration Resistance ("N") or blow count. If a total of 50 is recorded within one 6-inch interval, the blow count is recorded as the number of blows for the corresponding number of inches of penetration. The resistance, or N-value, provides a measure of the relative density of granular soils or the relative consistency of cohesive soils; these values are plotted on the attached exploration boring logs. The samples obtained from the split -barrel sampler were classified in the field and representative portions placed in watertight containers. The samples were then transported to our laboratory for further visual classification and laboratory testing. Laboratory testing results are presented in the Appendix. 4.0 SUBSURFACE CONDITIONS Subsurface conditions on the project site were inferred from the field explorations conducted for this study, visual reconnaissance of the site, and a review of applicable geologic literature. As shown on the field logs, loose to medium dense fill generally overlies dense to very dense glacial till sediments within the east portion of the study area; in the western portion of the study area, we encountered very stiff to dense weathered till near ground surface, underlain at shallow depths by very dense to hard unweathered till. Very dense glacial outwash was encountered in most borings underlying the till. The following section presents more detailed subsurface information beginning from the youngest (shallowest) to oldest (deepest) sediment types. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE]4024Z42 - Projects �20140_242 WD WP Page 3 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Project and Site Conditions 4. 1 Stratigraphy SodlTopsoil and GrasslTopsoil Sod/topsoil was encountered at ground surface of all explorations borings to a depth of approximately 3 to 6 inches. The sod/topsoil or grass/topsoil is unsuitable for structure and hardscape support. Fill Fill soils (not naturally placed) were encountered in borings EB-4, EB-5, EB-6,.EB-7, EB-9, and EB-1 1. Depths of fill soils are noted on Figure 3. The fill was 4 feet or less in EB-4 and EB-9, but was between 7 and 11 feet in depth in the remaining four borings where fill was encountered. These borings were limited in extent to the southeastern and central -eastern portions of the site, indicating a previous topographic low, likely a stream incision, on the site prior to site development of the existing school. The fill typically consisted of medium stiff to very stiff, moist, mottled gray and brown, silt with little fine sand, few gravel and scattered to abundant organics. The fill appears to have originated from on -site sources of till and outwash based on its textural similarity to the natural soils. Fill/disturbed soil is also expected to be found around buried utilities, foundations/wall backfill areas, and beneath landscape improvements. Based on the variable condition of the near surface fill, the existing fill is not considered suitable for direct support of new fill or structures. Recommendations are presented later in this report to provide support by placement of a 1-foot-thick structural fill blanket over existing fill for support of new fill and structures. Alternatively, the upper foot of the existing fill can be recompacted in place prior to the placement of new fills. Vashon Lodgement Till Vashon lodgement till was encountered in our exploration borings below the topsoil and/or fill. In general, the till consisted of dense to very dense, moist, brownish gray, sand with silt and gravel. The lodgement till may contain cobble- and boulder -size rock at random locations, and we encountered gravel at the base of till in some of the borings. Several thousand feet of ice consolidated this material during the last (Vashon) glacial advance about 15,000 years ago. This resulted in a compact soil possessing high -strength, low -compressibility, and low -permeability characteristics. The dense to very dense, undisturbed lodgement till is generally suitable for support of fill, hardscape, and structures. The till is typically difficult to excavate, but is rippable with large -size equipment. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Prqjecrs�20140_2421KEMT Page 4 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Project and Site Conditions Vashon Advance Outwash We encountered dense to very dense, moist, grayish brown, fine to medium sand with silt contents ranging from silty to few silt underlying the lodgement till in most exploration borings on -site. We interpreted this soil as Vashon advance outwash. The advance outwash was encountered directly underlying the till, at least 7.5 feet below ground surface in some, borings, and not encountered in other borings. Where encountered, the outwash was silty at shallow depths, where in direct contact with the overlying lodgement till. Silt content dropped with depth however, as seen in EB-1, and was generally classified as "few" below 20 feet in depth. Advance outwash sediments were deposited as outwash from rivers flowing from the base of the southward advancing glacial front during the last glacial maximum. The advance outwash has been overridden by about 3,000 feet of ice resulting in a dense to very dense, competent soil mass. This process resulted in a compact soil possessing high strength and relatively low compressibility characteristics. The dense to very dense advance outwash is considered to be suitable for foundation support. Advance outwash soils may be suitable for reuse as structural fill if moisture -conditioned and compacted as detailed in the "Structural Fill" section of this report. Based on the relatively granular, free -draining nature of the advance outwash soil, it may prove economical to stockpile this soil upon excavation and save it for use as select fill. 4.2 Geologic Literature We reviewed the Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington, U.S. Geological Survey (USGS), by J.P. Minard (1983). This publication shows the site area is underlain by Vashon lodgement till with Vashon advance outwash surrounding the site at lower elevations. Geologic mapping at the published scale only shows regional trends in sediment type. Therefore, the boundar , ies between units and sediment type in any given area are sometimes mapped approximately. The mapped geologic units are in general conformance with our findings at the site. 4.3 Hydrology No ground water was encountered in any of the exploration borings at the time of drilling. Ground water conditions should be expected to vary in response to changes in seasonal precipitation, on- and off -site land usage, and other factors. Perched ground water is commonly observed during wet site and weather conditions at sites underlain by lodgement till. Perched ground water occurs where the vertical infiltration of surface water is impeded by low -permeability soils at depths. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projects1201402421KEMP Page 5 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirk -land, Washington Project and Site Conditions Storm Water Infiltration Potential During our site investigation, we explored the possibility for sediments that could potentially serve as storm water infiltration receptors. Fill is considered to be an unsuitable receptor and the lodgement till sediments consist of low -permeability, fine-grained sandy silts which are also unsuitable. Deeper storm water infiltration into the underlying, course -grained Vashon advance outwash appears feasible, and we are available to discuss in-depth infiltration strategies and costs on request. 4.4 Laboratory Testing We selected four of our exploration boring samples for mechanical grain size analysis testing in accordance with American Society for Testing and Materials (ASTM):D 422 and ASTM:D 1140. The results of the laboratory analyses are contained in the Appendix. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projects1201402421KEW Page 6 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Design Recommendations 11. DESIGN RECOMMENDATIONS 5.0 INTRODUCTION It is our opinion that, from a geotechnical standpoint, the proposed field improvements and new light poles are feasible provided the recommendations contained herein are properly followed. Though most of the site is underlain by dense, competent lodgement tilf, on -site loose/medium-stiff fill in the eastern and southeastern portion of the site presents some risk of greater than normal post -construction settlement. For areas where fill is encountered, we recommend replacing or recompacting in place the upper foot of soil from beneath the p proposed drainage fill layer, hardscape areas and beneath foundations for lightly loaded structures with structural fill placed over a compacted subgrade. Grain size testing completed for this study suggests that subsurface soils at this site can be expected to drain very slowly, and therefore, an underdrain system for the new field improvements is warranted. Light pole foundations should be designed with lateral and vertical capacities that are applicable to the materials in which they are embedded. The distribution of subsurface materials at each light pole location is expected to be different. At the time this report was written, preliminary, specific light pole locations have been selected (D.A. Hogan drawing F- 1. 1). 6.0 EROSION HAZARDS AND MITIGATION As of October 1, 2008, the Washington State Department of Ecology (Ecology) Construction Storm Water General Permit (also known as the National Pollutant Discharge Elimination System [NPDES] permit) requires weekly Temporary Erosion and Sedimentation Control (TESC) inspections with turbidity and pH momitoring for all sites 1 or more acres in size that discharge storm water to surface waters of the state. The TESC inspections must be completed by a Certified Erosion ' and Sediment Control Lead (CESCL) for the duration of the construction. TESC reports do not need to be sent to Ecology, but should be logged into the project Storm Water Pollution Prevention Plan (SWPPP). Ecology requires a monthly summary report of the turbidity monitoring results signed by the NPDES permit holder. In order to meet the current Ecology requir7ews a properly developed, constructed, and )eat, t\ maintained erosion control plan consistent with Seatt vtandards and best management erosion control practices will be required for this project ' , A�sociated Earth Sciences, Inc. (AESI) is available to assist the project civil engineer in developing site -specific *erosion control plans. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projects1201402421KEMP Page 7 Fonner Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Design Recommendations Based on past experience, it will be necessary to make adjustnients and provide additional measures to the TESC plan in order to improve its effectiveness. Ultimately, the success of the TESC plan depends on a proactive approach to project planning and contractor implementation and maintenance. Under existing conditions, there is a moderate potential for erosion to occur on the site due to low slopes and the presence of fine-grained deposits to be exposed during site development. The potential for increased erosion during and after construction can be mitigated by following the recommendations listed below. 1. All storm and underdrain water should be tightlined into an approved storm water drainage system or temporary storage facilities. No storm or underdrain water should be allowed to discharge over the slopes south or west of the field. 2. If possible, construction should proceed during the drier periods of the year, and disturbed areas should be revegetated as soon as possible. 3. Clearing beyond the areas to be developed should be avoided. Disturbed areas should be revegetated or covered as soon as possible. 4. Temporary silt fences should be provided along the lower margins of cleared/disturbed areas. 5. Check dams should be provided along any swale or temporary ditches. 6. Temporary sediment catchment facilities should be cleaned out and maintained periodically, as necessary, to maintain their capacity and function. 7. Soils t hat are to be reused around the site should be stored in such a manner as to reduce erosion from the stockpile. Protective measures may include, but are not necessarily limited to, covering with plastic sheeting or the use of straw bales/silt fences around pile perimeters. 8. Temporary construction entrances should be constructed with quarry spalls or equivalent. 9. Inlet protection should be provided for all storm drains within the project disturbance area. It is our opinion that with the proper implementation of the TESC plans and by field -adjusting appropriate mitigation elements (best management practices) during construction, as recommended by the erosion control inspector, the potential adverse impacts from erosion hazards on the project may be mitigated. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE14024242 - Projects 120140242 IKEIWP Page 8 Fonner Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Design Recommendations 7.0 SITE PREPARATION We understand that new site grades will be similar to existing site grades, and that mass grading will be limited to about 3 feet or less of change. In areas of little grade change, we assume that approximately the upper 6 inches to 1 foot of existing soil will be removed from the existing field -prior to constructing the new field and associated underdrains. Site preparation for the field improvements should include removal of the existing track, sod, and topsoil, and regrading to establish design subgrade elevation. Any organic -rich topsoil or organic fill soils exposed during grading should be overexcavated and replaced with structural fill. In areas of deep existing fill depths, we recommend a 1-foot-thick structural fill blanket over existing fill for support. That 1 foot layer can be existing fill soils compacted in place of new structural fills derived from on -site soils or imported granular fill materials. ' We recommend that the surface of the subgrade soils exposed during grading be compacted with a smooth -drum, vibratory roller to at least 95 percent of the modified Proctor maximum dry density, as determined by the ASTM:D 1557 test procedure, and to a firm and unyielding surface. The recommendations contained in this report are intended to reduce the potential for post -construction settlement, but not eliminate it. Elimination of all risk of greater than normal post -construction settlement is not expected to be economically feasible due to the depth of the old fill soils that are potentially prone to consolidation and settlement. The settlement risk mitigation measures recommended in this report are expected to be reasonable to implement and economically viable, but more elaborate settlement risk mitigation measures are possible. We are. available to discuss more aggressive settlement risk mitigation strategies and costs on request. The risk of post -construction settlemeni at this site is difficult to quantify with the existing data, but is expected to be relatively small, on the order of a few inches or less. -After preparing the subgrade, the athletic field and field house area subgrades should then be proof -rolled using a loaded dump truck or other suitable equipment under the observation of the geotechnical engineer. If soft or yielding areas are observed during proof -rolling, additional preparation might be required. Depending on field conditions at the time of construction, additional preparation could include overexcavation and replacement of yielding or excessively organic soils with structural fill, use of a geotextile fabric, soil cement admixture stabilization, or some combinations of these methods. In those areas where geotextiles are used, the geotextile should be overlain by at least 1 foot of structural fill. The amount of overexcavation will depend on the time of year construction occurs, the amount of precipitation during this time, and the amount of care the contractor takes in protecting the exposed subgrade. The on -site soils contain a significant amount of fine-grained material, which makes them moderately moisture -sensitive and subject to disturbance when wet. The contractor must use care during site preparation and excavation operations so that the underlying soils are not softened. If disturbance occurs, the softened soils should be removed and the area brought to June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242AZ - Projects 120140242 WEI WP Page 9 Fonner Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Design Recommendations grade with structural fill. It should be noted that the moisture content of the site soils was visually estimated to typically be above the optimum moisture content for compaction purposes at the time of our study. It may be necessary to aerate site soils during favorable dry weather to reach suitable moisture contents prior to compaction. 7.1 Temporary Slopes Temporary cut slopes into existing fill should be made no steeper than 1.5H:lV. Temporary cut slopes into the native, unweathered lodgement till should be made no steeper than lH:IV. Actual cut slope angles may have to be adjusted depending upon actu al field conditions at the time of construction. WISHA and OSHA regulations should be followed at all times. 7.2 Permanent Slopes We do not anticipate that significant permanent cut and fill slopes will be necessary for this project. However, we provide the following recommendations for utility trench construction and similar situations. Permanent.cut and structural fill slopes should be graded no steeper than 2HAV. Slopes should be hydroseeded as soon as possible after grading. Cut slopes in natural soils that are steeper than 2H: IV may be protected by a rockery or an engineered retaining wall. Rockeries should not be used to face fills unless the fills are reinforced. 8.0 STRUCTURAL FILL Structural fill may be necessary to establish desired grades for the new field and any new utility trench backfill. All references to structural fill in this report refer to subgrade preparation, fill type, placement, and compaction of materials, as discussed in this section. In those areas where existing uncontrolled fill may be present and is free of organics and of suitable grain size and moisture content, we recommend that it be removed, and where appropriate, set'aside forreuse. Our recommendations for the placement of structural fill are presented in the following sections. 8.1 Fill Placement After stripping, excavation, and any required overexcavation have been performed to the satisfaction of the geotechnical engineer/engineering geologist, the upper - 12 inches of exposed ground should be recompacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. If the- subgrade contains too much moisture, adequate recompaction may be difficult or impossible to obtain and should probably not be attempted. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE]4024-'A-' - Projects1201402421KEMP Page 10 Foriner Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Design Recommendations In lieu of recompaction, the area to receive fill should be blanketed with washed rock or quarry spalls to act as a capillary break between the new fill and the wet subgrade. Where the exposed ground remains soft and further overex'cavation is impractical, placement of an engineering stabilization fabric may be necessary to prevent contamination of the free -draining layer by silt migration from below. After the exposed ground is covered with the prescribed geotextile or a free -draining rock course is laid, structural fill may be placed to attain desired grades. Structuralfill is defined as non -organic soil, acceptable to the geotechnical engineer, placed in maximum 8-inch loose lifts, with each lift being compacted to 95 percent of the modified Proctor maximum density using ASTM:D 1557 as the standard. In the case of utility trench filling, the backfill may also need to be placed and compacted in accordance with current local codes and standards. The top of the compacted fill should extend horizontally outward a minimum distance of 3 feet beyond the locations of pavement edges or other structures before sloping down at a maximum angle of 2H: 1 V. The contractor should note that any proposed fill soils must be evaluated by AESI prior to their use in fills. This would require that we have a sample of the material 48 hours in advance of filling activities to perform a Proctor test and determine its field compaction standard. Soils in which the amount of fine-grained material (smaller than the No. 200 sieve) is greater than approximately 5 percent (measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use of moisture -sensitive soil in structural fills should be limited to favorable dry weather conditions. The on -site lodgment till soils generally contained substantial amounts of silt and are considered highly moisture -sensitive. Construction equipment traversing the site when the soils are wet can cause considerable disturbance. If fill is placed during wet weather or if proper compaction cannot be obtained, a select import material consisting of a clean, free -draining gravel and/or sand should be used. Free -draining fill consists of non -organic soil with the amount of fine-grained material limited to 5 percent by weight when measured on the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve. If construction will take place during the winter, or if wet site conditions are expected, consideration should be given to using crushed rock or select fill to create a building pad working surface that is more tolerant of inclement weather. The purpose of the working surface fill would be to limit the potential for damage of moisture -sensitive subgrade soils during wet site or weather conditions. The working surface should consist of a minimum thickness of 6 inches where foot traffic and light equipment is expected. In areas that will experience heavy traffic volume, or extreme loads such as concrete trucks, a minimum thickness of 10 inches is recommended. The select fill should consist of railroad ballast or other suitable crushed rock with minimal fines content. Depending on field conditions, June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projeczs12O14O2421KE1WP Page 11 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirk -land, Washington Design Recommendations geotextile fabric, such as Mirafi 50OX or equivalent might be needed beneath areas where heavy traffic is expected. 8.2 Subsurface Drains (Underdrains) We recommend that a subsurface drainage system be provided below the new field due to the low permeability of the underlying existing fill and till soils. The new underdrain system should consist of perforated, polyvinyl chloride (PVC) pipes, a minimum of 4 inches in diameter, placed approximately 15 to 20 feet apart. The pipes should have an invert of at least 12 inches below grade and be fully enveloped in at least 6 inches of free -draining material containing less than 3 percent fines. The diameter of the drainage material should be larger than the size of the perforations in the drainpipe. The remainder of the drainage trench backfill should consist of free -draining material conforming to the 2012 Washington State Departinent of Transportation (WSDOT) Standard Specifications for Road, Bridge and Municipal Construction Section 9-03.12(4), "Gravel Backfill for Drains", which freely communicates with the. field surfacing. We defer to D.A. Hogan for design of the new athletic field's surfacing material. 8.3 Subsurface Drain Trenching Construction of the subsurface drains will require trenching into the underlying sediments and existing fill. As part of this study, borings were advanced within the existing field to provide preliminary information on *sediment density and ease of trenching. The fill soils are in a loose to medium dense condition and should therefore be backhoe-excavated with limited difficulty. The natural lodgement till soils are in a dense condition and may be difficult to excavate. 8.4 Subfield Drainage Aggregate We anticipate that one or two layers of drainage aggregate will be placed and compacted over the prepared field subgrade and below the turf. The drainage aggregate is a very specialized manufactured product that provides a compactable, stable working surface while maintaining a high minimum infiltration rate. The drainage aggregate should be tested for gradation and approved by D.A. Hogan prior to delivery on -site. Daily sampling and gradation testing during placement is recommended. The material should be kept moist during transport, placement, and compaction to reduce the potential for fines segregation. Once placed and compacted, the material should be field-tested for density and permeability. If field permeability test results are below the minimum project requirements, the material may need to be loosened and recompacted or removed and replaced with materials that meet the minimum permeability requirements. June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projects � 20140242 XE WP Page 12 Former Woodway High School Sports Field Improvement Project Kirk -land, Washington 9.0 FOUNDATIONS 9.1 Lightly Loaded Foundations Subsurface Exploration.and Geotechnical Engineering Report Design Recommendations Existing near surface soils along the eastern and southeastern portions of the site consisted of fill not considered suitable for direct structural support to depths ranging from 3 to I I feet. Till soils encountered near the surface over the rest of the site are considered suitable for structural support. The "Site Preparation" section of this report provides recommendations for placement of a I -foot -thick structural fill blanket beneath field, hardscape, and foundation subgrade in areas where fill is encountered. This will result in existing unsuitable soil remaining below lightly loaded foundations, and a corresponding risk of future settlement. If such risk is not acceptable, all of the unsuitable soil should be removed and replaced with structural fill as defined in this report. Typically, lightly loaded structures such as bleachers would be relatively easy to re -level, and if re -leveling is ever needed, the associated costs would likely be less than the initial cost of removal of all of the unsuitable soil and replacement with new structural fill. We are available to discuss risks and benefits of constructing lightly loaded foundations above unsuitable soil, and approximate anticipated costs of removal and replacement of the existing fill. We recommend that an allowable bearing pressure of 1,500 pounds per square foot (psf) be utilized for near -surface foundations where founded on at least I foot of structural fill prepared under the observation of AESI and in accordance with the "Site Preparation" section of this report. An increase of one-third may be used for short-term wind or seismic loading. It should be noted that the area bounde ' d by lines extending downward at 1H:IV from any bearing pad must not intersect another footing or intersect a filled area that has not been compacted to at least 95 percent of ASTM:D 1557. In addition, a 1.5H:lV line extending down from any bearing pad must not daylight because sloughing or raveling may eventually undermine the footing. Thus, footings should not be placed near the edge of steps or cuts in the bearing soils. Anticipated settlement of bearing pads founded above existing unsuitable soil prepared as recommended in this report should be on the order of 1 to 2 inches. However, disturbed soil not removed from footing excavations prior to footing placement could result in increased settlements. All footing areas should be inspected by AESI prior to placing concrete to verify that the design bearing capacity of the soils has been attained and that construction conforms to the recommendations contained in this report. 9.2 Light Pole Foundation Recommendations We anticipate that light pole foundations for this project will consist of concrete piers cast neat against the sidewalls of drilled holes without the use of forms. The following June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DMGlpc - KE140242A2 - Projecis120140242WEMP . Page 13 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Design Recommendations recommendations assume the light pole foundations will be designed using the passive pressure approach, which is the method most often used on our recent field lighting projects. We are available on request to provide our geotechnical recommendations for field lighting in a manner that is better adapted to other design methods. Lateral loads on the shallow foundation, caused by seismic or transient loading conditions, may be resisted by passive soil pressure against the side of the foundation. An allowable passive earth pressure of 350 pounds per cubic foot (pcf), expressed as an equivalent fluid, may be used for foundations cast neat against very dense, undisturbed lodgement till. An allowable passive earth pressure of 200 pcf may be used for that portion of the foundation embedded within existing fill. Passive resistance should be neglected (truncated) at depths shallower than 2 feet, and should be held constant below a depth of 8 feet. For new structural fill placed around the* poles, a passive earth pressure value of 250 pcf is recommended. All fill must be placed as structural fill and compacted to at least 95 percent of ASTM:D 1557. The light pole foundations will be constructed by drilling into either fill or lodgement till. The presence of woody and/or construction debris below the proposed light pole locations is possible in the existing fill. Lodgement till contains cobbles and boulders. The owner.should be prepared to move the light pole locations if large obstacles, such as construction debris or boulders are encountered. Some drilling contractors can employ specialized drilling equipment to drill through large boulders, but these methods are often time-consuming and/or expensive, and clearing boulders is rarely included in base bid work. 9.3 Ground Motion Structural design of the project should follow 2012 International Building Code (IBC) standards using Site Class "D" in accordance with Table 1613.5.2. 10.0 PROJECT DESIGN AND CONSTRUCTION MONITORING We are available to provide additional geotechnical consultation as the project design develops and possibly changes from that upon which this report is based. We recommend that AESI perform a geotechnical review of the plans prior to final design completion. In this way, our earthwork and foundation recommendations may be properly interpreted and implemented in the design. We are also available to provide geotechnical engineering and monitoring services during construction. The integrity of the new field subgrade and light pole structures depends on proper site preparation and construction procedures. In addition, dngineering decisions may have to be made in the field in the event that variations in subsurface. conditions become June 4, 2014 ASSOCIATED EARTH SCIENCES, -INC. DMGlpc - KE14024ZA2 - Projects1201402421KEIWP Page 14 Former Woodway High School Sports Subsurface Exploration and Field Improvement Project Geotechnical Engineering Report Kirkland, Washington Design Recoinniendations apparent. Construction monitoring services are not part of this current scope of work. If these services are desired, please let us know, and we will prepare a cost proposal. We have enjoyed working with you on this study and are confident that these recommendations will aid in the successful completion. of your project. If you should have ally questions or require further assistance, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Danika M. Globokar, E.I.T., G.I.T. Senior Staff Engineer. Kurt D. Merriman, P.E.- Senior Principal Engineer June 4, 2014 ASSOCIATED EARTH SCIENCES, INC. DA-IGIpc - YE14024-IA2 - Projects1_101402421KE1147P Page 15 c�\ 2- :-32" X� lid. 3 J t r Edwa -d' fly Te It d'T tf, 7 Z7 47 4., - -:7 7 A 3 . . . . ........... x FE -3 J;l rt.. Ugtit T 041 anki -J. all & 'co 0� stil, t Z� v. E Al J", 5 3:1 JA v, A ru - r7l,.. 7 0 1000 2000 opy right 2 l,' 5ti.. ec Z 2 (L NOTE: BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY FEET REFERENCE: USGS REDUCE ITS EFFECTIVENESS AND LEAD TO INCORRECT INTERPRETATION. FIGURE 1 a o c. i VICINITY MAP earth s c i e n ces DATE 5/14 FORMER WOODWAY HIGH SCHOOL EDMONDS, WASHINGTON PROJ. NO. KE140242A no -4ft C3 E �. 00� k, w m 0 100 200 2 NOTE� BLACK AND WHITE REPRODUCTION OF THIS COLOR ORIGINAL MAY FEET REFERENCE SING, SNOHOMISH CO. REDUCE ITS EFFECTIVENESS AN -LEAD 10 INCORRECT INTERPRETATION EXPLORATIONS FIGURE 2 FORMER WOODWAY HIGH SCHOOL DATE 5114 EDMONDS, WASHINGTON PROJ. NO. KE140242A w . A, < Af V �N J- J, LT J' C' Z. p Q ---------- 7 r t X C) A "a7 If t ?4 All A i LEGEND Ovt Ova CONTACT 0 BORING LOCATION c0l LABELED 00TH E _LEVATION FROM DEM N DEPTH OF FILL IN FEET I NOTIF —35& WA Stat Pl— N.'� S"s— FIPS 460le 'n th. �,AO83( APN)!NAVD�9 a... N TE: BLACKAND �ITE REPRODUCTION OF THIS COLOR ORIGINAL MAY FE ET REFERENCE: PSLC. WADNR, SNOHOMISH CO REDUCE ITS EFFECTVENESSANni PAo - INCORR-T INTERPRETATION. FIGU E 3 EXPLORATION / TOPOGRAPHY / GEOLOGY r t h c a DATE 51'4 FORMER WOODWAY HIGH SCHOOL 4 J EDMONDS, WASHINGTON PROJ. NO. KE140242A_ A APPENDIX I Exploration Logs Laboratory Test Results 0 C; 0'� 0, Well -graded gravel and Terms Describing Relative Density and Consist6ney LL C' 0 GW gravel with sand, little to Density SPT"'blows/foot a) 0 . no fines Very Loose 0 to 4 Coarse- > P M 0 a) 1_R . LO mi Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols � 0 � 0, 0 0 C 0 0 00--o GP Poorly -graded grave I CO 00 coo and gravel with sand, Dense 30 to 50 0 0 c; "00 00000 00000 little to no fines Very Dense >50 G = Grain Size Z 0 20-02 1 (2 M = Moisture Content )blows/foot * Silty gravel and silty Z C) a LO 0 Consistency SPT A = Atterberg Limits 0 a C t GM gravel with sand Very Soft 0 to 2 C = Chemical Fine - C 0 - 01 Soft 2 to 4 DD = Dry Density Grained Soils iz Medium Stiff 4 to 8 K Permeability B 2 W _1 stiff 8 to 15 CD �p Clayey gravel and Very Stiff 15 to 30 75 GC clayey gravel with sand Hard >30 e > M C, LO Component Definitions Well -graded sand and Descriptive Term Size Range and Sieve Number 4 a) 0 SW sand with gravel, little Boulders Larger than 12" 0 LL to no fines Cobbles 3'to 12" W 12 M LL "Z Gravel 3"to No. 4 (4.75 mm) - -': .*,..*. "'" Poorly -graded sand 0 > _. M1 SP Coarse Gravel 3" to 3/4" L) 'T co and sand with. gravel, Fine Gravel 3/4" to No. 4 (4.75 mm) 16 2 little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) 0 0 2 Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) 6 I 2 U) 00) SM Silty sand and s and Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) silty with Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) ca 0 0 cc EL C:, I... W S LL gravel Silt and Clay Smaller than No. 200 (0.075 mm) LO '10 X Sic Clayey sand and 0) Estimated Percentage Moisture Content r cc clayey sand with gravel Percentage by Dry - Absence of moisture, (n Component Weight dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Silt, sandy silt, gravelly silt, (D C) ML silt with sand or gravel Few 5 to 10 moisture > LO Little 15 to 25 Moist - Damp but no visible .2? C '2 With Non -primary coarse water Clay of low to medium cc constituents: > 15% Very Moist - Water visible but N 0 /700A plasticity; silty, sandy, or Fines content between not free draining _Z M in CIL gravelly clay, lean clay 5% and 15% Wet -Visible free water, usually from below water table Cn Organic clay or silt of low Symbols 2 OL plasticity Blows/6" or 0 2 Sampler portion of 6" Cement grout -9 Type surface seal Elastic clayey silt, 7- silt, silt 2.0" OD 10/ Sampler Type MH with micaceous or Split -Spoon 15 Description ,jon (A4) (4) Bentonite sea] 0 (02 diatomaceous fine sand or silt 20 Sampler 3.0" OD Split -Spoon Sampler - Filter pack with 0 a 6 (SPT) 3.25" OD Split -Spoon Ring Sampler (4) blank casing Clay of high plasticity, (0 0 0 .0 LO C CH sandy or gravelly clay, fat Bulk sample 'ple 3.0" OD Thin -Wall Tube Sampler section Screened casing m E 3 clay with sand or gravel (including Shelby tube) Z or Hydrotip with filter pack .2 mple Grab Sampl End cap SF Organic clay or silt of Portion not recovered iz OH medium to high 4 it) Percentage by dry weight Depth of ground water plasticity (2) (SPT) Standard Penetration Test T_ ATD = At time of drilling (AS M D-1 586) a Static water level (date) (3) In General Accordance with Peat, muck and other M ca 21 cun) PT highly organic soils 5 Standard Practice for Description ) Combined USCS symbols used for 0 and Identification of Soils (ASTM D-2488) fines between 5% and 15% 0 Classifications of soils in this report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an identification guide for the Unified Soil Classification System. a s s o c 1 a t e d earth sciences EXPLORATION LOG KEY FIGURE Al 0 i n c o,r p o r a t e d C c U A Associated Earth Sciences, Inc. Exploration Loa Project Number Exploration Number Sheet KE140242A EB-1 1 of 2 Project Name Former Woodway High School Ground Surface Elevation (ft) 391 Location Edmonds, WA Datum NIA Driller/Equipment Geologic Drill. Inc. I Tack Mounted Rig (D50) Date Start/Finish 5114114 114114 Hammer Weight/Drop 140# 30" Hole Diameter (in) (n .2-3 CL E .2 > Blows/Foot 'L CD S E T cu 2 5, E 2 16 ca U) DESCRIPTION 0 10 20 30 40 Sod and Topsoil Vashon Lodgement Till 5 S-1 Very stiff, very moist, grayish brown, fine sandy SILT, little gravel, few to 9 8 Al 27 trace medium sand; unsorted (ML). 19 10 Top half of sample. As above. 20 S-2 1 25 32 J'57 Vashon Advance Outwash Bottom half of sample. Very dense, slightly moist, grayish brown, silty fine to medium SAND, little to few gravel, beds of fine sandy SILT and fine to medium SAND, with silt; thinly bedded (SM). Driller notes encountering cobbles and boulders. 15 S-3 Very dense, moist to very moist, grayish brown, medium SAND, little silt, 13 23 56 little to few fine sand, trace gravel; bedded (SM-SP). 33 20 S-4 Very dense, moist to very moist, grayish brown, medium SAND, little fine 25 A 1501E sand, few coarse sand, little silt, few fine gravel, 3 to 6 inches of medium to O/E coarse sand, few silt, and fine sand, little silt; bedded (SM-SP). Coarse -grained beds are very moist due to perched water. 25 Very dense, moist, grayish brown, fine to medium SAND, few fine gravel, 291 S-5 little silt; thickly bedded (SM-SP). 30 80 O/E Driller notes occasional 6 inch thick lenses of gravel from 25 to 35 feet. 30 S-6 Yery dense, moist to very moist, grayish brown, fine to medium SAND, little 16 A 150/1 silt, little gravel; bedded: coarser beds (3 to 5 inches thick) over fine grained beds contain perched water (SM-SP). 35 Very dense, very moist, grayish brown with small spot of orange mottling, 25 S-7 fine to medium SAND, little silt, few fine to coarse gravel; bedded (SM-SP). 42 1192/ 1" Sampler Type (ST): Ffl 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M) Ring Sample �Z Water Level() Approved by: Grab Sample Z Shelby Tube Sample -T Water Level at.time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Log F777 777-1 RE LL--J L�� Project Number Exploration Number Sheet KE140242A EB-1 2 of 2 Project Name Former Woodway High School Ground Surface Elevation (ft) 391 Location Edmonds, WA Datum NIA Driller/Equipment Geologic Drill, Inc. Tack Mounted Rig (D50) Date Start/Finish 511411415/14114 Hammer Weight/Drop 140# 30" Hole Diameter (in) 8 cx, aE >= 4) -3 �e in Blows/Foot U) Q) cl S E T 2 5, 0 cO E 0 -Z6 0 U) DESCRIPTION U 3: 10 20 30 40 As above, few silt, trace gravel. 26 S-8 40 901,01, 01 Bottom of exploration boring at 41.5 feet No ground water encountered 45 50 55 60 65 70 75 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M) Ring Sample -7 Water Level Approved by: Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Loa Project Number Exploration Number Sheet tH! KE140242A EB-2 1 of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 391 Location Edmonds, WA Datum N/A Driller/Equipment Geologic Drill, Inc. Tack Mounted Rig (D50) Date Start/Finish 5114114.5114114 Hammer Weight/Drop 140# 30" Hole Diameter (in) S E C: 2) > cn Blows/Foot a) s E T 2 5, E 0 DESCRIPTION 3: 1 �O 20 30� 4.0 0 o an opsoi Vashon Lodgement Till 5 S-1 Very stiff, slightly moist, brown with occasional orange moftling, SILT, little 9 14 429 sand, little fractured gravel; unsorted (ML). 15 10 S-2 25 17 A34 Vashon Advance Outwash Hard, moist, grayish brown, fine to medium sandy SILT, little gravel; 17 unsorted from 10 to 10.5 feet, faintly bedded from 10.5 to 11.5 feet. Large gravel crushed in sampler (ML). 15 S-3 Dense, moist to very moist, grayish brown, fine to medium SAND, little to 10 A3! few gravel, little silt; thinly bedded with coarse -grained be.ds containing 13 .-\perched water (SM). 22 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) F] No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) 1] Ring Sample Water Level Approved by: Grab Sample Z Shelby Tube Sample T Water Level at time of drilling (ATD) Associated, Earth Sciences, Inc. Exploration Loa U EF] &I K� �� Project Number Exploration Number Sheet KE140242A EB-3 1 of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 391.1 Location Edmonds, WA Datum NIA Driller/Equipment GeoloQic Drill. Inc. I Tack Mounted Rig (D50) Date Start/Finish .5,114/14 .5,114114 Hammer Weight/Drop 140# 30" Hole Diameter (in) U) 2 o- o- (D 'a > a) —J (0 Blows/Foot U) 1�5 CD F- S E E 2 5, T m U) 0 u) DESCRIPTION 0 76 ca --S 0 10 20 30 40 Sod and Topsoil Vashon Lodgement Till 5 Hard, moist, brown with occasional spots of orange mottling, SILT, little 13 S-1 fine sand, little fractured gravel: unsorted (ML) 20 57 37 10 S-2 As above. 321 150/ 5 /5 .5" 15 S-3 As above, fractured g pj(�r Lip. ravel stuck in_s�Lm 34 35 Ak85 50 Bottom of exploration boring at 15.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): FJJ 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG FH Y OD Split Spoon Sampler (D & M) U Ring Sample -7 Water Level Approved by: 5 Grab Sample Z Shelby Tube Sample -T- Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Loa 150 El El 9 21`� Project Number Exploration Number Sheet 1 KE140242A EB-4 1 of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 390 Location Edmonds, WA Datum N/A Driller/Equipment Geologic Drill. Inc. Tack Mounted Rig (D50) Date Start/Finish 5111411415114114 Hammer Weight/Drop 140# 1-30" Hole Diameter (in) g .2 .2-6 =.a C .2 = '6 a) > 0 J �2 Blows/Foot CD cx E cL E 2 >, 0-a 3: E �i -;6 0 T m 0 v) DESCRIPTION 0 Q 3: co 10 20 30 40 0 Sod and Topsoil Fill Driller notes soft soil from 0.5 to 4 feet. Vashon Lodgement Till 5 Hard, slightly moist, grayish brown, SILT, few sand, few to little gravel; 31 S-1 unsorted (ML). 35 'L85/ 1" 0/e Drilled notes less gravel at 8.5 feet. Vashon Advance Outwash 10 Dense, slightly moist, grayish brown, fine to medium SAND, little gravel, 15 S-2 few silt; thickly bedded (SM-SP). 18 40 22 15 Very dense, slightly moist, grayish brown, fine to medium SAND, little 22 S-3 gravel, few silt; bedded (SM). 29 63 34 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): M 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M) Ring Sample Water Level Approved by: Grab Sample Z Shelby Tube Sample Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Log 244� Project Number Exploration Number 1 s heet I - KE140242A EB-5 1 of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 396.3 Location Edmonds, WA Datum N/A Driller/Equipment Geologic Drill, Inc. Tack Mounted Rig Date Start/Finish 5/14114 5 Q50) 5114/14 Hammer Weight/Drop 140# 30" Hole Diameter (in) CL -6 CL E >0 -J Zo Blows/Foot S E T 2 5, 3: E 0 t -�5 .0 M DESCRIPTION 3: 10 20 40 0 Sod and Topsoil Fill 5 S-1 Very stiff, moist, brown with orange and occasional black mottling, fine 6 IL21 sandy SILT,little gravel, few medium to coarse sand, scattered bark and 7 charcoal fragments; unsorted (ML). 14 Vashon Lodgement Till 10 Hard, moist, grayish brown with occasional orange mottling, SILT, with fine 13 T S-2 sand little gravel; unsorted from 10 to 11 feet, faintly bedded 11 to 11.5 19 A42 �F� e t (M L). 23 Vashon Advance Outwash 15 S-3 Dense, moist, brown, silty medium SAND, few to trace coarse and fine 15 sand, little gravel; very faintly bedded to possibly unsorted (SM). 20 A44 24 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) U Ring Sample �Z Water Level() Approved by: Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. I . Exploration Log F__7 Eil r____1 Ka L�__J — Project Number Exploration Number Sheet KE140242A EB-6 1 of I Project Name Former Woodway High School Ground Surface Elevation (ft) 397.5 Location Edmonds, WA Datum NIA Driller/Equipment Geologic Drill, Inc. Tack Mounted Ri (D50) Date Start/Finish 5114114.5114114 Hammer Weight/Drop 140# 130" Hole Diameter (in) (n C .2 (1) _J 'Di Blows/Foot 'E'L cL S E E 5, E Z5 ?: 0 T m C* 0 cO DESCRIPTION 0 0 1 3: co 10 20 30 40 Sod and Topsoil Fill 5 Medium stiff, moist, mottled gray, brown and grayish brown, SILT, little 3 S_1 and, fine gravel, scattered organics; unsorted (ML). 2 A6 4 Vashon Lodgement Till 10 Hard, moist, grayish brown, fine to medium sandy SILT, with gravel: 20 S-2 unsorted (ML). 30 A159. 29 15 Very dense, moist, brown, silty fine to medium SAND, little to with gravel- -\u ' 20 S-3 �!�o� from 15 to 15.5 feet, faintl bedded from 15.5 to 16.5 feet (SML J_ 26 A 54 Vashon Advance Outwash 28 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): 2" OID Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M) Ring Sample �Z Water Level Approved by: Grab Sample Z Shelby Tube Sample -T Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Loci [721 [E 5`0 Ka 24�� Project Number Exploration Number J Sheet KE140242A EB-7 I of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 401.7 Location Edmonds, WA Datum N/A Driller/Equipment Geologic Drill, Inc. Tack Mounted Rig (D50) Date Start/Finish 5114114.5114/14 Hammer Weight/Drop 140# 30" Hole Diameter (in) t9 En 2 CL E C 0 '16 0) > 0 _J �e cn Blows/Foot co �(u s E T ED- 2 5, u) E 0 0 Fh U) DESCRIPTION 0 10 20 30 40 0 Sod and Topsoil Fill 5 Stiff, moist, brown and gray, SILT, with fine sand, few gravel, scattered 6 S_J organics; thin beds of gray and brown, otherwise unsorted (ML). 6 10 4 10 Driller notes soil has firmed up. S-2 Stiff, moist, gray, SILT with fine sand, trace gravel; unsorted (ML). 6 A33 14 22 Vashon Lodgement Till Very stiff, moist, grayish brown, fine sandy SILT, few gravel; unsorted (diamict texture) (ML). 15 Very stiff, slightly moist, grayish brown, SILT, little fine sand, few to little S-3 ravel; unsorted (ML). 23 70 Vashon Advance Outwash 47 �Very dense, moist, grayish brown, fine to medium SAND, little silt-, thinly �bedcled Bottom of exploration boring at 16.5 feet 20 No ground water encountered 25 30 35 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M) U Ring Sample -7 Water Level Approved by: Grab Sample Z Shelby Tube Sample T- Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Loci 17� EJ K�d F4311 L J Project Number Exploration Number Sheet L-f [I,. X � 4 KE140242A EB-8 1 of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 401.9 Location Edmonds, WA Datum N/A Driller/Equipment GeokQ� Drill, Inc. I Tack Mounted Rig (D50) Date Start/Finish .551141141,5114114 Hammer Weight/Drop 140# 130" Hole Diameter (in) 8 cL -d �Cn cL = CD -J Co -12i Blows/Foot E T E 2 5, 0 u) 3: E 0 0 co (mn DESCRIPTION 0 3: 10 20 30 40 0 Sod and Topsoil Vashon Lodgement Till 5 Hard, moist, brownish gray, SILT, little sand, little gravel; unsorted (ML). 15 S-1 25 A 158 33 Vashon Advance Outwash 10 S-2 Dense, moist, brownish gray, silty fine to medium SAND, with gravel; faintly 13 thinly bedded (SM). 14 16 30 15 Very dense, slightly moist to moist, brown, fine to medium SAND, little silt, 24 S-3 little gravel; bedded (SM-SP). 26 54 28 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) F] No Recovery M - Moisture Logged by: DMG 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level Approved by: 5 Grab Sample Shelby Tube.Sample Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Log E7721 U] rL�72Q Ka Project Number Exploration Number Sheet 111:71�F KE140242A EB-9 1 of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 399.4 Location Edmonds. WA Datum b] /A Driller/Equipment Geologic Drill, Inc. Tack Mounted Rig (D50) Date Start/Finish 5/114/14.5114114 Hammer Weight/Drop 140# 130" Hole Diameter (in) S cn C 2 ='CD '@ >= a) Co —J —'U) Blows/Foot 12 Zn CD CL E :0- E , 5, a)— 3: 0. E ?. — 0 T (nm 0 u) DESCRiPTION o — 10 20 30 40 Sod and Topsoil Fill Driller notes soft soil. Vashon Lodgement Till 5 Very stiff, moist, grayish brown with occasional orange mottling, SILT, with S_J fine sand, little gravel; unsorted (ML). .6 9 21 12 10 S-2 Medium dense, moist, grayish brown, silty fine SAND, little gravel; unsorted 14 A2! -,from 10 to 11 feet, faintly bedded from 11 to 11 5 feet (SM) 12 13 Vashon Advance Outwash 15 Very dense, moist, grayish brown, silty fine to medium SAND, little gravel; 22 S-3 faintly bedded (SM). 30 A58 28 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 i Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) F] No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M) U Ring Sample Water Level Approved by: Grab Sample Z Shelby Tube Sample T Water Level at time of drilling (ATD) C c a U LL Associated Earth Sciences, Inc. Exploration Loa EO 5] Project Number Exploration Number Sheet 2-J &-r2;�J 1-11-�&"` KE140242A EB-10 1 of 1 Project Name Former Woodwav Hiah School Ground Surface Elevation (ft) 397.6 Location Edmonds, WA Datum -NLA- Driller/Equipment Geologic Drill. Inc. I Tack Mounted Rig (D50) Date Start/Finish 5/15/14.5/15/14 Hammer Weight/Drop 140# 130" Hole Diameter (in) 8 (n 2 cL 2-6 *= .0 cx E C: 0 = —CD W'a -J Blows/Foot "L a) E T m 2 0 E o M U) DESCRIPTION o 3: 10 20 30 40 0 Sod and Topsoil Vashon Lodgement Till 5 Very stiff, moist, grayish brown, SILT, with fine sand, few gravel; unsorted 7 S_1 (ML). 11 A" 7 116 10 Very dense, moist, grayish brown, silty fine SAND, with gravel; unsorted 21 S-2 (SM). 24 50 26 15 3-3 As above. Gravel lodged in sampler tip. 43 A L74 34 40 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M)' Ring Sample �Z Water Level Approved by: Grab Sample Shelby Tube Sample-T Water Level at time of drilling (ATD) Associated Earth Sciences, Inc. Exploration Log F77771 [E r,---1 L� E�d Project Number Exploration Number Sheet KE140242A EB-1 1 1 of 1 Project Name Former Woodway High School Ground Surface Elevation (ft) 397.5 Location Edmonds, WA Datum NIA Driller/Equipment Geologic Drill, Inc. /Tack Mounted Rig Q50) Date Start/Finish Hammer Weight/Drop 140# 30" Hole Diameter (in) U) cL cL E 0 =Z Z >: J Blows/Foot S E T 12 E cu �c U) DESCRIPTION 0 03. co 10 20 30 40 0 Sod and Topsoil Fill S-1 Original sample fell out of sample tube. Resampled interval using 3 inch 6 ID sample tube. Bedding is disturbed. 5 Loose, moist, brown, fine to medium SAND, little silt, few gravel; unsorted 3 Vashon Lodgement Till 10 S-2 Hard, moist, grayish brown, SILT, with gravel, with fine sand; unsorted 17 (ML). 20 A17 27 Vashon Advance Outwash 15 S-3 Dense, moist, grayish brown, fine to medium SAND, with silt, little gravel; 10 bedded 3 to 6 inch beds of medium sand, few silt, and fine sandy silt (SM). 14 A33 22 Bottom of exploration boring at 16.5 feet No ground water encountered 20 25 30 35 Sampler Type (ST): 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: DMG Y OD Split Spoon Sampler (D & M) Ring Sample Water Level() Approved by: Grab Sample Z Shelby Tube Sample -y- Water Level at time of drilling (ATD) GRAIN SIZE ANALYSIS - MECHANICAL Date Sampled Project Project No. Soil Description 5/14/2014 Former Woodway HS KE140242 SAND with silt, little gravel Tested By Location EB/EP No TDepth Intended Use / Specification GM Onsite EB-1 115' Wt. of moisture wet sample + Tare 198;17 Total Sample Tare 408.26 Wt. of moisture dry Sample + Tare 186.9 Total Sample wt +tare 997.29 Wt. of Tare 100.92 Total Sample Wt 589.0 Wt. of moisture Dry Sample 85.98 Total Sample Dry Wt 520.8 Moisture % 13% Specification Requirements Sieve No. Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 0 - 100.00 - - 3 76.1 0 - 100.00 - - 2.5 64 0 - 100.00 - - 2 50.8 0 - 100.00 - - 1.5 38.1 0 100.00 - 1 25.4 0 100.00 3/4 19 0 - 100.00 3/8 9.51 7.95 1.53 98.47 #4 4.76 29.27 5.62 94.38 #8 2.38 46.98 9.02 90.98 #10 2 52.18 10.02 89.98 #20 0.85 105.26 20.21 79.79 #40 0.42 269.29 51.71 48.29 #60 0.25 374.69 71.95 28.05 #100 0.149 1 403.59 77.50 22.50 #200 0.074 1 409.38 78.61 21.39 US STANDARD'SIEVE NOS. 3" 3/4" NO.4 NO.16 NO.40 NO.200 100 80 60 LL 40 20 0 100 10 1 0.1 0.01 W 0 a Gravel Sand Silt and Clay Coarse I Fine Coarse Medium Fine Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave., Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL Date Sampled Project 5/14/2014 Former Woo Tested By Location GM Onsite Wt. of moisture wet sample + Tare Wt. of moisture dry Sample + Tare Wt. of Tare Wt. of moisture Dry Sample Moisture % Project No. Soil Description SAND with silt and gravel HS KE140242 EB/EP No Depth Intended Use / Specification EB-1 120' 206.8 Total Sample Tare 518.i3 196.57 Total Sample wt +tare 1058.24 100.47 Total Sample Wt 539.4 96.1 Total Sample Dry Wt 487.5 11% 0 Specification Requirements i Sieve No.' Diam. (mm) Wt. Retained (g) % Retained % Passing Minimum Maximum 3.5 90 0 100.00 - 3 76.1 0 100.00 - - 2.5 64 0 100.00, - - 2 50.8 0 100.00 - - 1.5 38.1 0 100.00 - - 1 25.4 0 100.00 3/4 19 0 100.00 3/8 9.51 12.76 2.62 97.38 #4 4.76 50.17 10.29 89.71 #8 2.38 91.59 18.79 81.21 #10 2 103.73 21.28 78.72 #20 0.85 186.25 38.20 61.80 #40 0.42 305.1 62.58 37.42 #60 0.25 376.23 77.17 22.83 #100 1 0.149 402.55 82.57 17.43 #200 1 0.074 409.26 83.94 16.06 0 US STANDARD SIEVE NOS. 3" 3/4" NOA NO. 16 NO.40 NO.200 100 F" 80 60 0 40 CL 20 0 100 10 1 0.1 0.01 Gravel Sand Silt and Clay Coarse I Fine Coarse Medium Fine Grain Size, mm IF ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave.,- SuiteJ 00 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 0 F 1W GRAIN SIZE ANALYSIS - MECHANICAL Date Sampled Project Project No. Soil Description 5/14/2014 Former Woodway HS KE140242 SAND with gravel, little silt Tested By Location EB/EP No Depth 125* Intended Use / Specification GM Onsite EIB-1 Wt. of moisture wet sample + Tare 228.02 Total Sample Tare 294.43 Wt. of moisture dry Sample + Tare 218.32 Total Sample wt +tare 806.59 Wt. of Tare 97.82 Total Sample Wt 512.2 lip Wt. of moisture Dry Sample 120.5 Total Sample Dry Wt 474.0 0 ,Moisture % 8% Specification Requirements Sieve No. Diam. (mm) Wt.Retained_WL %Retained % Passing Minimum Maximum 3.5 90 0 100.00, - - 3 76.1 0 100.00 - - 2.5 64 0 100.00 - - 2 50.8 0 100.00 - - 1.5 38.1 0 100.00 - - 1 25.4 0 100.00 3/4 19 0 100.00 3/8 9.51 16.08 3.39 96.61 #4 4.76 49.24 10.39 89.61 #8 2.38 78.61 16.58 83.42 #10 2 85.38 18.01 81.99 #20 0.85 132.54 27.96 72.04 #40 0.42 252.44 53.26 46.74 #60 0.25 358.38 75.61 24.39 #100 0.149 392.66 1 82.84 17.16 r-#200 0.074 1 401.5 1 84.70 1 15.-30 1 1W 0 US STANDARD SIEVE NOS. 3" 3/4" NO.4 NO.16 NO.40 NO.200 0 100 80 0 60 LL Ft I, 40 20 0 E, 100 10 1 0.1 0.01 Gravel Sand ilt and Clay Coarse I Fine Coa Medium T7�ne Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave., Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 GRAIN SIZE ANALYSIS - MECHANICAL 0 F- -I L -A Date Sampled 5/14/2014 Project Former Woodway HS Project No. KE140242 Soil Description SAND with gravel, little silt Tested By GM Location Onsite EB/EP No EB-1 Depth 130' Intended Use / Specification Wt. of moisture wet sample + Tare 200.26 Total Sample Tare Total Sample wt +tare Total Sample Wt Total Sample Dry Wt 518.36 1002.33 484.0 426.3 Specification equirements Wt. of moisture dry Sample + Tare 188.35 Wt. of Tare 100.38 Wt. of moisture Dry Sample, 87.97 Moisture % 14% Sieve No. Diam. (mm) Wt. Retained (q) % Retained % Passing Minimum Maximum 3.5 90 0 - 100.00 3 76.1 0 - 100.00 2.5 64 0 - 100.00 2 50.8 0 - 100.00 1.5 38.1 0 - 100.00 1 25.4 0 - 100.00 3/4 19 36.57 8.58 91.42 3/8 9.51 50.05 11.74 88.26 #4 4.76 76.02 17.83 82.17 #8 2.38 92.59 21.72 78.28 #10 2 96.13 22.55 77.45 #20 0.85 116.16 27.25 72.75 #40 0.42 181.04 42.47 57.53 #60 0.25 314.33 73.74 26.26 #100 0.149 363.61 1 85.30 14.70 -#200 0.074 374 1 87.74 12.26 100 80 --- 60 40 20 i 0 �-1 100 US STANDARD SIEVE NOS. 3" 3/4" NOA NO.16 10 I NO.40 NO.200 0.1 0.01 Gravel Sand, Silt and Clay Coarse I ine Coarse Medium I Fin e Grain Size, mm ASSOCIATED EARTH SCIENCES, INC. 911 5th Ave., Suite 100 Kirkland, WA 98033 425-827-7701 FAX 425-827-5424 S� CAP ALL ENDS OF LATERAL TUBING PEA GRAVEL 3' MIN PERMEABLE STRUCTURAL Z.RIl PDLI TUIFINIGI SOIL BEARING FABRIC VARIES IN LENGTH SUBSURFACE DRAINAGE DROP -TEE CONNECTION NOT TO SCALE 4 - PERFORATED CORRUGATED P LATERAL DRAIN TUBING SEE PLAN FOR SLCPE 2* .1. 17_T .PACTED SU3GRAOE 4' ADS INSIDE C UPLER 12' X 1 2* X 4* PRE-OLDED TEE 12 CPEP COLLECTOR FO INVERT ELEVATIONS SEE DRAINAGE SHEET PEA Y MIN. p, \\-COMPACTED SUBGRADE RING FABRIC SUBSURFACE DRAINAGE LATERAL \L2�NOT TO SCALE 2 SURFACE VARIES -\ LOCKIN G CAST IRON F�E � GRAFE (18 X 21-) GROUT ALL PIPE WATERTIGHT ON BOTH IDES OF CATCH BASI (TYP.) PRECAST CONCRETE C.B.I. INTERNAl. DI.ENSONS= 26'L X 22. X �'D RN AD,JUSTUENT RISER(S) AS REOUIRFD 4' MIN. 6' GRAVEL . . . . . . . . . . . . . . . s I'D INVIERT E-108S 34 SEE DRAINAGE SHEET �3 TYPE 1 CATCH BASIN 'Flkttl I =-1-11 �� NOT TO SCALE pw w - ------------ ---------- OUTLET PIPE PERPENDICULAR To CA TCH BASIN WALL PLAN VIEW S' CONCR E -------- - - - - - - - - - - - - -- REDUCIG E TOP OF RISER MAX WS EL EL 398.91 �PROVIOE RUNG TO HANG SHEAR GATE PULL PIPE SUPPORT 3 . . 09 - ALUMJNU' W/ 5/8- ST,JNuss BOLTS 6' MAX, 12' OUTLET PIPE 12' INLET PIPE 12' 0 SLEEVE MAX LENGTH W/ TAPER CM TO INSIDE AMETER OF OUTLET PIPE �CATCH BASIN /2'. I TYPE IL W/ RESTRICTOR SOLD COVER ORIFICE IN PLATE BOLTED D TO FLANGE. 777�7 OR RILLED CAP. t 4 FLOW CONTROL STRUCTURE �� NOT TO SCALE FR-E AND GRATE SEE SEC. 7.05 AND AVAILABLE DWGS. OR 12-11- BAR HOOP FOR 6 2'13 BAR HOOP FOR 12: REDUCING SECnON 2 03 BAR HO0P_* 11 2' 03 BAR EACH CORNER PRECAST BASE SE T.. 8 1/ (.EASURE.ENT AT TOP 13 BAR EACH SIDE OF BASE) 0 4. #3 BAR EACH WAY NOTES CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASIM C478 (AASHTO M 199) & C890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE WSOOT/APWA STANDARD SPECIFICATIONS. 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR. WELDED WIRE FABRIC HAVING A MIN. AREA OF 0.12 SOLARE IN HES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHAI.L COMPLY TO kSTM M97 (AASHTO M 221). MRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000. 4. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SMALL HAVE A WALL THICKNESS OF 2' MIN. ALL PIPE SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS. UNUSED :�40 IOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT, 5. OCKOUT OR CUTOUT WEE SIZE IS EQUAL TO PIPE OUTER DAM. PLUS CATCH BASIN WALL THICKNESS. 6. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAX. DAM. OF 28'. KNOCKOUTS MAY BE EITHER ROUND OR -D- SHAPE. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. 8. CATCH BASIN FRAME AND GRATE SMALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STR NCTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MA NG SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH! ANY COVER POSITION. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. �. DEPTH FROM FINISHED GRADE 70 PIPE INVERT SHAI.I. BE 5'-0". 11. EDGE OF REDUCING SECTION OR BRICK SHAJ_L NOT BE MORE THAfY 2' FROM VERTICAL EDGE OF CATCH BASIN WALL 5 TYPE 1 L CATCH BASIN NOT TO SCALE R�.. DATE EDMONDS is SCHODL 1) 1 S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN DAH 11-12-14 "CAUE ws D... cpw CHEUED RSH --(D-,- DRAINAGE DETAILS SHEET F-2.2 REVISION DATE 1.66" O.D. TOP & BOTTOM RAIL CHAIN LINK FENCE 2* MESH FABRIC 7Z. SWINGING GATES W/ 0 0 LOOMING FULCRUM 1.6�' D.C. �l - 9 GAUGE �7 0-0 LATCH GATE FRAM E POST POST INSTAL FABRIC ON FIELD SIDE OF -CHAJN UNK,�� FENCING TOP FENCE ,,—TENSION WIRE STRErCHER BAR X RAJL \�7 _2 �4 S RFACE AND FINISH GRADE VARJES I' IN 2'MAX TRUSS ROD X- CONCRETE CURB OR FOOTING DEPTH ELEVATED CONCRETE CURB . . . IAN R AND DIAMETER CO CRETE FOOTING S SC OUL EE SCHEDULE) 3 I MPACTED SUBGRACE 0 0 GATE I-AML OR UNDISTURBED SOIL —1 F- L I CONCRETE CLIR�IING rl-l� CHAIN LINK FENCE �2NOT TO SCALE 4 0 FENCING rInE H-- I 6ACKST.P � 1.',H�C. -lrH � 8 WITH � 8 H '. N".. 5�1414 1' NETTING FENCIGH CORNER POST 0.625' OD 8.625' 00 6.525' 00 000" on TERMINAI- POST B.625" vD 8.625" OD 6.625" DO A.000' OD LINE POST a.625- OU 8.525' 00 6.625" 00 2�875' OD FOOTING DEPTH 8'-6' T-O' 7'-G' 42* FOOTING DIAMETER 36' 36* 24" 12' TOP RAIL W. 30' 'u, a. 8' INTERMEDIATE RAIL -TS. 5'.10'.15' 20 2t' 5' A - BOTTOM RAIL HIT I . I' I. I. TENSION WIRE HITS 2' 2' 2' 4- FENCING NOTES 1. ALL FENCING FABRIC SHALI- BE 11, 9 GAUGE FINISHED STEEL WIRES WITH BLACK VINYL COATNG EXCEPT 'OR DESIGNATED SECTIONS OF THE 3 KSTOP FENCING WHICH SHAL� INCLUDE NO. 6 GAUGE FINISHED STEEL WIRES WFIH LACK VINYL COATING. 2. ALI- POSTS. �LS. SRACES. POST TOPS, STRETCHER EARS. B�DS. ETC. SH U. BE PAINTED BLACK. 3. TENSION WIRES AND WIRE TIES SHALL INCLUDE A BLACK NINYL COATING. 4. MAXIMUM POST SPACING: 10' 01, CENTER. r2-'� CHAIN LINK SCHEDULE �2NOT TO .4 SCALE SWINGING GATE o POST TR ss ROUD FULCRU TYPE LATCH ETCHER BAR STRETCHER CHAIN L1,11 FENCE@ I O.D. FRAME (TYP IREIA�CAER,ZND A. s '0" ETE FOOTING Ulf (INP) SUBGRADE (24 SINGLE SWING GATE 1<-2�NOT TO SCALE .4 "'\ DOU13LE SWING GATE 4 NOT TO SCALE C'"C er4, rOS AS C 5' C AMFER I . . 2.5* C-R 0-c- PEeA T CONTINUOUS (2) PLAIN VIEW A . A FENCE -ST -f 0 S' AS' CHAMFOR e LGC,7E (2) CONI0�5 14 BAP a 12" A A w,TN N '�E aOTTOIM or CURB A. ASS P E A IDECu-'E COVER CONTINUOUq A A CO.CR E FENCE POST FOOTING A; A ESAR 1/B' IMPIECIATIFI) FIBER CONTINUOUS BOAR' 0 ALL LOCATIONS. FULL 0 0 FENCE 3-. POST LOCATIONS 17) Fl EVATIO r5-"� CONCRETE CURB AT FENCE POST NOT TO SCALE C—NUN� F,-,C-NG 4 SURFACE Mll VAP TURF R ICIN�1�71 I—N� A fil E P RV,OU, CONCRETE PA�NG Cr- I COMPACTED A, SUBGRAD En BC S I lEl I I 77- CO U.PACTEb S BGRADE ELEVATED CONCRETE CURB NOT TO SCALE A REINFORCING STEEL TO BE 14 DEFORMED BAR 12- D.C. VERTICALLY & HORIZONTALLY EXCEPT 24' D.C. HORIZONTAL IN FOOTING (ALTERNATE WALL VERTICALS): OVERLAP SPLICE 18' @ eACKFILL WITH CLEAN FREE DRAINING GRANULAR MATERIAL A MMIMUM OF 12* BEHIND WAU- PROVIDE 2- PNC WEEP HOLES TO GRACE 6' D.C. D ALL EXP SED FACES SHALI- HAVE A CLEM, U NIFORM FINISH MEE MOM VOIDS. FINS, EXCESS N I MATERIAL FORM TEXTURE. OR TlE HOLES. FILL ALL VOIDS AND PROVIDE A SMOOTH SACKED FINISH. E PROVIDE A 3/ - CH-FER AT ALl- EXPOSED CORNERS AND EDGES. ALL WORK CONSTRUCTED ON FIRM UNYE?WNG SUBGRADE / 95% MODIFIED PROCTOR. EDNIONDS 15' SCHO)L 1) 1 S F R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN IN, PFRMIT qFT DATE 11-12-14 SCA. NIS DRAWN Cpw CNE0ED As. FENCING DETAILS SHEET F-2.4 -ON DATE TING POSTS 0 20'-0* OR 30' 0' D.C. /2 ON -CENTER DISTANCE 18' � NET CASLE,��G�_ END POST AND SIZE PER CONNECTION NOTES: 10 TOP CORNER: EY SOLT SIZED TO ACCOMMODATE BOTH ME LIMIT ON GAP BETWEEN THE POLE AND THE VERTICAL CABLE AND THE CONNECTING UNIS FOR BOTH ME VERTICAL AND HORIZONTAL SUPPORT CABLES. PRONIDE (1) TURNBUCKLE AT EACH END OF EACH CABLE. (i) TOP EDGE OF SALL CONTROL NET ASSEMBLY HELD TO THE SUPPORT CABLE WIM GALVANIZED OR STX SS STEEL OR ALUMINUM THR ED UNIN. SNAP UNK. OR CARASLNER-rYPE CONNECTOR WITH APPROVED BLACK IT ISH. SIZE TO ALLOW SPACING NO LESS THAN 12" D.C. BUT NO GREATER THAN 21' D.C. TO REDUCE ROPE BORDER SAG BETWEEN CONNECTIONS. 0 LOOSE VERTICAL CONNECTIONS TO BE W BLACK "NY_ OR POLYESTER SNAP -CLIP SPACED 12--15' O.C. C4 BOTTOM VERTICAL SUPPORT CABLE CONNECTION TO INCLUDE A TURNBUCKLE FOR ADJUSTMENT. C5) SALL CON, OL NET ASSEMBLY BOTTOM EDGE CONNECII IN TO BE VIA NYLON zip FIE 12-15- OX. DIRECTLY TO HAIN UNK FABRIC BELOW ME P RAIL CLF FABRIC TO BE INS D ON THE FIELD SIDE OF ME FRAME.0 K. SALL CONTROL NET TO BE SECURED TO ME FIELD SIDE OF THE FINISHED CHAIN LN� FENCE ASSEMBLY BELO. THE TOP FUJI., MAIN VFRTCAL SUPPORT CABLE CONNECTION TO POLE AT 12' - 15' O.C.. MATCH TOP TAB OR FLANGE A FENCING AND NETTING DETAIL NOT TO SCALE rl'\TOP CORNER CABLE & RIGGING E o 0_�...... . .... .... r-,)'\TOP EDGE SUPPORT VERTICAL CABLE RIGGING \,�OT TO SCALE 4 NOT TO SCALE X\ ,/�VERTICAL EDGE SUPPORT C( CTION @ CHAIN LINK FENCE TO S.E HARDWARE NOTES: W EYIE B LT I NEAR TOP OF INDU EM31LY. PILACILMENT TO ACCOUNT FOR POTENTIAL OF UP TO 18- OF SAC IN THE TOP SUPPORT CABLE AT 70LEF TENSION WITH ME NEFFING IN PLACE. (A) GALVMIZED OR STAI LESS STEEL THREADED MASTER LINK CARABINER OR APPROVED EOUAL 1/2- �1-1 5- PROMDE HORIZONTAL HARD.ARE WITH APPROVED BLACK FINISH. GALVANIZED STEEL THLMEI�l SIZED FOR ME SPECIFIED WIRE ROPE: USE AT ALL CABLE TERMINATIONS. @ GALVANIZED STEEL WIRE ROPE. 5/16-6. (D WIRE ROPE CONNECTOR. U-GCLT TYPE MIN. TWO PER CONNECTION OR AS NEEDED. (D MNY. TAPE TRIPLE WRAP ALL CUT WIRE ENDS. PRE -FABRICATED SALL CONTROL NET ASSEMBLY TO BE PROMDED WITH A CONTINUOUS 5/8 *0 NYLON ROPE BORDER BILACk VINYL OR POLYESTER SNAP -CUP FOR VFR11CAL CABLE -TO -ROPE CONNECTIONS ONLY GALVAN12ED OR STAINLESS STEEL TURNBUCKLE, 1/2 ' . 12'. POST ORG F p FU _, �LSEYE 1 2 /4 OLT 1�4 _JZ A� VNgNG FORGED FULL EYE 18.00' MAX. 18.00' MAX. WASH FOR 1/2--3/4- BOLT L TAPE END TAIL 12...- M. E] 12�GO' ... FOFI�ED/.F�% EYE 1/2 � J/ Z OLT H' T M 7FULL \\-I/4- 0 tWiSTED 1/4- 1 TWIS ---------------- MIMBLE-/ NUT UNK : STEEL CABLE ORE) ROPE STEEL DATED/ ROPE I 13LE OU,,KU K POST-/ TURN CUP CUP CUP CLIP WASHER POST hnY- TURNBUCKLE ONE SIDE ONLY NET SUPPORT CABLE DETAIL EDMONDS Is SCBWL 1) 1 STIR IICT FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN SCAU KTS DRAWN CPW CHECKED FISH FENCING DETAILS SHEET F-2.5 NOI 10 SCALE REVI�.D. DATE BEGIN 10' FENCING WITH 20* NEMMNG SEGIN BACKSTOP END OF TO- GINO WITH 20' NEFTNG WITH 10' FENCING 20' NETnNG 90' 20* 4- SINGLE SINGLE 90" S;NC-GATE W,NG GATE HOME BEGIN 10 FENCIN 'NETTING EGIN 10' FENC,N B G WITH 20. NETTING END OF CONCRETE DUGOUT CONCRETE DUGOUT WITH 20' END OF 8' FENCING 8* FENCING WITH 15' NETTING 4' SINGLE EWING DATE 8' FENCING (TYP.) 8' FENCING WITH 1 5' NETTNG 66. PLAN VIEW 8' FENCING NOT TO SCALE 3/ -X6- GALV. CARRIAGE BOLTS 2 BOLTS PER BOARD 0 ENDS AND CE R POST. PEEN LT ENDS TO PREVENT REMOVAL LINE POST I TREATED AND LAD I' PAD TI STOP BOARDS. S ATTACH TO STOP UNFOLDED VIEW STOP 6 G�IUGE19 GAUGE BOARDS WELD ANGLE IRON TO POST. GRIND ALL WEMS SMOOTH P"INT WTH 2 COATS GALVACCN OR EQUAL (TYP) 1 1/2'XI /8 '�2' GLE [RON (TP)II .!11-1 1 FOOTI C DEPTH (AND DIAM R SEE SCI-EDULE) 2 GO CRETE NCRE7E CURSING (TYP) CURBING (,P) REAR ELEVATION 2XID PRESSURE 2XID PREnl.�EjREATED S4S. INSTALL BOARDS� SUTTE�D IN ALL BOARDS BUTTED ETHER W-11T GAPS, WELD POST �TDCig��ER WELD' v 4. POST rTO 4' POST GLE GALVA W/CAP W/CAP (TYP) 7-7 - - - - - - - - - - - - - - - - - - - - - - F- ICARP iT.I.ED- 2 80 0 EN COVER- P ST 'URELY 2ARDS E DS _REMO I' CLEAR 36, 36* D DIM (SEE SCH 2� 2�' u STOPBOARDS CURB NOT TO SCALE INGLE IRON TO AIND ALL SMOOTH PAINT WITH 2 �OAM IN OR EGUAL. 6' GALV. 4E BOLTS. TS PER BOARD IS AND CENTER PEEN BOLT TO PREVENT AL 11- ETER GUILE) NOTE. (D 30' HT BACKSTOP 20' NETTING OVER 10' CHAINLIN� 1-2.5 15' NETTNG OVER 8' CHANUNK F-5.5 @ 8' CHAINUNK F-'2.4 Q To.. C—NUNK F-2.4 POST 11A. IMES 3/8" X 6' GALV. CARR�:I. .11ILT1 (6) 2X )S BACKSTOP FENCE PRESSURE TREATED AND FABRIC BETWE N MIDDLE S7AINEDTO INSTALL BOARDS BUTTED GETHER WITHOUT ",,,TUCK RAIL & STOP BOARD (2- MIN.) GAPS NSTAI-L 2" PAD TO COVER STOP BOARDS. SECURELY,-, ATTACH TO STOP BOARDSCLEARA- PERVIOUS CONCRETE PAVING BASE CONCRETE CURB OR FOO NC ELEVATED CONCRETE CURB 2 Fe 4. 9 @ .-z-T CONCRETE FOOTING 2� BACKSTOP WITH STOPBOARDS NOT TO SCALE EUMOINDS 15 SCHO)L 1) 1 S F R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN �FRMIT�FT DATE I� LI- CH CKED . ......... 0---- BACKSTOP DETAILS SHEET F-2.6 EXHIBIT D FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS Storm Water Drainage Report & Water Quality Memo NOVEMBER 2014 K/I/-DA HOGAN I N g Pic engineenn Mern6randum Date: November 12, 2014 To: City of Edmonds Stormwater Engineering Department Attn: Jerry Shuster From: Nicole Hernandez, PE Project: Former Woodway High School Field Improvements Subject: Water Quality Treatment Design Information 911 Western Avenue, Suite 420 Seattle, WA 98104 p. 206.725.12 11 f. 206.973.5344 1pdengineering.com Per pervious correspondence and meetings, we understand that the City of Edmonds is currently undecided whether they will consider the synthetic turf sports fields a pollution generating surface. The City of Edmond's drainage code does not specifically address synthetic turf sports fields as pollution -generating or not, nor does the 2005 Department of Ecology Stormwater Manual, as adopted by the City of Edmonds. The 2012 Ecology Manual, which has not yet been adopted by the City, now classifies both natural and synthetic turf sports fields as pollution7generating surface requiring enhanced treatment. There are no specific reasons provided in the manual as to why water quality treatment is required for synthetic fields or what specific pollutants are being treated. At this time, we have not included water quality treatment in the design or drainage report addressing Phase I of the Fortner Woodway High School Field Improvement project. However, if water quality treatment is desired or required by the City a two -facility treatment train would be required to meet the enhanced treatment requirements, per the 2005 Ecology Manual. At this time, we have sized a Basic Sand Filter Vault followed by a Media Filter. The Basic Sand Filter Vault is 15'x 10' x 8' feet with an installed cost of approximately $25,000430,000. The required media filter sizing is an 8'x 6' StormFilter Peak Diversion Vault with 8 ZPG media cartridges. The approximate cost of the unit delivered to the project site is $34,000 plus an additional $15,000420,000 to install. Please see attached information and detail from Contech. Thus the overall civil cost to the project would be on the order of magnitude of $74,000 - $84,000, not including Contractor overhead or mark up. Please let us know how you would like us to proceed with addressing the question of water quality treatment for Phase I of this project. Thank you for your consideration of this information. Let us know if you have any further questions. cc: File Attachments C04),NTECH ENGINEERED tOLUTIONS Prepared by Chris Hass on November 12, 2014 Size and Cost Estimate Former Woodway HS — Stormwater Treatment System Edmonds, WA Information provided: Total contributing area = 4.20 acre Impervious area = 1.82 acre Detention release rate, Qtreat = 0.089 cfs Presiding agency = City of Edmonds Assumptions: Media = ZPG cartridges Per cartridge flow rate = 7.5 gpm Drop required from inlet to outlet = 2.3' minimum Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized by calculating the peak water quality flow rate associated with the design storm. However, when the StormFilter is placed downstream of detention the flow rate generated at the water, quality storm is not always representative of the total vblume of water that Will go through the system or type of pollutant -loading the system may experience in one year. For this site, Contech Engineered Solutions LLC recommends using a 8x6 StormFilter Peak Diversion Vault with 8 cartridges (see attached detail). The estimated cost of this system is $34,000, complete and delivered to the job site. This estimate assumes that the vault is 8 feet deep. The final system cost will depend on the actual depth of the unit and whether extras like. doors rather than castings are specified. The contractor is responsible for setting the StormFilter and all external plumbing. @2012 Contech Engineered Solutions LLC 11835 NE Glenn Widing Dr., Portland OR 97220 Page 1 of 1 www.ContechES.com Toll -free: 800.548.4667 Fax: 800.561.1271 TS-P022 Ce4).NTECH" ENGINEERED SOLUTIONS CONTECH Stormwater Solutions Inc. Engineer: Date Site Information Project Name Project State Project Location Drainage Area, Ad Impervious Area, Ai Pervious Area, Ap % Impervious Runoff Coefficient, Rc Upstream Detention System Peak release rate from detention, Qreieas, peak Treatment release rate from detention, Qreiease treat Detention pretreatment credit (from removal efficiency calcs) Mass loading calculations Mean Annual Rainfall, P Agency required % removal Percent Runoff Capture Mean Annual Runoff,Vt - Event Mean Concentration of Pollutant, EMC Annual Mass Load, Mtotai Filter System Filtration brand Cartridge height Specific Flow Rate Number of cartridges - mass loading Mass removed by pretreatment system, Mpre Mass load to filters after pretreatment, Mpassl Estimate the required filter efficiency, Efiiter Mass to be captured by filters, Mfilter Allowable Cartridge Flow rate, Q,,rt Mass load per cartridge, Mart (Ibs) Number of Cartridges required, Nm,ss Treatment Capacity Determine Critical Sizing Value Number of Cartridges using Qreiease treat, Nflow Method to Use: SUMMARY Determining Number of Cartridges for Systems Downstream of Detention. CRH 11/12/2014 Former Woodway High School Washington Edmonds 4.20 ac 1.82 ac 2.38 43% 0.44 2.18 cfs 0.09 cfs 50% 36 in 80% 90% 217,570 ft' 70 mg/I 950.20 lbs StormFilter 18 in 1.00 gpM/ft2 475.10 lbs 475.10 lbs 0.60 285.06 lbs 7.50 36.00 lbs 8 0.13 cfs I MASS -LOADING Treatment Flow Rate, cfs 0.13 Cartridge Flow Rate, gpm 7.5 Number of Cartridges 8 COVER N BAY TE ;E PLAN FRAME AND COVER (TYP OF 2) GRADE RINGSIRISERS \ /- SEPARATION WALL (TYP OF 2) INLET PIPE I STEPS WEIR WALL-\ S OUTLET PIPE FLOW KIT STORMFILTER CARTRIDGE ELEVATION - A6 ?tormi'llter' STORIVIFILTER DESIGN TABLE -THE B'x 6* PEAK DIVERSION STORMFILTER TREATMENT CAPACITY VARIES BY CARTRIDGE COUNT AND LOCALLY APPROVED SURFACE AREA SPECIFIC FLOWRATE. PEAK CONVEYANCE CAPACITY TO BE DETERMINED BY ENGINEER OF RECORD. :THE PEAK DIVERSION STORMFILTER IS AVAILABLE INA LEFT INLET (AS SHOWN) OR RIGHT INLET CONFIGURATION. ALL PARTS AND INTERNAL ASSEMBLY PROVIDED BY CONTECH UNLESS OTHERWISE NOTED. FRAME AND COVER (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTUREID WATER QUALITY FLOW RATE (d.) PEAK FLOW RATE Ids) RETURN PERIOD OF PEAK FLOW (y�) # OF CARTRIDGES REQUIRED CARTRIDGE FLOW RATE MEDIA TYPE (CSF, PERLITE. ZPG) PIPE DATA: I.E. MATERIAL DIAMETER INLET PIPE OUTLET PIPE INLET BAY RIM ELtN ATION FILTER BAY RIM ELEVATION ANTI -FLOTATION BALLAST r5T��C_ REQUIREMENTS: PERFORMANCE SPECIFICATION FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 74NCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 37 SECONDS. SPECIFIC FLOW RATE SHALL BE 2 GPMlSF (MAXIMUM). SPECIFIC FLOW RATE IS THE MEASURE OF THE FLOW (GPM) DIVIDED BY THE MEDIA SURFACE CONTACT AREA (SF). MEDIA VOLUMETRIC FLOW RATE SHALL BE 6 GPWCF OF MEDIA (MAXIMUM). GENERAL NOTES I. CONTECH To PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH REPRESENTATIVE. CwtachES.wm 4� STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATAAND INFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. S. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING. ASSUMING EARTH COVER OF 0'- V AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASKTO M306 AND BE CAST WITH THE CONTECH LOGO. INSTALLATION NOTES A. ANY SUB-8ASE, BACKFILL DEPTH. AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). C C NTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL SECTIONS AND ASSEMBLE STRUCTURE. D: CONTRACTOR TO PROVIDE. INSTALL, AND GROUT PIPES. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. F. CONTRACTOR TO REMOVE THE TRANSFER HOLE COVER WHEN THE SYSTEM IS BROUGHT ONLINE. 00 0 0 0 * 0 0 0 00 0 0 0101 0 0 0 00 0.0 0 0 00 0 0 9 0 *1*** 0 0 0 0 0 0 0 0 11 1 M gI Opc Ongineerin Former Woodway High School Edmonds School District 23200 1 00,h Avenue West Edmonds, WA 98020 Stormwater Site Plan November 12,2014 The information contained in this report was prepared by and under the direct supervision of the undersigned: J. Asc�ly/ 41 66 AL ILPD Engineering, PILILC 911 Western Ave, Suite 420 Seattle,WA 98104 Contact Laurie J. Pfarr, RE. (206) 725-1211 Prepared for: DA Hogan &Associates 119 1 st Ave, Suite 116 Seattle,WA 98104 Contact: Bob Harding (206) 285-0400 IN engineering Pic FORMERWOODWAY HIGH SCHOOL ATHLETIC FIELDS RENOVATION - PHASE I STORMWATER SITE PLAN TABLE OF CONTENTS SectionI — Project Overview ................................................................................................................................................ I Section 2 — Existing Conditions Summary .......................................................................................................................... 2 Section3 — Offsite Analysis .................................................................................................................................................... 3 Section 4 — Site Classification / Minimum Requirements ................................................................................................ 4 Section 5 — Permanent Stormwater Control Plan ............................................................................................................. 7 Section, 6 — Construction Stormwater Pollution Prevention Plan (SWPPP) ............................................................ 13 Section7 — Other Reports and Studies ............................................................................................................................. 14 Section8 — Other Permits .................................................................................................................................................... 14 Section 9 — Operation and Maintenance Manual ............................................................................................................ 14 Section 10 — Bond Quantities Worksheet ....................................................................................................................... 14 FIGURES Figure 1: Vicinity Map Figure 2: Existing Impervious Coverage Figure 3: Existing Conditions Figure 4: Soils Map Figure 5: Downstream Drainage Map Figure 6: Proposed Conditions APPENDICES - Appendix A — Design Drawings Appendix B — Design Calculations and Supporting Information Appendix C — Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Appendix D — Operations and Maintenance Guidelines III FORMERWooDwAy HIGH SCHOOL ATHLETIC FIELDS RENOVATION — PHASE I STORMWATER SITE PLAN NOVEMBER 12,2014 SECTION I —PROJECT OVERVIEW General Project Description This Stormwater Site Plan is for the field improvement project at the Former Woodway High School. The site is located at 23200 1001h Avenue West in Edmonds, Washington; Section 36, Township 27 North, Range 3 East, Willamette Meridian. Refer to Figure 1 — Vicinity Map for site location. This project will involve the renovation of the existing natural grass fields to synthetic turf fields. A rubberized track will be installed around the fields, as well as fencing, access walkways, bleachersand provisions for future light pole installation. This project will be constructed in multiple phases. Phase 1 includes construction of the southern fields, as well as portions of the. rubberized track and paved plaza/walkways. 0 This Stormwater Site Plan addresses the requirements of the 2010 Edmonds Stormwater Code Supplement (ESCS) and Chapter 18.30 of the Edmonds Municipal Code. The 2010 ESCS 0 supplements the 2005 Department of Ecology (DOE) Stormwater Management Manual for 0 Western Washington. Proposed Conditions As stated, Phase 1 of this project will include the resurfacing of the existing baseball field into a multi -purpose athletic field. Additionally, portions of the new paved walkways and rubberized track will be constructed. Other amenities include bleachers, landscape restoration, and provisions for field lighting. Future phases of this project (not examined in this report) will involve construction of the northern fields, concessions building, garden area, and remaining portions of 40 walkway/track. 0 For stormwater management, the proposed field will include a perforated lateral drain line system with 4-inch perforated pipes set at 15 feet on center throughout the field. The lateral drain lines will drain to a 12-inch collector line, conveying flow to the north side of the field. The collector line will discharge into a modified flow control structure consisting of a Type- I L catch basin with a flow control outlet. The flow control structure will be located north of the field, but still on the upper terrace within a landscaped area. The stormwater discharging from the flow control will be routed around the east side of the existing north field and connect to a existing Type 2 catch basin. Flows from this catch basin continue north and west around the north end of the fields Refer to the Offsite Analysis section of this report for more information on the downstream course. The track surfacing will be rubberized over permeable pavement. Both the synthetic turf field and track will be considered 50% impervious and 50% pervious for the stormwater model. Refer to the Permanent Stormwater Control Plan section of this report for additional details regarding the flow control facilities. 0 I I g Pic engineerin SECTION 2 — ExiSTING CONDITIONS SUMMARY The school property is located on one parcel (#27033600202200), with an area of 'approximately 39.75 acres. The former Woodway High School campus currently serves multiple functions for the Edmonds School District. The property consists of a school campus, parking, tennis courts, baseball field, football field'with track, and a paved play area. The site sits at the top of a hill, with access from the east off I 00t" Avenue West. The property is surrounded by sloped forested areas to the west, south and east. The property boundary to the north is also'forested but with a more gradual slope� Beyond the forested area, I 00th Avenue West is on the east side of the site and residential properties are along the north, west, and south sides of the site. The proposed project area for Phase I is in the southwest comer of the site, near the location of the existing baseball field. The total project disturbance area for Phase I is approximately 258,064 square feet (5.92 acres). - The majority of project area currently consists of a natural grass outfield with,dirt infield. The field is has two dugouts, bleachers along the third base line, and a bullpen along the first base line. The base lines have chain -link fence, and there is a concrete pad behind the fencing at home plate. The existing topography of the baseball field is relatively flat, with the highest elevation being 401 in the southwest comer and lowest elevation around 395'in the northwest comer. As mentioned the entire school site is located on top of a hill, with significant slopes down to the west and south of the project area. The developed area of the school campus is mostly flat, with a gradual slope towards the northwest comer of the site. According to City of Edmonds mapping, the school site is within three drainage basins: Deer Creek, Edmonds Way, and Southwest Edmonds A. While the City's basin map shows that the project area is within these three basins, information from the survey and site visit indicates that stormwater runoff from the campus drains north and west to the Deer Creek Basin. There is a piped stormwater system north of the track and field that exits the site at the northwest comer, eventually discharging into Deer Creek. See the Offsite Analysis section of the report for more information on the downstream drainage course. Per the ESCS and the DOE Manual, if the existing lot coverage is 35% or more impervious surface, then the project is to be classified as a redevelopment. The determination of existing impervious surface coverage for the entire school property was based upon an aerial image from Snohomish County's online mapping application that was scaled and used in AutoCAD to delineate the existing impervious surfaces. The compacted dirt infields, tennis courts, building roof areas, track, and all paved surfaces were considered to be 100% impervious. The Former Woodway High School campus was found to have impervious coverage of approximately 35.7%, and therefore this project's minimum requirements were determined based on the redevelopment flow chart (Figure 4-2 from the ESCS). Refer to Figure 2 — Existing Impervious Coverage and the Minimum Requirements section of this report. LPD Engineering, PLLC Page 2 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 I I g Pic engineerin The existing baseball field does not have an underdrain system, and therefore the natural grass portion of the field was counted as 100% pervious surface for the purposes of determining the impervious lot coverage'and stormwater management requirements. The compacted dirt portions of the softball field, paved areas, and gravel path were counted as 100% impervious surface. Refer to Figure 3 — Existing Conditions for a layout of the existing impervious surface within the project limits. Based upon the Natural Resources Conservation Service Web Soil Survey, the majority of the project area is underlain with Urban Land (fill). Directly to the south within the adjacent forested area, the soils are Everett gravelly sandy loam, 0%-8% slopes. And west of the site, the soils consists of Everett gravelly sandy loam, 15%-25% slopes. A geotechnical report was conducted by Associated Earth Sciences Inc., dated June 4, 2014. Their subsurface exploration found anywhere from 4-11 feet of fill and Vashon Lodgement Till underneath with Vashon Advance Outwash below that. Refer to Figure 4 — Soils Map. SECTION 3 - OFFSITE ANALYSIS The following is a qualitative downstream analysis, performed in accordance with the City of Edmonds Stormwater Code Supplement. A site visit was conducted by LPD Engineering on September 17, 2014, to investigate the onsite drainage systems, determine the downstream drainage paths and evaluate upstream tributary areas to the project area. The weather during the site investigation consisted of overcast skies with a temperature of approximately 60 degrees Fahrenheit. The Phase I project area consists of the existing baseball field located in the southwest portion of the school property. The field consists of natural grass with a patchy dirt infield. The field is flat, and on a higher terrace than the track and field to the north. There are two dugouts, chain -link fencing along the baselines, a concrete pad behind home plate, and bleachers along the third base line. A bullpen with grass mound and chain -link fencing backstop is located east of the field. A gravel path is located along the north end of the field, and a concrete path to the east of the field. The downstream drainage path was determined based on City of Edmonds GIS Webmap, the site survey, and information gathered on the site visit. Refer to Figure 5 — Downstream Drainage Map. The existing baseball field has catch basins along the south and east sides, all conveying flow in the north direction. Site topography and observation of downstream drainage structures indicate that stormwater will travel north to a storm manhole located to the east of the track. From this point, the downstream drainage path is as follows: I . From the manhole, stormwater flow is directed northwest in a 15-inch concrete channel to another manhole northeast of the track. 2. The outlet pipe on this manhole is also a 15-inch concrete channel discharging stormwater in the northwest direction, into a heavily vegetated area. City of Edmonds GIS shows two drainage structures in this area, but they could not be located during the site visit. 3. Based upon mapping stormwater is piped for about 600 feet northwest, down a steep hill to a manhole located between residential properties, leaving the site. The system turns north, becoming an 18-inch concrete piped system. LPD Engineering, PLLC Page 3 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 N . I g Ipc engineerin 4. Stormwater flow through the 18-inch system which consists of a series of -catch basins and manholes, traveling north along the west side of Sherwood Elementary School (east side of 106 1h Avenue W).This system is at approximately the V4-mile point downstream of the site at the school's main entrance. 5. Stormwater is this system continues traveling north for about 1,000 feet to a manhole near the intersection of 106'h Avenue W and 228th St SW where the storm water system turns west and becomes a �4-inch system. 6. Stormwater within this 24-inch system continues west for about 550 feet, and turns southwest at a manhole near the intersection of 228 1h Street SW and 108 th Avenue W. After the turn, the system becomes a 36-inch diameter conveyance system. 7. Stormwater within the 36-inch system travels southwest for about 350 feet, outfalling into Deer Creek near the intersection of 108 1h Avenue W and N Deer Drive. 8. Deer Creek flows west for approximately 0.6 miles, ultimately discharging into Puget Sound. As noted above, the proposed underdrain system for the new fields will convey flow north and connect into the existing drainage system. Thus, the downstream drainage course will not be altered. Flows from the site are expected to decrease with the implementation of the proposed stormwater control facilities. The downstream system appears to have adequate capacity as there was no evidence of problems observed at the time of the site visit. Upstream Basin The parking lot to the east of field has a curb with several catch basins, preventing any upstream flow from this area running onto the fields. The is an existing sidewalk to remain that is adjacent to the northeast comer of Phase 1 which appears to slope towards the existing parking lot area and would not be considered an upstream area that is tributary to the project. Therefore no upstream areas have been included in the stormwater calculations. SECTION 4 — SITE CLASSIFICATION / MINIMUM REQUIREMENTS The project classification was determined per Figure 2-1 of the ESCS. The project will involve more than one acre of land disturbing activity and will therefore be classified as a Large Site Project. Per the previous discussion, the site is considered a redevelopment due to having an existing impervious surface coverage for the entire school property of approximately 35.7% which will require the minimum requirements per Figure 4-2 of the 20 10 ESCS shown below. There will be more than 7,000 square feet of land disturbing activity, and more than 5,000 square feet of new impervious surface. The proposed valuation of the proposed improvements is not anticipated to exceed 50% of the assessed value of the existing improvements for the entire school site. According to Figure 4-2, all minimum requirements (#I -#11) would apply to new and replaced impervious surfaces, and converted pervious surfaces. However, Table 4-4 indicates that flow control (#7) applies to new and replaced impervious and disturbed pervious areas. See description of minimum requirements for farther explanation. LPD Engineering, PLLC Page 4 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 I N g Ipc engineerin Figure 4-2 from the 2010 Edmonds Stormwater Code Supplement Dormlheenmofn N eplaced, or now plus replaced ImposvIons surlaces total 2J3DO square feet nXel OR Does tM area of land -disturbing activily tolaP = square fast or mom? . YES 1 1110 NP kinirpur� Reclukirnarn M thmush'115,iftla Construction ;4wAND rep later! Impervious suffacia D tim and dktuthed. i a" Onewln Dan the project odd SPW square foot of me of am trapervIous surfaces? OR Convert W am* or more or native vegetation to lawn ot landscaped west? OR Comart 2.5 acres or Moro of native vaptallon to posture? ES - Am I 01:04f) iii, I lyla I now mod A0 4�laqed liiji4lqui��"ANO Ou"do. Is On a rostkolatod ;onvs�sd penrlotm sulac", project? YES 110 Dan the project WSOW square festarmom loth# " axbdng Impervious curfaceswilltin the projitettinits? Do" ladn' YES no 11 the load d new plus I oplaced Wip vlaussurfaces5J)DOsquare Do now Impervious surfaces rest or more, AND does the don add W% or more lo the Ito No Willortid RO !he value of ft Proposed �. �xcvv angnovemento—bdudingintsdar existing Impenrlous surfaces niaukerviiarts w"in project Imbs? Invrovemonts — exceed 513% of the nnned value (a replacement volus) or [he sidsling aft YES Irvaoornonts? YES #11) 'lonm Dript(L Below is a list of the Large Site Minimum Requirements and a brief description of how they are addressed in this project: 0 Minimum Requirement #1: Preparation of Stormwater Site Plan This document is the Stormwater Site Plan. It outlines the existing and proposed site and drainage conditions, describes the flow control systems, and presents the stormwater analysis. Minimum Requirement #2: Construction Stormwater Pollution Prevention The Construction Stormwater Pollution Prevention Plan (SWPPP) is attached in Appendix C and addressed in Section 6 of this report. This documentation supplements the Temporary Erosion and Sediment Control (TESC) Plans, which are on sheets F-0.2 and F- 0.2A of Appendix A. LPD Engineering, PLLC Page 5 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 I I g Pic engineerin Minimum Requirement #3: Source Control of Pollution Stormwater is not expected to come into contact with any pollutants on site. Per Volume IV of the 2005 DOE Manual, potential pollutant sources include landscaping and lawn/ vegetation management, maintenance of stormwater drainage and treatment systems, and public agency activities. 9 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed improvements will not alter the existing downstream path. Stormwater will continue to be routed to the north, where it will leave the northwest comer of the site and ultimately discharge into Deer Creek. It is expected that proposed stormwater improvements will attenuate runoff rates from the site. Minimum Requirement #5: Onsite Stormwater Management In accordance with Section 4.5 of the ESCS, large sites are required to consider Low Impact Development (LID) Best Management Practices (BMP) and document the decision -making process. Since there are no roof downspouts proposed as part of Phase I of this project, roof downspout control BMPs are not applicable. Per section 4.5 of the ESCS, BMP T5.13 Post -Construction Soil Quality and Depth (found in Volume V of the 2005 DOE Manual) will be implemented in all disturbed pervious (landscaping/lawn) areas. In addition, a combination of standard concrete and pervious concrete will be used for the plaza areas and walkway around the field. Minimum Requirement #6: Runoff Treatment The ESCS does not specifically address synthetic turf fields as a pollution generating impervious surface, nor does the Stormwater Management Manual for Western Washington (2005 Ecology) as adopted by the City. Since Phase 1 of this project consists of the synthetic turf field and pedestrian walkways, the project does not propose any pollution -generating impervious surface (PGIS). Per Section 4.6.1 of the ESCS, runoff treatment BMPs are required if the amount of PGIS is greater than 5,000 SF or if the amount of pollution -generating pervious surface (PGPS) is greater than Y4acre. This project does not involve any PGIS or PGPS. The synthetic turf field surfacing will not require the use of any pesticides or fertilizers. Minimum Requirement #7: Flow Control Flow control for the project area will be provided within the field and will be managed by a flow restrictor located on the discharge point from the field underdrain system. The flow restrictor is designed to back stormwater up into the collector drain lines, lateral drain lines, and field subgrade, utilizing the voids in the field base material and the pipe network in the field for temporary stormwater storage. There is also a limited amount of infiltration expected, as stormwater is spread across the entire field area. The flow restrictor is designed to meet the discharge requirements for the peak flow rates and durations for this site, comparing historical existing site conditions (forested) to proposed conditions for the new and replaced impervious area, as well as disturbed pervious surfaces. The Western Washington Hydrology Model (WWHM) was used to confirm compliance with applicable standards. LPD Engineering, PLLC Page 6 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 qW 1 n g Pic engi eerin 0 Minimum Requirement #8: Wetland Protection There are no wetland within or adjacent to the site. 0 Minimum Requirement #9: Operation and Maintenance Operation and Maintenance guidance from Volume V of the 2005 DOE Manual for the onsite drainage facilities are included in Appendix D of this report. 0 Minimum Requirement #10: Offsite Analysis and Mitigation Refer to Section 3 of this Report for the offsite analysis description. There are no offsite improvements proposed with this project. 0 Minimum Requirement #11: Financial Liability Financial liability is not required as the Owner is the Edmonds School District, which is a public agency. SECTION 5 - PERMANENT STORMWATER CONTROL PLAN The project is located within a creek basin and proposes more than 10,000 square feet of effective impervious surface in a threshold discharge area, therefore flow control is required. Per the City of Edmonds Standards, for the new and replaced impervious surface and disturbed pervious areas, the flow control facility must be designed such that the proposed discharge durations match the existing/predeveloped discharge durations for the range of flows from 50% of the 2-year flow through the 50-year flow. Existing/predeveloped conditions are to be modeled as forested land cover. As mentioned, flow control (minimum requirement #7) will apply to new and replaced impervious surfaces, as well as disturbed pervious surfaces. Per previous conversations with the City of Edmonds, the restored landscaped areas around the field that implement BMP T5.13 are not considered a disturbed pervious area because compost amended soil will allow the area to retain its stormwater functions'. However, half the underdrained synthetic turf field, rubberized track, and pervious concrete plaza/walkway area (all considered 50% impervious / 50% pervious) are considered disturbed pervious areas because BMP T5.13 is not applicable. As noted above, the project is required to address Minimum Requirements #1 — 5 for the new and replaced impervious surfaces and the land disturbed, as well as addressing Minimum Requirements #1 — I I for'the new and replaced impervious surfaces and converted pervious surfaces, with the exception of minimum requirement #7, which applies to new/replaced impervious and disturbed pervious surfaces. These surfaces are to be mitigated by flow control and are therefore designated as the "target surfaces." The following table describes the target surfaces that must be mitigated. The target surfaces include both the new and replaced effective impervious area, as well as the disturbed pervious areas as described above. The total effective impervious area includes 100% of all standard paved surfaces and 50% of the synthetic turf surfacing, pervious rubberized track underlain with permeable aggregate, and pervious concrete plaza/walkway areas. Refer to Figure 6 — Proposed Conditions for more information on the proposed areas used for the stormwater model. LPD Engineering, PLLC Page 7 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 MM g Pic engineerin Table 1 — Target Surfaces Square Feet Acres New Synthetic Turf Area (158,700 sf total new synthetic turf area considered 79,350 1.822 as 50% Effective Impervious) New Impervious Surface (concrete walkways and plaza considered as 100% 6,113 0.140 Effective Impervious) New Track Area (6,564 sf rubberized track surfacing considered as 3,282 0.075 50% Effective Impervious) New Pervious Concrete (/ 1,6 72 sf total new pervious concrete Area 5,836 0.134 considered as 50% Effective Impervious) Subtotal New Effective Impervious 94,581 2.171 Disturbed Pervious Area 88,468 2.031 Total New Plus Replaced Impervious Area & Disturbed Pervious Area 183,049 4.202 (Target Sur(aces) As shown above in Table 1 and in the attached Figure 6 — Proposed Conditions, the new plus replaced impervious surface and disturbed pervious area is 4.202 acres, which will require flow control mitigation to historical/forest conditions and thus is noted as "target surfaces." The target surface is the minimum amount of impervious that is to be mitigated to the forested duration match criteria. It should be noted that in calculating the target surfaces, synthetic turf area has been considered to be 50% effective impervious, which includes the area of the proposed field. The rubberized track surfacing will be over the same permeable aggregate that underlies the field surfacing and the underdrains will extend beneath the track. Therefore, the track surfacing is also considered to be 50% effective impervious. Pervious concrete plazas/walkway are also considered to be 50% effective impervious. Standard paved a reas have been modeled as 100% impervious. Disturbed pervious areas include 50% of the track, 50% of the field, and 50% of the pervious concrete, all of which count toward the target surfaces calculation as previously noted. The project proposes to utilize the field sub -surface drainage system and base permeable crushed aggregate as a stormwater detention storage and flow control facility for the project. The detention basin will extend to all the proposed synthetic turf surfacing involved with the Phase 1 fields, as well as the portions of the track surfacing as delineated on Figure 6 — Proposed Conditions. The detention basin includes the synthetic turf areas, along with the majority'of track surfacing installed in Phase 1. The pervious and standard concrete walkways surrounding the under -drained track and field areas will be considered bypass areas since they will not be routed directly into the field drainage system and flow control structure. Figure 6 shows that approximately 3.774 acres of effective impervious surface is actually tributary to the stormwater detention basin. However, for the point of compliance the design of the flow control structure in combination with the flow from the bypass area was compared to the overall target surfaces (4.202 acres) modeled as predeveloped forested due to everything within the boundary being either a new or replaced impervious surface or a disturbed pervious surface. LPD Engineering, PLLC Page 8 former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 I M g Pic engineerin Also refer to drawing F-1.3 in Appendix A, which is the storm drainage plan for the Phase I site. Pre -developed Site Hydrology Refer to the offsite analysis section of this report for a detailed description of the existing drainage conditions. In general, stormwater is collected with several catch basins around the perimeter of the field area, and conveyed north, eventually discharging into the 15 -inch concrete system along the north side of the track. Runoff then travels in the northwest direction, following the downstream path as previously described. Proposed Site Hydrology The overall drainage patterns throughout the site are not being changed by the proposed improvements. However, the implementation of the underdrain system will change the existing drainage infrastructure. The proposed system will have 4-inch lateral drain lines running east -west, while the 12-inch collector line will convey flow from south to north. The flow control structure is to be located outside the synthetic turf field surfacing within a proposed landscape area. Rain falling upon the proposed synthetic turf and track areas will be collected in an underdrain system. No surface runoff is anticipated from these surfaces because of the permeable nature of the materials. The synthetic turf surface includes a tufted fiber and woven synthetic backing that is perforated to allow a minimum vertical infiltration rate of 20 inches per hour. The synthetic turf is infilled with a mixture of rounded sand particles and granulated rubber that do not interlock and are also highly permeable and has a minimum vertical infiltration rate of 20 inches per hour. Below the synthetic turf surface is a top course and base course permeable crushed aggregate constructed of a specially graded sand and gravel mixture that results in a permeable base below the field. The vertical infiltration rates through the synthetic turf are tested by an independent third party testing agency after manufacture of the turf. Testing of the permeable aggregate occurs on site after placement and compaction. Stormwater will percolate vertically and gradually horizontally through the base crushed rock layer to the nearest* drainage lateral trench. Refer to the field cross section on sheet F-2.1 in Appendix A. Once stormwater infiltrates into the drainage lateral trenches, it will be conveyed via 4-inch perforated drain lines to a 12-inch main collector drain line as noted on the drainage plans, flowing south to north. The 12-inch main collector line will connect to a Type 1 L catch basin with a flow control riser pipe, located north of the field, outside of the field surfacing. Downstream of the flow control structure, the proposed drainage conveyance will be routed north and east to connect into the existing onsite drainage system. Stormwater will then be conveyed northwest through a series of existing pipes and catch basins, ultimately discharging to Deer Creek. The flow restrictor is designed to temporarily back stormwater up into the field permeable base aggregate, the perforated sub -surface drain lines, and the collector drain line. The permeable base aggregates are assumed to have a void ratio of 30% by volume. A limited amount of infiltration is expected to occur beneath the field when the stormwater is stored within the field base permeable aggregate. Based on our understanding of the existing subsurface soils, a design infiltration rate of 0.01 in/hr was used for the subgrade beneath the fields. While existing fill underlying the site generally does not promote infiltration, a conversation with the geotechnical engineer (Associated Earth Sciences, Inc.) revealed that a limited infiltration rate would be feasible for this site. This LPD Engineering, PLLC Page 9 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 I M g Pic engineerin infiltration rate was used in the stage storage discharge table in the VVWHM stormwater model to represent how the water is stored and infiltrated within the field's subsurface system. Outside of the underdrained field and conveyance line from the outlet of the flow control structure, other proposed drainage collection facilities include catch basins and pipes on the outside perimeters, which will collect and convey flow to outlet locations at the southeast and southwest end of the project area. The flow control structure for the field underdrain system is designed to release stormwater at the allowable rates defined by the Western Washington Hydrology Model (VVVVHM), as required by the City of Edmonds. The system is designed to meet the DOE flow duration standard, comparing the predeveloped (forested) peak flow rates and durations to the developed peak flow rates and durations. Flow Control System The flow restrictor and the storage volume within the field subsurface drainage system have been modeled using VVVVHM. The DOE Manual does not explicitly state a method for modeling underdrained sports fields. Based on LPD's extensive modeling experience with WWHM, and work with DA Hogan (field designer) on numerous field projects, the field surfacing has been modeled as 50% impervious and 50% pervious grass. The rubberized track will be underlain with pervious pavement and portions of the plaza/walkway areas will be pervious concrete will be modeled as 50% impervious/50% grass as well. The developed conditions in the WWHM model also include 50% of the synthetic turf and track area as grass since it is tributary to the flow control structure. In order to get the model to accurately represent the flow of storrawater through the flow restrictor, the actual surface conditions contributing runoff to the flow restrictor has to be included in the developed basin. In this case, all the areas in the developed basin are taken back to forested conditions in the predeveloped basin since all areas are either new/replaced impervious or a disturbed pervious surface. This means that the entire area of the detention basin will be considered forested in the existing conditions. A bypass basin has been modeled to represent the areas requiring flow control which are outside of the detention basin. The field aggregate depth and flow control structure will be designed to over -detain for the bypass area. Tables 2, 3, and 4 below summarize the VVVVHM modeling input. LPD Engineering, PILLC Page 10 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 I n N g Pic engi eerin Table 2 — Modeled Existing Phase lField Areas Square Feet Acres Forested Area 183,048 4.202 Impervious Area 0 0 Grass Area 0 0 Total Effective Predeveloped Area 183,048 4.202 Table 3 — Modeled Effective Proposed Phase 1 Field Areas (SSD Table) Square Feet Acres Impervious Area 82,196 1.887 Grass Area 82,196. 1.887 Total Effective Mitigated Area 1 ;4,392 3.774 Table 4 — Modeled Effective Proposed Bypass Area Square Feet Acres Impervious Area 12,382 0.284 Grass Area 6,268 0.144 Total Effective Mitigated Area 18,650 0.428 Due to the unique nature of the storage volume within the field's underdrain system, a custom Stage -Storage table has been created within the VVVVHM4 program. Refer to the Field Stage Storage Volume Spreadsheet, included in Appendix 13, which was used to determine the volume within the underdrain system at a given elevation. To create the stage storage table, a range of elevations was input into the spreadsheet, beginning with the collector pipe outlet invert elevation as the starting stage, and continuing up to the maximum water surface elevation within the gravel base as the maximum stage. This allowed a custom stage storage table to be created and input into the SSD element in the WNVITM program. The storage volume provided in the field detention facility is a maximum of approximately 26,672 cubic feet at the elevation of the top of the flow restrictor. 0 0 0 0 0 0 0 0 As noted above, the existing onsite soils are mapped as till; it is anticipated that when storinwater is stored within the field base, a limited amount of the runoff from the field area will infiltrate into the native subgrade. The geotechnical report has indicated that the subsurface soils are not conducive to infiltration due to amount of fill and lodgement till sediments, which are both unsuitable receptors. However, the geotechnical engineer has approved a design infiltration rate of 0.01 inches per hour for use in the stormwater model. Once the SSD table element was created within the VPVHM program, the control structure was manually adjusted in order to match the duration and discharge requirements for forested predeveloped conditions. The field system control structure includes a single orifice with a flat riser. The control structure will be a 12-inch riser within a Type- 1 L catch basin located north of the proposed field. The orifice will be 0.5 inches in diameter. The riser height was determined to be LPD Engineering, PLLC Page I I Former Woodway High School Athle6c Fields Renovati * on Stormwater Site Plan, November 12, 2014 I N g Pic engineerin 3.94 feet, so the overflow elevation will be 398.91 based on the outlet pipe invert elevation of 395.46 The field section is 16" deep, from the field surface to the top of the lateral trenches, so the riser height indicates that water will be stored up to within 0.89 feet of the field surface, allowing for a total temporary stormwater detention storage volume of 26,672 cubic feet to be stored within the lateral pipes, collector pipe, gravel trenches, and field base permeable aggregate. Refer to the complete output fronf the WW`HM program provided within Appendix B. Graph I below shows the duration analysis graph from VVWHM. Also refer to Sheet F-2.2, which details the flow control structure for the field area. Graph 1 — Phase I.Field Duration Curves from NVWMI �0.18 4- 0.15 0 %.0* :0.6 Water Quality System There are no pollution generating impervious surface (PGIS) and less than Y4of an acre pollution generating pervious surface (PGPS) associated with Phase 1 of this project. The proposed synthetic turf field is not currently considered a PGPS and the proposed impervious surfaces are not for vehicular use. Conveyance System Analysis and Design An analysis of the onsite conveyance system was performed for the conveyance pipe serving the entire Phase 1 site, the main I 2-inch collector pipe for the field, and the 4-inch laterals serving the field. Refer to the Conveyance Analysis Spreadsheet in Appendix B. The entire site conveyance was analyzed from the point of compliance that conveys flow from the entire Phase I site, including the bypass areas. The I 00-year peak runoff rate from the appropriate tributary basin was determined using WVHM with 15-minute time steps. This was compared to the full flow capacity of the conveyance pipe was determined using Manning's equation. The 100- year peak runoff rate was found to be 2.18 cfs, while the full flow capacity was calculated as LPD Engineering, PLLC Page 12 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 I N g Ipc engineerin 2.99 cfs. Based on this comparison, during the 100-year storm, the collector pipe would be 73% full and therefore it has adequate capacity to convey the 100 -year flow rate. The 12-inch collector pipe for the field's subsurface drainage system was also evaluated. The tributary area for the collector pipe includes everything within the detention basin, including the entire field and the majority of the track over pervious pavement. The 100 -year peak runoff rate from WW111M was 1.92 cfs, while the full flow capacity was determined to be 2.31 cfs. Therefore, during the I 00-year storm event, the collector pipe is only 83 % full, indicating that it has adequate capacity. To evaluate conveyance capacity on the 4-inch perforated lateral drain lines, the longest lateral on the field of about 181 linear feet was analyzed. Assuming 15 feet of lateral spacing, a tributary section would be 15 feet wide, provided there are adjacent laterals on both sides. Therefore, the tributary area to the longest lateral is 2,715 SF, which means the tributary effective impervious is 1,358 SF (both track and field modeled as 50% impervious). The resulting 100-year peak runoff rate from WW1-IM was about 0.03 cfs. The fall -flow capacity found with Manning's equation was 0. 14 cfs, meaning that the lateral would only be 22% full during the I 00-year storm. SECTION 6 - CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) The preliminary SWPPP for this project can be found in Appendix C. The preliminary SWPPP is based on Volume H of the 2005 DOE Surface Water Management Manual requirements. An NPDES pen -nit from the Washington State Department of Ecology will be required for the project because it disturbs over one (1) acre of land area. The TESC plan includes a temporary sediment settling tank. A minimum volume was calculated using the methodology from the 2005 DOE manual, with the 2-year developed flow rate from WWHM. A volume of an equivalent sediment trap was calculated to find the necessary volume for a sediment tank for this project. A copy of the Sediment Trap Sizing Calculations worksheet used for this exercise is attached in Appendix B. Stormwater runoff from the project work area will be directed toward the interceptor swale along the north side of the field. The swale will convey flow to the temporary sump pump, located within an existing catch basin on the north side of the field. Then stormwater will be pumped to the temporary sediment settling tank located in the northeast portion of the Phase I project area. In addition to the sediment settling tank, TESC elements in the project include the following: Temporary Stabilized Construction Entrances, per BMP C 105 Catch Basin Filters, per BMP C220 Silt Fence, per BMP C233 Temporary Interceptor Swale, per BMP C200 Rock Check Dam, per BMP C207 LPD Engineering, PLLC Page 13 Former Woodway High School Athletic Fields Renovation Stormwater Site Plan, November 12, 2014 Im enginee'ring Pic The TESC elements shown are intended to be the minimum allowable. The NPDES permit will require periodic inspection of the TESC elements to confirm they are holding up and continuing to function as intended. During construction, the contractor is responsible for upgrading these facilities as necessary. The implementation of the TESC plan and construction maintenance, replacement and upgrading of the TESC facilities are the responsibility of the contractor, per the contract documents. The TESC facilities will be constructed prior to and in conjunction with all clearing and grading activity and in a manner in which sediment or sediment laden water does not leave the project site, enter the drainage system, or violate applicable water quality standards. SECTION 7 - OTHER REPORTS AND STUDIES A geotechnical report was prepared by Associated Earth Sciences, Inc., dated June 4, 2014 and is available under separate cover. SECTION 8 - OTHER PERMITS The project involves over an acre of land disturbing activity, and therefore an NPDES permit will be required. SECTION 9 - OPERATION AND MAINTENANCE MANUAL The operation and maintenance manual for this project has been attached in Appendix D of this report. This includes required maintenance activities for catch basins, conveyance pipes, flow control structure, and compost amended soils. SECTION 10 - BOND QUANTITIES WORKSHEET Per ESCS section 5.11, a financial guarantee is not required because this project is not classified as a Small Site Project. LPD Engineering, PLLC Page 14 former Woodway High School Athletic fields Renovation Stormwater Site Plan, November 12, 2014 I N g Ipc engineerin FIGURES Figure 1: Vicinity Map Figure 2: Existing Impervious Coverage Figure 3: Existing Conditions Figure 4: Soil Map Figure 5: Downstream Drainage Map Figure 6: Proposed Conditions hi -6 � -Z ') i - .00 3: ciffil) 227TH PL-8W > < rri C: 228TH ST SW - C) 228TH PL�\t�� 229TH PLSW MoUkQ P-41 L 'l QO4 x LLJ C, 5 F-- A C, 13 �231STSTSVV Cj .C: �J > loom xm� 232N D- ST-SW 44' r-_l �2 -Y 30 <"')L Pk)r, 3T CL V) 10 cn 234TE ST SW Q0 >1 -�OTTINGHAM,RDIL�Ln-��I"�'00(5 CY) C: ROWBERS ROOST RD- - C) 0 2y��h ST w Ca 2! u PH,ASE I (D 0 7 D� < PROJECT AREA, 0 ou -238TIH $1,SW cr 237TH PL SO,' 0 238TH ST SW ni- 2 TH ST SW 40 CD �4&H ITSW 0- .0 cr 14�:- 241ST Or7�d % 241ST PL SW CL CD in �42 C-?en Pt S vv I ffico-01511 MEW A -milmoNt 0 0 0 0 k ik AVA, A V AL V. lot A# 1p V" Ar 'f JV IA 31 4w AV L ��t I" @2014 LPD Engineering PLLC 4t 71171 *- --a.a* il -1, 1 �" 4 Z 'F --J �7 kit.. 0V 8CHOOL PROPERTY IN 0 100 200 Scale 1 "= 200' EXIS'nNG IMPERVIOUS COVERAGE Existing Impervious 14.18 AC C:3TotaI Site Area 39.75 AC Percentage of Site Impervious 35.7% �F------O-- E-R�---W---O-O-D-W---A---Y:---H:I-G- --KS-C �H-0-0-L7::�-,-P--�H.--A-S-.E---I 911 Western Ave, DESCRIPTION Suite 420, Seattle, WA 98104 p. 206.725.1211 f. 206.973.5344 engineering P11C www.lpdengineenng.com NOVEMBER 12, 2014 FIGURE EXISTING IMPERVIOUS I COVERAGE 2 EV- Q -R A F-0 ---ME-R�--W---OOD-W---A---Y-:--H-IG--H::--SC-*HO-OL:��P-HASE--l-0 LZ @2014 LPD Engineering PLLC 911 Western Ave, DESCRIPTION NOVEMBER 12, 2014 FIGURE Suite 420, Seattle, WA 98104 p. 206.725.1211 EXISTING CONDITIONS m m M If. 206.973.5344 3 engineering P I I C ww.lpdengineefing.com 0 0 Q) -0 78 11 x LJ I Ll� PIHASF 1 .c 0 P KID IJE' C T A R E A (D L 17 cn 71 c 0 'N� < U) N U cb 2 a_ 17 0 0 'A SNOHOMISH COUNTY AREA, WASHINGTON (WA661) c: c C7 :5 'a ci 0 MAP UNIT SYMBOL MAP UNIT NAME 78 Urban Land 1 9 Everett Gravelly Sandy Loam, 15% to �5% slopes 17 Everett Gravelly Sandy Loam, 0% to 8% slopes 5 Alderwood-Urban Land Complex, 2% to 8% slopes 4 Alderwood-Everett Gravelly Sandy Loams, 25% to 70% slopes 6 Alderwoo* d-Urban Land Complex, 8% to 15% slopes 911 Western Ave., DESCRIPTION NOVEMBER 12, 2014 FIGURE D Suite 420, Seattle, WA 98104 p. 206.725.1211 SULS MAP f. 206.973.5344 z4 1) lengineering plic www.lpdengineering.com I x Q) 0 OUTFALL T01 LD 228th St SW 11DEER CREEK DEER CREEK C-7 v) -DISCHARGES INTO cf) PUGET SOUND L /,7 E DEER CREEKI a 0 0 N 0 JELY 1/4 MILE AM FROM SITE c o 7T 0 (F� I Q WRffl 0 '231st st sw - c -D .c: 2) LLJ LLI V) DISCHARGE POINT c-'q �FROM PROPERTY n 0 01 Lin 9; 0) Sip, U4.60 (N 0 C�r Q) C J L7— — — c: 0 0 1 - r Ln Lj SE I FRod-Ec +eB, A P, ,TI a- R=W - -0 0 DW - -A- -Y-_: H_ G_ - H_ L-S C H 0_0 L:--� R H- AS E--1 F-0 R M_ C) 2014 LPD Engineering PLLC FW F=' 911 W,t.. A,,..7 DESCRIPTION NOVEMBER 12, 2014 1 FIGURE Suite 420, Seattle, WA 98104 p. 206.725.1211 f. 206.973.5344 ineering P11C w.Ipdengineering.com R5 C-- F-0 R ME-R�:W-N-0 0 D-W---A---Y::H-UG- -H:--S C-F10--0--L--RH-A--S-E--l-- o) @2014 LPD Engineering PLLC 911 Western Ave, DESCRIPTION NOVEMBER 12, 2014 FIGURE 0 Suite 420, Seattle, WA 98104 p. 206.725.1211 PROPOSED CONDITIONS I m M If. 206.973.5344 6 engineering PlIC www.lpdengineedng.com IN g Pic engineenn APPENDIX A Design Drawings LATE CONTRACTOR TO MAINTAIN DOSTING CONCRETE 'Ilia WALKWAY/PARKING AREA AND KEEP SEDIMENT 9 -11** AND PROTECT EXISTING CATCH BASIN FREE DURING CONSTRUCT! . INSTALL CATCH W16tREMAIN. PLUG EX 18" So TO No BASIN PROTIECTIONOONN CATCH BASINS LOCATED WTTHIN OR DOWNSTREAM OF HAUL I ILk O� WORK ROUTE THROUGH EXISTING DRIVEWAY ON 47-1 LIMIT OF TEMPORARY % \\TREE PROTECTION I', I pill m (TYP) IL 0 % % 08 R.W11 it, * KTRACTOR 94ALL PRWDE MINIMUM" A LIMIT OF- woRK 2Z700 CALLON StORAGE cryp.) 'it ANK AS NECESSARY POR! �a; -2 IFABRIC I)SE `IL A` ILTER FABRIC — IX$M TYPTIF� 1v -j. ENTRAH ....... 41 9.�J-q (TYP.) % 314-5; F % % 4 + TEMPORARY WCEPTOR St. V. INSTALL-JEMPORkRY PL4-IN OUTLET \PIPE DURING CONSTRUCTft. USE TEMPORARY SUMP PUMP AS t;r, - N FOR PUMPING TO .t 49 E7UNG T 5t A % TEMPORARY FENCE (TYP.) S. tit., TREE PROTECTION %* 5.3 % rg TEMPORARY 11 INTERCEPTOR SWA :4 (TYP / UE lk. lk. t T BASIN N. ON A. ftl. I 1.7 % A-iii FILTER I" Mai Fo (TYP-) qe TEMPORARY TRUE PROTECTION FENCE CrYP.) �7 LIMIT OF WORK (T'P.) U OF TEM M LIMIT OF WORK (TYP-) I i T.E.S.'C. NOTES TEMPORARY! EROSION CONTROL NOTES SEE SHEET F-0.4. T.E.S.C. LEGEND -C) ------ CF— FILTER FENCE R SWALE —CH BASIN PROTECTION TEMPORARY CONSTRUCTION ENTRANCE TEMPORARY TREE PROTECTION FENCE COMP057 FILTER SOCK UMFT OF WORK �F. FORCE MAIN K�tltharll below Call before you dt. EDMONDS Is SCHODL D I S T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DAHOGAN NORTH SCALE: 1" 20' PFRMIT SET DATE �1-12-14 SCALE V-211 DRAWN cm CitECKED nit TEMPORARY EROSION CONTROL PLAN SOUTH PHASE 1 SHEET F-0.2 Fk; F-0.1 CUFMW-W�M� � W. hW � 11-14 4�M� T '7* 1. M,j M. 7 .......... Ga� 6. C. WTT. F I P-4 iv- F F 7; 'S 4�, .0 ?PI 40 CIO /A Tn I ML T A —TT 4, 41 OW ISIT'a CU.= N 4, 4, 4� oil 0, —V lip T�CH�I!NQQ,Sq ETF-02 77 10 41' lo 01 5— z 00 z m m cn 0 -n 0 0 -n X 0 -0 F� 0 0 < x -00(40 m r- z r 0 m > > m 0 > cn z "' �; - 4� > z 0 m 8. Y5 --4 r- I.- Z 11Z V) G- '1� (M 392.571 a; ADAPTER Slaffr--, —RETRIEVAL STRAP 100' MINIMUM RI!VISIOt PEAK FLOWS) DIT ACCUMULATOR 0.5CF STORAGE) SCHEMATIC DETAIL PROVIDE 'STREAMIGUARD SEDIMENT CATCH BASIN INSERT' OR APPROVED EQUAL MANUFACTURER'S NAME: BOWHEAD ENVIRONMENTAL & SAFETY ADDRESS: Po BOX 375 PRESTON. WA 98050 TELEPHONE' FOR INFORMATION (806) 909-3677 TEMPORARY CATCH BASIN PROTECTION NOT TO SCALE EXTEND BEIWEEN EXISTING R WAY PAANG AND EXISTING TRACK R - 25' MIN. AY I IF CH INSTALL D TH RE I; R G" TY FULL WIDTH OF PRESENT. AMER TY =,,EGRESS ROAD ST 4'-8- QUAR SPA S G ITY XTL LL= EOTE F 12* MIN. THICKNESS 2� STABALIZED CONSTRUCTION ENTRANCE <f3 NOT TO SCALE 10. END P 0' 0 30- MGUE EACH AROUND (W FLOW 5PACINC VARIES (rP.) SEE NOTE 3 DISTURBED DISTURBED AREA AREA Cou SOCK CONTOUR LINE Mp.) SEE DETAIL PROTECTED AREA 2,2 SPAC� E6?'EM 3WOODEN STAKE. O.C. (TYP.) SECTIO10 (SHOWN AS SLOPE PROTECTION) PLAN A EXCESS SOCK MATERIAL. 2" -2' MIN) I COMPOST SHALL BE IN ACCORDANCE WITH WSDOT STANDARD DRAWN IN MD TIED OFF WOODEN ME SPE 9.14.4pL. COMPOST SOCK SMALL BE A AT STAKE MINIOMUFICAOIC"10" IN ETER OR SIZED TO SUIT CONDITIONS BIODEGRADAB AS SPECIFIED THE ENGINEER. SOCK MATERIAL SHALL BE SOMPOLE Blo-DEGRADABLE. PROVIDE COMPOST SOCK BY CEDAR GROVE ST SOCK SEE NOTE 1 COMPOSI`NG. OR APPROVED EQUIVALENT. 2 ALWAfS INSTALL COMPOST SOCK PERPENDICULAR TO SLOPE AND ALONG CONTOUR LINES. 3 REMOVE SEDIMENT FROM THE UP SLOPE SIDE OF THE 2t COMPOST SOCK WHEN ACCUMULATION HAS REACHED 1/2 OF THE EFFECTIVE HEI Hff OF THE COMPOST SOCX. 4 ONCE PLACED ON THE GROUND. APPLY WEIGHT TO THE SOCK BY WALKING ON OR ROLLING TO IMPROVE CONTACT 3� COMPOST FILTER SOCK BTWN THE SOCK AND THE GROUND SURFACE. �� NOT TO SCALE JONTS IN FILTER F SHALL BE SPLICED AT POSTS. USE STAPLE& WORE RINGS OR EOUfVALENT TO ATTACH FABRIC TO POSTS, , ;L2"Z.1.4.,GArM.AR. E STRENGTH FA BRIC USED CA " n T 7USED LTER FAB .4 H WITH 4 P" S. EL H 6, mAx. POST E& SZ-,/4 1.5 SPACING MAY BE—"' INCREASED TO VIF \7D CPAVEL WIRE BACKING Is USED I WOOD POSTS, EL 000 ELEVATIO FENCE POSTS, OR EQUIVALENT I, FILTER FENCE NOT TO SCALE BOTTOM GRASS OR ROCK WN. 1 2' �,__ 2' MIN. NOTES GRADE. MAX SX WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET SUCH AS A SETTLEMENT TRAP STABILIZATION SEED. COVER MEASURES. OR ROCK 12' THICK. PRESSED INTO SWALE BANK AND EXTENDING AT LEAST 8' WERTICAL FROM THE BOTTOM TEMPORARY INTERCEPTOR SWALE �ONOT TO SCALE .3 NOTES I 6-FT. HIGH TEMPORARY CHAIN LINK FENCE SHALL BE PLA AT THE DRIPLINE OF THE TREE TO BE SAVED. FENCE SHALL COMPLETELY ENCIRCLE THE TREE(S)' INSTALL FENCE POSTS USING PIER BLOCKS ONLY. AVOID DRIVING POSTS OR STAKES INTO MAJOR ROOTS. 2. FOR ROOTS OVER I -IN DIA. THAT ARE D AGED DURING CONSTRUCTION. MAKE A CLEM. STRAIGHT CUT TO REMOVE THE DAMAGED PORTION. ALL EXPOSED ROOTS SHALL BE TE PORARtLY COVERED VATH DAMP BURLAP TO PREVENT DRYIN AND SHALL BE COVIDRED WIN SOIL AS SOON AS POSSIBLE 3 WORK WTH'N PROTECTION FENCE SHALL BE DONE MANUALLY NO STOCKPILING OF MATERIALS. VEHICULAR TRAFFIC, OR STORAGE OF EQUIPMENT OR MACHINERY SHALL BE ALLOWED WTHIN THE LIMIT OF THE FENCING. /1_6� TEMPORARY TREE PROTECTION FENCE �� NOT TO SCALE TOP OF DRUM SHALL BE 6' MIN HALL WITH SED — RUNOFF WITH SEUMENT 'BOVE GRME PROVIDE SOLID % SOU PROVIDE I - MIN E:- SUMP AROUND DRUM LOU Z PROVIDE 12* MIN CLEAN GRAVEL 4 AROU 11 PERIMETER OF DRUM I WRAP WITH FILTER FABRIC J�-55 CALLON DRUM W/ 2-DA WEEP HOLES 0 8* D.C. RE TIES SUMP PUMP WATER SUMPPU CONCRETE BLOCKS �� NOT TO SCALE STAPLES -AP ON ON THIS SIDE OF APRON THE DIKE SHOULD BE FOLDED UNDER THE OKE SECTION AND STAPLED DOWN CONSTRUC N AREA TRIANGULAR SILT DIKE JIM& MOTE 3'-6* TRENCH I LAY TRANG LAR SILT DIKES END TO END ING SLEEVE TO CONNECT ENDS. 2. HOLD IN PLACE WITH SAND BAGS WEN INSTALLED ON HARD SURFACES S' TAPLES .1 SE�1..— E. 7Xx r8-'\ TRIANGULAR SILT DIKE �� NOT TO SCALE EDMONDS S_C,HGDL wl S T A I i; T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS re-**-* 1rT DA HOGAN PFRMIT �FT DATE 11-12-14 SCALE NTS DRAWN cm CHEUM RSH — (j> - — TEMPORARY EROSION CONTROL DETAILS SHEET F-0.3 REVISION DATE CONSTRUCTION SEQUENCE 1. SIC LE A PRE-COMSTRUMM MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220. EXI. 1326. TWO DAY (411 MIT) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTRDL NOTES. 3. CALL FOR UTILITY LOCATES. 4. IMSTAIL TESC MEASURES AND WARMAN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRucnoN ZONE. 5. HAVE EROSION CONTROL IWASURES INSPECTED BY CITY OF EDMONDS M ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND E CONTROL MEASURES VU BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRICTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SMALL BE MAINTAINED UNTIL PERMANENT VEGETATION 15 ESTABLISHED. 5. DEMOLISH EXISTING STRUCTURES 7. ROUGH GRADE SITE AS REOUIRED TO INSTALL DRAINAGE FEATURES. B. CLEM GRUB & ROUGH GRADE WE. REVECETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOM ARM SMALL BE STABIUZED PER VTOS.DN CONTROL NOTES BELOW) 9. POTHOLE ALL UTILITIES PRIOR TO CONSTRUCTION OF TEMPORARY SHORING WALLS. 10. INSTALL SHORING AROUND ALL SIDES OF EXCAVATION. AND EXCAVATE FOR BUILDING FOUNDATION. 11. WALL UTILITIES AND OTHER SITE IMPROVINENTS. INCLUDING FRONTAGE IMInIOVENIENM 12. STABLIZE COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF EWIRE SITE. 13. E SH LANOSCA�INC AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CON MEASURES SMALL BE REMOVED UPOIii n� SITE STABILIZATION AND APPROVAL Err CITY GENERAL NOTES 1. ALL MATERL46LS AND WORK SHOWN ON THESE PLANS SMALL CONFORM TO THE C17Y OF EDMONDS STANO�RO PLANS AND DETAILS. THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL. STATE. AND FEDERAL CODES. RULES AND REGULATIONS: - CURRENT INTERNATIONAL BUILDING CODE (IBC) - 2010 VISDOT/APWA STANDARD SPECIFICATIONS FOR ROAD. BRIDGE AND MUNICIPAL CONSTRUCTION - WASH040TON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MAINUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 1 2. STANDAM PLAN AND TYPE NUMBERS INDICATED ON THESE DRAMNCS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE i 3 A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4 DEVIATIONS FROM THESE KARS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL C-OVEM94 AUTHORITY. 5 CONTRACTOR SMALL RECORD ALL APPROVED OEVATIONS FROM THESE PLANS ON A SET OF 'AS-BUALT" DRAWOCS AND SMALL SUMMARIZE ALL AS -BUILT CONDMO14S ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6 ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7 THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED By OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPE DENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCAT045 SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH WAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SMALL VERO`Y LOCATION. OEM, SIZE. TYPE ANO CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSM POINTS BEFORE TRENC.NG FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY Or THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SMALL BE NOTIFIED IMME09ATELY OF CONFLICTS THAT ARISE. 8 CONTRACTOR SMALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SMALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. I 9. C NTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WbRK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SH06LL OBTAIN A COPY OF THE GEOTECHNICAIL REPORT WERE APPLICABLE) AND SMALL THOROUGHLY FAA! LARIZE HIMSELF WTH THE CONTENTS THEREOF. ALL SITE WORK SMALL BE PERFORMED IN STRICT COMPLIANCE W17H THE RECOMMENDATIONS OF THIS REPORT. i 12. STRUCTU FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJEF CEOTECHNXI REPORT. 13. MANHOLES. CATCH BASINS. UTILITIES AND PAVEMENT SHALL BEAR ON ME09UM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED. SOFT. LOOSE. WET OR IF ORGANIC MATERIAL 15 PRESENT AT SUBGRACHE ELEVATION. REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECKNICAL REPORT 1 14 SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILOINM LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 15 SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOU CATION DRAINS SMALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAM SYSTEM WHERE INDICATED ON THE PLANS. 15 ALL RECURRED STORNWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR 70 INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. I 17 ALL ROOF DRAM. PERIMETER FOUNDATION DRAM CATCH BASINS AND OTHER EXTERNAL DRAINS SMALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. UNLESS NOTED OTHERWISE. 18 CONTRACTOR SMALL OBTAIN AND PAY FOR ALL PERMITS RECURRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS, 19 AS MINIMUM REOUIREMENI. ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WTH! APPROPRIATE REOLUREMENTS AND STANDARDS. 20. ALL DISTURBED SOL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON-SfTE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REGUIREMENTS. 21. THE CONTRACTO SMALL KEEP OFF-SrTE STREETS CLEM AT ALL TIMES ETY SWEEPING. WASHING OF THEg STREETS WILL N07 BE ALLOWED WITHOUT PRIOR APPROVAL. 22. TH PROJECT IS NOT A BALANCED EARTNNORK PROJECT. BOIIH EXPORT AND IMPORT OF SCIL AND ROC� MATERIALS ARE REQUIRED. 23. SLOPE OF FINISHED GRADE SMALL BE CONSTANT BETWEEN FATSmED CONTOURS OR SPOT ELEVATIONS SH�WNL I 24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5X SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 1 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL &MALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS. EXISTING DJQIXNGS. STREETS, WALKWAYS. UTILITIES AND OTHER EXISTING AND PROPICXD IMPROVEMENT AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING. AS REOUIREO. 26.CON OR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTI HYDRANT SH OFFS. STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OONRSiLIMNATE ANYUHTYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL I 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS. UTILITY RELOCATIONS AND/011 SERVICE 04TEFZRU IONS WITH THE AFFECTED DINNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SMALL: BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SMALL BE REPAIRED AT CONTRACTOR ' S EXPENSE AND INSPECTED AND ACCEPTED By CITY OF EDMONDS AND OWNER'S REPRESENFT�TIVE PRIOR TO BACKIFILLING. i 29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN By DINE . WHERE NO IXMU490NS ARE INDICATED. LOCATIONS MAY BE SCALED FROM ORMI04S, FIELD ADJUSTMENTS SMALL BE APPROVED By OWNER'S REPRESENTATIVE AND CITY. 1 30. "ERE NEW PIPE CLEARS AN EXISTING OR NEW unuTy BY e* OR LESS. PLACE POLYETHYLENE PLASTIC �OAM AS A CUSHION BETWEEN THE UTIUMS. I 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 33. SEE LANDSCAPE DRAWINGS (�ERE AFIPUCABLE) FOR SITE RF"GAnCN EROSION AND SEDIMENTATION CONTROL (ESC) NOTES: 1. CONSTRUCTION ACCESS ROUTE: CONSTRUCTION VEHICLE ACCESS SK41L BE. WHENEVER PRACTICAL. LIMITED T ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH OuARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO P IC ROADS. IF SEDIMENT IS TRAWSPCITTED ONTO A ROAD SURFACE. THE ROADS SHALL BE CLJEANED THOROUGHLY AT THE END OF EACH DAY. SEDIM NT SK41L BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA VATHIN 24 HOURS. STREET WASHING SH46LL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 2. STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION OF OMPS. INCLUDING. BUT NOT LIMITED TO. SOD, KYDROSEEDING. OR OTHER VEGETATION. PLASM COVEMNIC. OR MULCHING. NO SOILS SMALL FtEmuN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER i THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY I THROUGH SEPTEMBER 30. 3. PROTECTION OF ADJACENT PROPERTIES: ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS. SEDWENT BARRIERS OR FILTERS. OWES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. MAINTENANCE; ALL EROSION AND SEDIMENT CONTROL OMPS SMALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. 5. AS REQUIRED BY THE CITY. OTHER APPROPRIATE OMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SMALL BE APPLIED. 5. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTIO14 OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AMID SIOCKALED MATERIALS: 8. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPKLL SIDE OF TRENCHES C. FRENCH DEWATERING SYSTEMS (MUST D604WGE INTO SEDIMENT TRAPS. SEDIWENT PONDS. OR OTHER ACCEPTABLE MEANS); 0. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; E. DAILY CLEANUP AND STREET MAINTENANCE. 7. ADDIT ESC MINIMUM REOUIREMENTS FOR LARGER DEVELOPMENTS: ALL NEW DEVELOPM NT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES OF GREATER THAN. OR EOUAL TO. ONE ACRE IN ADDITION TO MEETING THE MINIMUM REOUREMENTS SET FORTH ABOVE SMALL COMPLY WITH ESC REOUVREMENTS LISTED BELOW. S. DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD. MARK CLEARING LIMITS MD/OR ANY EASEMENTS, SETBACKS. SENSITTVE/CRMCAI. AREAS AND THE BUFFERS . TREES AND DRAINAGE COURSES. 9. SEDIMENT TRAPPING: PRIOR TO LEAVING THE SITE ' STO WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP. OR OTHER APPROPRUITE OMPS. SEDIMENT PONDS AND TRAP& PERIMETER DIKES. SEDIMENT BARRIERS. AND OTHER SNIPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMIPS SMALL BE FUNCT04AL BEFORE LAW DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRuCruRES. SUCH AS DAMS. DIKES. AND DIVERSIONS SMALL BE SEEDED AND MULCHED ACC NO TO AN APPROVED TIMETABLE. 10. CUT AND FILL SLOPES: CUT AND FIJI SLOPES SMALL BE DESIGNED AND CONSTIT TED IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION. SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC NOTE NO. 2. 11. CONTROLLING OFF -SITE EROSION: PROPERTIES AND WATE WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE CTED FROM EROSION DUE TO INCREASES IN THE VOLUME. VELOCITY. AND PEAX FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. 12. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS: ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED. C TED AMID STABILIZED TO PREVENT EROSION FROM THE EXPE TED VELOCITY OF FLOW FROM A TWO-YEAR. 24-HOUR FREOUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADECUATE TO PREVENT EROSION OF OUTLETS. ADJACENT STREAM BANKS. SLOPES AND DOWNSTREAM REACHES SMALL BE PROVIDED AT THE OUTLETS OF' ALL CONVEYANCE SYSTEMS. 13 STORM DRAIN INLET PROTECTION: ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SMALL N07 ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. 14 REMOVAL OF TEMPORARY BMPS: ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL STE STABILIZATION IS ACHIEVED OR AFTER THE rEMIPORMY' SUPS ME NO LONGER NEEDED. TRAPPED SEDWNT 94ALL BE REMOVED OR STABILIZED ON SITE. DISTURBED S09L AREAS RESULTING FROM REMOVAL SMALL BE PERMANENTLY STABILIZED. is DEVATERINIC CONSTRUCTION SITES: DIEWATERING SYSTEMS SHALL DISCHARGE INTO AN APPROVED SEDIMENT FILTRATION OR SETTLING FACILITY is CONTROL OF POLLUTANTS OTHER THAN SED'ME ON CONSTRUCTION ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. 17 FINANCIAL LUBILITY: PERFORMANCE BONDING. OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS. SHALL BE REMERED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. CORD. 3792. 20101. 18 ALL SITE WORK MUST COMPLY WITH CITY OF EDMONDS DEVELOPMENT CODE. 19 THE TEMPORARY ERC19ON AND SEDIMENTATION CONTROL SYSTEM SHALL BE INSTALLED AND INSPECTED By THE ENGINEERING INSPECTOR PRIOR TO ALL OTHER CONSTRUCTION 20. AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE. THE EROSION CONTROL FACILITIES SHALL BE MAINTAINED AND/OR ALTERED AS RECURRED BY THE CITY TO ENSURE EFFECTIVE AND FUNCTIONAL EROSION/SEDIMENTATION CONTROL 21. TEMPORARY SILTATION PONDS AND ALL TEMPORARY SILTATION CONTROLS SMALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND / OR CONSrRUlCnOM IS COMPLETED. PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL. AND THE POTENTIAL FOR EROSION HAS PASSED. 22 ALL DISTURBED LAND AREAS SMALL BE STABILIZED AS REOUIRIED BY THE CITY OF EDMONDS AS NOTED ELSEWHERE IN THIS PLAN SET. 23 "ERE POSSIBLE NATURAL VEGETATION MU. BE MAINTAINED FOR SILT CONTROL. 24 STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEOUATELY PROTECTED Ely TEMPORARY SEEDING AND MULCHING. HYDROSEED PREFERRED. 25 THE PUMIC ROW SMALL BE KEPT CLEAN. TRACKING OF MUD AND/OR DEEIRS FROM THE SITE WILL RESULT IN WORK STOPPAGE. EDMONDS $C;HWI, 0-1 S�T It I C f FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS KET DAHOGAN ====" 11_=:= PERMITSIFT DATE 11-12-14 $C- NTS DRAWN Cm CHEMD RSH -0- -.- TEMPORARY EROSION CONTROL NOTES SHEET F-0.4 � F�J br. A-' �- 11-14 4XM;All 396 I ?I tr "A 0 "'E"O.W I 2�11lo ELEVATION:397.6� FEET . 7.-= 0 o, -397.5 _-40.0 oil -A oA ATE. M."3, 0' 307 o 10 0, 10 0 32- OECI ol A. XA, N 10 ot A A, o" o. 01 01 CLWIER Dr.cl"js ol Rig I RIM, M m r a -M r, m AA. 0 AA 01 a ECI o' ol Fm ll� m A, 3 1�- T T.I. OECIMUS 7- 3 - FIll P �- P N � G) Z— G) z 0 rm, Age M FR m G) m z N kn C > z "A -n 0 0 0 < F7n 0 ;0 U) P! > z fiz V) � F� I ��3MAUW, � hr W � 114 4�13WW z fll 14 MA I I 1 1111111 13 cl lo 'o, 01— 10 40, 11 IN, t fl, 4 .1 N_ E, 4. 'k F1 14- FIR"' c". us'. '—AIT ftl w N 383.49 IF IT IN I- 4 IIN L FIF1 ago 4" 41 z 4! T, 'T. 4w 4' 1 �81 387.5 11 , i, A F 04 10, '0. FI. 14 IN T' FT 0* EL 1, V24e-= Da: I I / " IT OF' IN I . .1 . . ( 0. IT— —1 4 TVVI K .5 4" oo a rs 0 .180 "o Z. Woo 4' IIINP 0 0o".. 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CPEP (�; z PE r-- �—w %61 LF S� + s- �7 �1 ,I- -.;;, — I 3 A V; c�,EP jA4 1�0" * G—r, DM C'-M J�� 397.r a7 39�. u,- -A3 7 96 —,151 U s o", r— Ai A., 0 PEP ja7 Q3 J, r .'V E PLO 5 .53 f, 39 S4 A, .1 + plo- vAl .f- 3�7 Wo 2 39", A f- 597 50- 151 A!, 1�3j 19 ICE 11 �111311 97 "I �1921 so %E. 3!;�; HIM & -4-4 ... ............ .. wo A %GS I,— � —:A — -wg� 00000000000000000000*900000090000000000000oo Fk; F-MI CURRENT-11—r�Zftq P� br. � �; 11-4 4:M4M 91 SA P. P tj 21 A '§ 3 �p La 9 1 g, . g.-I 19 1; j� A 9 5 OUI Ig. ?"a 210 A . 31 HA ARF 11TH 5 Ali Ail 22. j R A §P vp� A Nil; 8:- z 0 M" J: z ON A zo Nz P. - co: 1 -TI 4. J11 ITI I�r 11 o. MATCH LINI� A --:/1117 V 1- ITE HAI \t 9t ew- i W p I tv Ul o / �tl 'p 39 fn in 4 L6s Z 0 o C) 0 T 0 I L', OJO 0 .4 -o G) rn r- rn rn > -0 m 0 > CA Un �; rn z 0 Z liz REVtvON mn INFULED SYNTHETIC TURF SYSTEM LATERAL SPACI 15' TYP. 2' TOP COURSE INSTALL PEA GRAVEL WITH 2' CROWN PERMEABLE AGGREGATE 2. REMOVE PEA GRAVEL CROWN TO FLUSH WITH SUBGRADE PRIOR INSTALLATION OF AGGREGATE CLEAN, WASHED PEA 12' BASE COURSE GRAVEL AS NECESSARY PER v. FOR LEVELWG. WEABLE AGGREGATE PERMEABLE STRUCTURAL SO6L BEARING ON SUBGRADE FOR FULL FABRIC MUST BE FLAT 2' E jiaZ�� 2' MIN. WIDTH. FABRIC CONTINUOUS THROUGH 12' SUBSURFACE DRAINAGE TRENCHES (TYP) MIN. 4' PERF. CORR. PEA GRAVEL INSTALLATION TO FULL DEPTH OF TRENCH 4' PERIF CORR POLY. TUBING. POLY DRAIN & 2' CROWN. DRAIN TUBING SEE a DRAW SHEET FOR INVERT ELEV. INFORVATION SYNTHETIC TURF FIELD SECTION NOT TO SCALE NOTES: 1. THE PLASTIC EDGE ANCHOR MAY BE TEMPORARILY SET WITH POWER -LOADS PLACED AT THE CONTRACTORS OPTION TO ASSIST IN ESTABLISHING THE PROPER LINE AND GRADE. THIS TEMPORARY HARDWARE MAY REMAIN AFTER FINAL INSTALLATION. 4 2. THE CONTRACTOR MAY CHOOSE TO UTILIZE STEEL POWER -LOAD DRIVEN OR RAM -SET CONCRETE ANCHOR NAILS, MINIMUM SHANK DIAMETER 5/32% MINIMUM HEAD/WASHER DMMETER 3/8% SUFFICIENT LENGTH TO INSURE A MINIMUM 2- EMBEDMENT. INVIDIDUAL 4 ANCHORS SHALL DEVELOP A MINIMUM 450LB SHEAR. 350LB TENSION IN 4.000PSI CONCRETE AT 2' EMBEDMENT. 3. ONCE INITIAL LINE -0 GRADE HAS BEEN ESTABLISHED. INSTALL THE SPECIFIED RAM -SET OR POWER -LOAD DRIVEN CONCRETE ANCHORING NAILS IN MANNER CONSISTENT WITH THE APPROVED MANUFACTURERS PRINTED INSTRUCTION AND THE SPECIFIED SPACING. 4 WEDGE ANCHOR M BE SET AT MIDDLE 5ox or EACH BOARD. 30' D.C. MAX.. 4-6' FROM ENDS. 5 MINIMUM REQUIREMENTS FOR CONCRETE ANCHOR NAIL INSTALLATION DEPTH OF EMBEDMENT: 2' OR AS RECOMMENDED BY THE ANCHOR SUPP ER, WHICHEVER IS GREATER. HORIZONTAL SPACING NO GREATER THAN 21" ON CENTER AND 6' FROM END OF ANY LENGTH OF U LUMBER. STAGGER �E SPACsNG OF EACH ANCHOR UP AND DOWN WITHIN THE MIDDLE ONE-HALF THE FACE OF THE RECYCLED EDGE ANCHOR. (TYP) UPPER 25% (TYP) (TYP WEDGE ANCHOR POWER LOAD/ RAM -SET I I T MIDDLE 4"__ 50% T �2::) SYNTHETIC TURF EDGE ANCHOR LOVER 25% NOT TO SCALE NFILL MATERIAL TO 13E FLUSH WTH Top OF CONCRETE CURB CONCRETE CONCRETE CUR. To BE CUF IS FLUSH WITH ADJACENT INFULLED SYNTHETIC --- STAPLE AS REG ED SURFACE 'U'R. (Trp�) To 'F ANCHOR 2 ADJACENT SURFACE gRF F11: MAY VAR' /lk FINISH I'l 4 TIIIL/ GRADE N/ x x �X� 16- (2) #4 CONTINUOUS SYNTHETIC TURF-"" E—DGE ANCHOR All NOTE' ALTERNATE TOOLED JOINTS AND EXPANSION JOINTS 1 0' O.C, H-H EDGE ANCHOR AT CONCRETE CURB NOT TO SCALE SLOPE TO 0 N SEEDED NATURAL GRASS ESICN FINISHED GRADE LIFT PLANTING SOIL Qi BLEND TO 8- ON UBGRADE TOTAL DEPTH DEPTH TILLED NATIVE /SOIL BLEND SITE SO4L SEEDED SITE SOIL RESTORATION 1/2- RUBBERIZED SURFACING 2-1/2- POROUS ASPHALT PAVING 13' BASE COURSE PERMEABLE AGGREGATE ScUB-G—RADE RUBBERIZED SURFACE SECTION NOT TO SCALE 2-1/2' ASPHALT . . . . . . . FINISH rft P—AVtNG 1�_// GRA DE M.' 6' BASE AGGREGATE COMPACTED SUDGRADE 3/a- �M�GN 4* D WITH SMOOTH FINISH POL Jol" NISH RAGE ASPHALT P VING SECTION NOT TO SCAI F 1 4 r 4 SUBGRADE COMPACTED-/ -I To 95X MIN. A. CONCRETE PAVING AT EXPANSION JOINT 6" CONCRETE PAVING LIGHT BROOM FINISH F4-18- OC/ EW 6' CLASS ss BASE NOTE DP ON JOINT TO BE INSTALLED AT ALL INTERFACE ELETWEN CONCRETE PAVING AN VERTICAL WALL OR EMSTING CONCRETE PAVING CONCRETE PAVING NOT TO SCALE 8 PERVILUS CONCRETE PAVING 7_ . T T ,_I ) 0 0 SC7 LE HAND -TOOLED WEAK ED PLANE JOINT. DEPTH EOUAL 25% or THE SLAB THICKNESS U SUBGRADE COMPACTED TO 95% MIN. R- CONCRETE PAVING MIN WEAKENED PLANE JOINT 4' PERVIOUS :ONCRETE PAVING 5" PERMEABLE AGGREGATE BASE 6' CONCRETE PAVING IJGIfT BROOM FINISH 1�18* O.C/ E-W. 6' CLASS 11 BASE NM EXPANSION JOINT TO BE INSTALLED AT ALL INTERFACE BETWEEN CONCRETE PAVI G AND VERTICAL WALL OR EXISTING CONCRETE PAVING EDMONDS SC;HWL ID'I S'T w fe ir FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS KET DA HOGAN =;z:;= ":_-= PERMIT %Fr DATE 11.12-14 NTS DRA— C"A' �ECKED RSH SITE SECTIONS & DETAILS SHEET F-2.1 NOT TO SCALE DATE 4' PERFORATED SNAP 4' X 4' X 4" CORRUGATED A 0! POLYETHYLENE LATERAL "T LL E DS OF SNAP TEI LATERAL USING ORAJN TUBING SEE PLAN FOR SLOPE 2* MIN GRAVEL _T 3- MIN - COMPACTED SUBGRADE PERMEABLE STRUCTURAL CORR. POLY TUBING 4' ADS INSIDE COUPLER VARIES IN LNEN'. SOIL BEARING FABRIC NGTH 12* X 12' X 4" PRE -MOLDED TEE 12' CPEP COLLECTOR FOR INVtRT ELEVATIONS SEE DRAINAGE SHEET SUBSURFACE DRAINAGE DROP -TEE CONNECTION .2 NOT TO SCALE PERM 3' MAX TO MIT EABLE FIELD MATERIAL ERMEABLE AGGREGATE SNAP CAP ALL ENDS OF LA I 2" MIN ' ' 'I 'I PEA GRAVEL-"�I Ell lEll M1111 I I �UCIU.LOIIIL I I I kiLili I I I MIN. P 3 M PER.T. E COMPACTED SUBGRADE SIR 1 StRUCTU HAL U BEAR NO FASR; SUBSURFACE DRAINAGE LATERAL .2 NOT TO SCALE SURFACE VARIES —\ LOCKING CAST IRON FRAME t XGRATE (18 24-) ADJ ENT RISER(S) GROUT ALL PIPE AS REOUIRED 4' MIN. WATEFUr 'HT ON 2B BOTH SIDES OF 'RDUT CATCH BASIN (TYP -) PRECAST CONCRETE, C.B INTERNAL DIMENSONS- 26'L X 22W X 40'D 6* C RAVEL NOTE, FOR INVERT ELEVATIONS = R I !!! - ,/ �3 TYPE 1 CATCH BASIN I I !—!!! __11 111 34- SEE DRAINAGE SHEET �� NOT TO SCALE OUTLET PIPE PERPEND CULAR TO CATCH BASIN WALL RIM 400,30 6� GO -7 - - - - - - - - - RM30 -f 2* MIN.j PROVIES.gr. TO G GATE P L PIPE RPE.SUPPORT_ S Up RT_j -1/-B- SHEAR 3 . .090 0790 GATE GATE ALUMINUM W1 5/8 ALUM'NU 1 W� 5/8: STAINLESS DOLTS SO TS ----------- ----------- 6" MAX. 12' OUTLET PIPE INLET PIPE L I E 395.46 . . . . . . _IE 195.t6 . . . . . 6' MAX. 12* 0 SLEEVE EEVE 6. AX LENGTH W/ M AX LEN TAPER FIT To INSIDE DIAMETER OF OUTLET PIPE 7 -CATCH BASH 1/2-. TYPE IL W/ RESTRCTOR IN PLATE ORIFICE SOLD COVER BOLTED M FLANGE. OR D._ CAP. ,/ �4 FLOW CONTROL STRCLITURE NOT TO SCALE PRAME -11 GRATE SEE SEC. 7.05 AND AVAILABLE DWGS. 12- RISER SECTION 13 BAR HOOP FOR 6 21 #3 BAR HODP FOR 12: REDUCING SECTION 213BARHO02w #3 BAR EACH CDR 13 BAR EACH PRECAST BASE SECTION (.EASUR ENT AT TOP OF BASE) 4-1 13 BAR EACH WAY NOTES 1. CATCH BASNS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASKTO M 1") & Cm UNLESS OTHERWISE SHOWN ON RAMS OR NOTED IN THE WSD0T/APWA STANDARD SPECIFICATIONS. 2. AS AN ACCE LE ALTERNATIVE TO REBAR. WELDED WIRE FABRIC HAVING A MIN. AREA OF 0.12 SOLARE INCHES PER FOOT Y BE USED. WELDED MRE FABMC SHALL COMPLY 70 ASTM A497 (AASHTO M 221). WIRE FA13RIC SHALL NCFr BE PLACED IN KNOCKOUTS. 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SKALL BE CLASS 4000. 4. PRECAST BASES SKALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SKALL HAVE A WALL THICIMESS OF 2' MIN. ALL PIPE SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS. UNUSED KNOCKOUTS NEED NOT BE CROWED IF WALL IS LEFT NTACT� 5. KNOCXOUT OR CUTOUT HOLE SIZE IS EDUAL TO PIPE OUTER DIAM. PLUS CATCH BASIN WALL TNICKNESS, 6. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAX. OUIM. OF 28'. KNOCKOUTS MAY BE OTHER ROUND OR 'D' SHAPE. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 112-1". 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECDCATIONS AND MEET THE S�TRENCTN REOUIREMENTS OF FEDERAL SPEQFCATION RR-F-621D. MATING SURFACES $HALL BE FINISHED TO ASSURE NON-ROCKNC FIT WITH ANY COVER POSITION. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. MAX. DEPTH FROM FINISHED GRADE TO PIPE INVERT SMALL BE 5'-0'. It. EDGE OF REDUCING SECTION OR BRICK SK41L NOT BE MORE THAN 2' FROM VERTICAL EDGE OF CATCH BASIN WALL. �5 TYPE 1 L CATCH BASIN NOT TO SCALE EDMOND& SC�H(JDL' �D.i s,,r.R i c'r- FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS KI-r:F DA HOGAN == pl== Ir PERMIT SET DATE 11-12-14 �E NTS DRAM cm CIEMD RSH DRAINAGE DETAILS SHEET -F-2.2 I M g Pic erigineerin APPENDIX B Design Calculations and Supporting Information IFlow Control I WWHM4 PROJECT REPORT Project Name: Woodway - FC Site Name: Former Woodway HS Site Address: 23200 100th Ave W city : Edmonds Report Date: 11/11/2014 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC I : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Forest, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Acres 4.202 4.202 Acres 0 4.202 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres 55D . Tableo, outlet: 0 Ri - ser Height,(ft) �55 Riser Diameter (in) IT, 7 IH7 Riser Type N qt6h " T ypb rl a -t, �H7 Orifice Dia. (in) Height (in) 0 0 Groundwater E�� C, Lawn, Flat 1.887 Pervious Total 1.887 Impervious Land Use Acres SIDEWALKS FLAT 1.887 Impervious Total 1.887 Basin Total 3.774 Element Flows To: Surface Interflow Groundwater SSD Table 1 SSD Table 1 Name SSD Table 1 Depth: 3.95 ft. Element Flows To: Outlet 1 Outlet 2 SSD Table Hydraulic Table Stage Area Volume Outlet (ft) (ac) (ac-ft) Struct Manual NotUsed NotUsed NotUsed 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.250 0.000 0.000 0.003 0.000 0.000 0.000 0.000 0.500 0.000 0.001 0.005 0.000 0.000 0.000 0.000 0.750 0.000 0.002 0.006 0.000 0.000 0.000 0.000 1.000 0.000 0.003 0.007 0.000 0.000 0.000 0.000 1.250 0.000 0.003 0.007 0.000 0.000 0.000 0.000 1.500 0.000 0.004 0.008 0.000 0.000 0.000 0.000 1.750 0.041 0.007 0.009 0.000 0.000 0.000 0.000 2.000 0.128 0.020 0.009 0.001 0.000 0.000 0.000 2.250 0.216 0.039 0.010 0.002 0.000 0.000 0.000 2.500 0.251 0.070 0.010 0.003 0.000 0.000 0.000 2.750 0.251 0.094 0.011 0-003 0.000 0.000 0.000 3.020 0.251 0.114 0.011 0.003 0.000 0.000 0.000 3.120 3.774 0.227 0.012 0.038 0.000 0.000 0.000 3.220 3.774 0.341 0.012 0.038 0.000 0.000 0.000 3.320 3.774 0.454 0.012 0.038 0.000 0.000 0.000 3.420 3.774 0.567 0.012 0.038 0.000 0.000 0.000 3.520 3.774 0.680 0.069 0.038 0.000 0.000 0.000 3.620 3.774 0.793 0.203 0.038 0.000 0.000 0.000 3.720 3.774 0.907 0.383 0.038 0.000 0.000 0.000 3.850 3.774 1.054 0.669 0.038 0.000 0.000 0.000 Name : Basin 2 Bypass: No GroundWater: No Pervious Land Use C, Lawn, Flat Pervious Total Impervious Land Use SIDEWALKS FLAT Impervious Total Basin Total Acres .144 0.144 Acres 0.284 0.284 0.428 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.202 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:2.031 Total Impervious Area:2.171 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.069958 5 year 0.114954 10 year 0.140314 25 year 0.166656 50 year 0.182539 100 year 0.195715 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.089296 5 year .0.121131 10 year 0.144938 25 year 0.178283 50 year 0.205604 100 year 0.235147 Annual Peaks for Predeveloped and Mitigated. Year Predeveloped Mitigated 1902 0.097 0.089 1903 0.032 0.101 1904 0.072 0.123 1905 0.038 0.061 1906 0.014 0.065 1907 0.110 0.091 1908 0.070 0.078 1909 0.075 0.093 1910 0.122 0.094 1911 0.063 0.087 1912 0.251 0.164 1913 0.104 0.060 1914 0.024 0.213 1915 0.034 0.061 1916 0.057 0.089 1917 0.027 0.061 1918 0.067 0.082 1919 0.049 0.055 1920 0.065 0.078 1921 0.065 0.061 1922 0.074 0.080 1923 0.060 .0.084 1924 0.033 0.094 1925 0.032 0.058 1926 0.057 0.099 1927 0.077 0.076 1928 0.051 0.074 1929 0.118 0.117 1930 0.065 0.124 1931 0.065 0.065 1932 0.046 0.075 1933 0.055 0.069 1934 0.159 0.124 1935 0.055 0.063 1936 0.091 0.073 1937 0.076 0.101 1938 0.075 0.068 1939 0.004 b.086 1940 0.059 0.113 1941 0.060 0.095 1942 0.092 0.170 1943 0.029 0.106 1944 0.084 0.171 1945 0.065 0.102 1946 0.058 0.077 1947 0.043 0.069 1948 0.145 0.090 1949 0.119 0.130 1950 0.062 0.060 1951 0.075 0.080 1952 0.232 0.160 1953 0.183 0.152 POC #1 1954 0.054 0.079 1955 0.046 0.069 1956 0.030 0.054 1957 0.081 0.077 1958 0.197 0.201 1959 0.116 0_156 1960 0.040 0.074 1961 0.118 0.204 1962 0.061 0.079 1963 0.027 0.057 1964 0.044 0.154 1965 0.143 0.097 1966 0.025 0.070 1967 0.054 0.081 1968 0.073 0.072 1969 0.050 0.080 1970 0.081 0.095 1971 0.151 0.129 1972 0.096 0.270 1973 0.111 0.138 1974 0.068 0.113 1975 0.164 0.140 1976 0.072 0.115 1977 0.042 0.056 1978 0.136 0.103 1979 0.036 0.090 1980 0.068 0.089 1981 0.068 0.096 1982 0.046 0.073 1983 0.113 0.102 1984 0.029 0.095 1985 0.066 0.095 1986 0.053 0.064 1987 0.114 0.108 1988 0.083 0.068 1989 0.067 0.063 1990 0.085 0.070 1991 0.064 0.104 1992 0.098 0.108 1993 0.082 0.114 1994 0.142 0.086 1995 0.034 0.057 1996 0.162 0.153 1997 0.073 0.072 1998 0.069 0.091 1999 0.001 0.090 2000 0.051 0.099 2001 0.036 0.081 2002 0.116 0.133 2003 0.075 0.072 2004 0.080 0.108 2005 0.105 0.150 2006 0.047 0.071 200.7 0.054 0.101 2008 0.071 0.077 2009 0.044 0.077 2010 0.035 0.094 2011 0.044 0.058 2012 0.061 0.097 2013 0.053 0.073 2014 0.034 0.073 2015 0.127 0.143 2016 0.019 0.064 2017 0.119 0.133 2018 0.217 0.260 2019 0.224 0.177 2020 0.069 0.106 2021 0.094 0.099 2022 0.032 0.120 2023 0.077 0.123 2024 0.277 0.196 2025 0.060 0.065 2026 0.108 0.083 2027 0.046 0.095 2028 0.023 0.047 2029 0.077 0.077 2030 0.156 0.107 2031 0.041 0.053 2032 0.031 0.062 2033 0.036 0.063 2034 0.042 0.069 2035 0.172 0.196 2036 0.088 0.072 2037 0.015 0.087 2038 0.096 0.094 2039 0.006 0.131 2040 0.031 0.076 2041 0.048 0.086 2042 0.180 0.170 2043 0.077 0.105 2044 0.108 0.082 2045 0.066 0.076 2046 0.078 0.085 2047 0.050 0.090 2048 0.068 0.078 2049 0.065 0.112 2050 0.041 0.076 2051 0.070 0.124 2052 0.041 0.074 2053 0.069 0.078 2054 0.107 0.130 2055 0.027 0.076 2056 0.027 0.095 2057 0.045 0.064 2058 0.054 0.100 Ranked Annual Peaks for Predeveloped and Mitigated. Rank Predeveloped Mitigated 1 0.2770 0.2703 2 0.2506 0.2601 3 0.2322 0.2133 4 0.2238 0.2043 5 0.-2167 0.2015 POC # 1 6 0.1971 0.1962 7 0.1833 0.1956 8 0.1799 0.1772 9 0.1719 0.1707 10 0.1638 0.1700 11 0.1618 0.1698 12 0.1591 0.1645 13 0.1565 0.1600 14 0.1511 0.1562 15 0.1446 0.1545 16 0.1428 0.1526 17 0.1422 0.1520 18 0.1362 0.1501 19 0.1268 0.1433 20 0.1218 0.1396 21 0.1190 0.1379 22 0.1186 0.1331 23 0.1184 0.1327 24 0.1183 0.1309 25 0.1161 0.1304 26 0.1155 0.1298 27 0.1137 0.1293 28 0.1134 0.1241 29 0.1108 0.1240 30 0.1096 0.1239 31 0.1082 0.1233 32 0.1082 0.1233 33 0.1074 0.1202 34 0.1054 0.1168 35 0.1045 0.1149 36 0.0982 0.1136 37 0.0972 0.1129 38 0.0963 0.1127 0.0955 0.1120 40 0.0936 0.1081 41 0.0918 0.1080 42 0.0912 0.1080 43 0.0881 0.1073 44 0.0846 0.1064 45 0.0839 0.1059 46 0.0832 0.1050 47 0.0816 0.1041 48 0.0807 0.1025 49 0.0806 0.1024 50 0.0803 0.1016 51 0.0785 0.1012 52 0.0772 0.1006 53 0.0766 0.1005 54 0.0766 0.0996 55 0.0766 0.0993 56 0.0758 0.0990. 57 0.0754 0.0986 58 0.0750 0.0975 59 0.0750 0.0973 60 0.0749 0.0963 61 0.0743 0.0952 62 0.0733 0.0950 63 0.0728 0.0949 64 0.0720 0.0949 65 0.0717 0.0948 66 0.0712 0.0947 67 0.0701 0.0943 68 0.0696 0.0942 69 0.0694 0.0936 70 0.0691 0.0936 71 0.0691 0.0931 72 0.0685 0.0914 73 0.0682 0.0914 74 0.0677 0.0904 75 0.0676 0.0899 76 0.0670 0.0898 77 0.0665 0.0895 78 0.0662 0.0888 79 0.0659 0.0888 80 0.0654 0.0887 81 0.0653 0.0871 82 0.0651 0.0866 83 0.0648 0.0865 84 0.0647 0.0863 85 0.0647 0.0856 86 0.0639 0.0847 87 0.0626 0.0835 88 0.0623 0.0828 89 0.0607 0.0823 90 0.0606 0.0816 91 0.0600 0.0811 92 0.0600 0.0808 93 0.0599 0.0803 94 0.0589 0.0801 95 0.0579 0..0799 96 0.0573 0.0795 97 0.0573 0.0790 98 0.0554 0.0785 99 0.0545 0.0780 100 0.0544 0.0778 101 0.0540 0.0775 102 0.0538 0.0775 103 0.0536 0.0774 104 0.0530 0.0771 105 0.0530 0.0768 106 0.0512 0.0766 107 0.0508 0.0763 108 0.0504 0.0762 109 0.0499 0.0760 110 0.0492 0.0759 ill 0.0475 0.0759 112 0.0475 0.0748 113 0.0464 0.0743 114 0.0462 0.0741 115 0.0462 0.0737 116 0.0459 0.0734 117 0.0446 0.0734 118 0.0442 0.0733 119 0.0438 0.0728 120 0.0435 0.0724 121 0.0428 0.0723 122 0.0419 0.0721 M 0.0417 0.0715 124 0.0414 0.0711 125 0'.0406 0.0703 126 0.0405 0.0701 127 0.0399 0.0694 128 0.0379 0.0691 129 0.0362 0.0688 130 0.0360 0.0687 131 0.0357 0.0685 132 0.0347 0.0678 133 0.0344 0.0655 134 0.0342 0.0652 135 0.0339 0.0650 136 0.0335 0.0644 137 0.0325 0.0640 138 b.0318 0.0640 139 0.0317 0.0633 140 0.0313 0.6633 141 0.0311 0.0632 142 0.0303 0.0623 143 0.0291 0.0614 144 0.0290 0.0613 145 0.0273 0.0611 146 0.0271 0.0610 147 0.0268 0.0604 148 0.0267 0.0599 149 0.0251 0 .0581 150 0.0243 0.0581 151 0.0225 0.0575 152 0.0192 0.0573 153 0.0147 0.0563 154 0.0145 0.0553 155 0.0058 0.0543 156 0.0035 0.0526 157 0.0010 0.0474 POC # 1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0350 13436 9781 72 Pass 0.0365 12239 8527 69 Pass 0.0380 11170 7534 67 Pass 0.0395 10209 6638 65 Pass 0.0409 9357 5857 62 Pass 0.0424 8615 5171 60 Pass '0.0439 7935 4617 58 Pass 0.0454 7335 4140 56 Pass 0.0469 6786 3732 54 Pass 0.0484 6274 3351 53 Pass 0.0499 5800 3008 51 Pass 0.0514 5345 2726 51 Pass 0.0529 4933 2435 49 Pass 0.0544 4557 2188 48 Pass 0.0558 4218 1991 47 Pass 0.0573 3898 1803 46 Pass 0.0588 3620 1642 45 Pass 0.0603 3351 1497 44 Pass 0.0618 3113 1372 44 Pass 0.0633 2900 1261 43 Pass 0.0648 2697 1160 43 Pass 0.0663 2532 1084 42 Pass 0.0678 2373 1004 42 Pass 0.0693 2224 916 41 Pass 0.0708 2084 864 41 Pass 0.0722 1956 813 41 Pass 0.0737 1844 767 41 Pass 0.0752 1738 726 41 Pass 0.0767 1634 681 41 Pass 0.0782 1550 638 41 Pass 0.0797 1466 606 41 Pass 0.0812 1389 577 41 Pass 0.0827 1322 546 41 Pass 0.0842 1243 518 41 Pass 0.0857 1183 497 42 Pass 0.0871 1118 475 42 Pass 0.0886 1052 456 43 Pass 0.0901 1011 428 42 Pass 0.0916 950 409 43 Pass 0.0931 921 392 42 Pass 0.0946 878 368 41 Pass 0.0961 842 348 41 Pass 0.0976 814 337 41 Pass 0.0991 787 316 .40 Pass 0.1006 762 302 39 Pass 0.1021 737 294 39 Pass 0.1035 710 283 39 Pass 0.1050 680 273 40 Pass 0.1065 653 261 39 Pass 0.1080 625 254 40 Pass 0.1095 591 248 41 Pass 0.1110 564 240 42 Pass 0.1125 535 233 43 Pass 0.1140 509 225 44 Pass 0.1155 490 217 44 Pass 0.1170 471 206 43 Pass 0.1184 448 200 44 Pass 0.1199 435 193 44 Pass 0.1214 417 188 45 Pass 0.1229 4ob 181 45 Pass 0.1244 380 166 43 Pass 0.1259 365 156 42 Pass 0.1274 348 149 42 Pass 0.1289 333 139 41 Pass 0.1304 316 133 42 Pass 0.1319 303 126 41 Pass 0.1334 284 122 42 Pass 0.1348 276 118 42 Pass 0.1363 258 116 44 Pass 0.1378 248 109 43 Pass 0.1393 236 103 43 Pass 0.1408 225 98 43 Pass 0.1423 213 97 45 Pass 0.1438 201 92 45 Pass 0.1453 188 88 46 Pass 0.1468 178 84 47 Pass 0.1483 170 79 46 Pass 0.1497 158 77 48 Pass 0.1512 146 71 48 Pass 0.1527 131 68 51 Pass 0.1542 121 63 52 Pass 0.1557 114 58 50 Pass 0.1572 100 55 55 Pass 0.1587 92 53 57 Pass 0.1602 88 51 57 Pass 0.1617 81 49 60 Pass 0.1632 73 46 63 Pass 0.1647 72 44 61 Pass 0.1661 67 42 62 Pass 0.1676 59 40 67 Pass 0.1691 58 40 68 Pass 0.1706 52 36 69 Pass 0.1721 44 31 70 Pass 0.1736 41 31 75 Pass 0.1751 37 30 81 Pass 0.1766 34 29 85 Pass 0.1781 31 27 87 Pass 0.1796 29 27 93 Pass 0.1810 27 26 96 Pass 0.1825 24 25 104 Pass Water Quality BMP Flow and volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Per1nd and Imp1nd Changes No changes have been made. This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright @ by : Clear Creek Solutions, Inc. 2005-2013; All Rights Reserved. 3c w � E .2 0 > 0 A A 'A LL r Tt 4 N ji LL 18 1 9 r g E > A m 8 8 8 8 8 m E E!.E o o ..a �2 E 8 8 8 8 8 8.8 8 8 8 8 8 8 8 8 8 8 8 8 8 8-8 8-8.8-oo 8�8-8 8 8 8 8 8,8-8-8 8 8 8 8 8-8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 000c0000000000000000000000000000000000000c0000000000000000coo . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .......................................................... 88888888888888888888888888888M.1888888888888888888-.-.88��8.1.',. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ------------ ............ 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E o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o o a a a o o x �o Former Woodway High School - Phase 1 Conveyance Analysis Spreadsheet 11/12/2014 (Rom 15 Rom Si - Entire Site Conveyance 12 0.011 0.005 1 2.99 Entire Site 2.18 73% Collector Drain Line 12 0.011 0.003 2.31 Entire field, underdrained track 1.92 83% 181' Underdrain Pipe 4 0.011 0.004 0.14 181'x15' Field/Track Section 0.03 22% Conveyance Entire Site I WWHM4 PROJECT REPORT Project Name: Voodway Conveyance Site Name: Former Woodway High School Site Address: 23200 100th Ave W city : Edmonds Report Date: 11/12/2014 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 .DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use C, Forest, Flat Pervious Total Impervious Land Use Impervious Total Basin Total Element Flows To: Surface MITIGATED LAND USE Name : Entire Site Bypass: No GroundWater: No Pervious Land Use Acres 4.202 4.202 Acres 0 4.202 Interflow Acres Groundwater C, Lawn, Flat 2.031 Pervious Total 2.031 Impervious Land Use Acres SIDEWALKS FLAT 2.171 Impervious Total 2.171 Basin Total 4.202 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:4.202 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:2.031 Total Impervious Area:2.171 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.070653 5 year 0.109173 10 year 0*.130009 25 year 0.151163 50 year 0.163714 100 year 0.174023 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.708976 5 year 1.002262 10 year 1.233384 25 year 1.571364 50 year 1.859204 1100 year 2.1803431 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated Conveyance Collector Pipe WWHM4 PROJECT REPORT Project Name: Conveyance - Collector Only Site Name: Former Woodway HS Site Address: 23200 100th Ave W city : Edmonds Report Date: 11/12/2014 MGS Regoin : Puget East Data Start :.1901�10/1 Data End : 2058/09/30 DOT Data Number: 03 Version 2014/07/02 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat 3.774 Pervious Total 3.774 Impervious Land Use Acres Impervious Total 0 Basin Total 3.774 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Lawn, Flat 1.887 Pervious Total 1.887 Impervious Land Use Acres SIDEWALKS FLAT 1.8.87 Impervious Total 1.887 Basin Total 3.774 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:3.77 4 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:1.887 Total Impervious Area:1.887 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.063456 5 year 0.098053 10 year 0.116767 25 year 0.135766 50 year 0.147039 100 year 0.156298 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2'year 0.619809 5 year 0.878704 10 year 1.083178 .25 year 1.382745 50 year 1.638297 1100 year 1.9237951 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated Gonveyangg Laterals I WWHM4 PROJECT REPORT Project Name: Conveyance Lateral Only Site Name: Former Woodway HS Site Address: 23200 100th Ave W city : Edmonds Report Date: 11/12/2014 MGS Regoin P uget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat .062 Pervious Total 0.062 Impervious Land Use Acres Impervious Total 0 Basin Total 0.062 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres Groundwater C, Lawn, Flat .031 Pervious Total 0.031 Impervious Land Use Acres SIDEWALKS FLAT 0.031 Impervious Total 0.031 Basin Total 0.062 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.062 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.031 Total Impervious Area:0.031 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.001042 5 year 0.001611 10 year 0.001918 25 year 0.00223 50 year 0.002416 100 year 0.002568 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.010182 5 year 0.014436 10 year 0.017795 25 year 0.022716 50 year 0.026914 1100 year 0.031604 Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated Sediment Trap Sizing Calculations Per the 2005 DOE Manual Project Name: Former Woodway High School Athletic Field Renovation - Phase 1 Required Sediment Trap Surface Area (SA): SA =2*Q/Vsed Where: Q = 2-year developed flow rate from WWHM Vsed = Settling Velocity (0.00096 ft/sec) Calculation: multiplier =1 2 Q=i 0.6893 cfs Vsed 0.00096 fps Required SA 1436.0 square feet Equivalent Sediment Trap Volume: To determine the minimum sediment trap volume, an equivalent sediment trap was sized based upon the required surface area. Length of Top Surface Area = Width of Top Surface Area = Surface Area Provided = Side Slope = Total Depth of Sediment Trap = Bottom Length of Sediment Trap = Bottom Width of Sediment Trap = Total pond Volume = 381feet 381feet 44 square feet 31 (H: 1 V) 3 5 feet 171feet 171feet 3032.751cubic feet 22684.97 aallons ITESC Sizi7ng] WWHM4 PROJECT REPORT Project Name: TESC Sizing Site Name: Former Woodway High School Site Address: 23200 100th Ave W city : Edmonds Report Date: 11/12/2014 MGS Regoin Puget East Data Start 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version : 2014/07/02 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name Basin 1 Bypass: No GroundWater: No Pervious Land Use Acres C, Forest, Flat 4.314 C, Lawn, Flat .731 Pervious Total 5.045 Impervious Land Use Acres Impervious Total 0 Basin Total 5.045 Element Flows To: Surface Interflow MITIGATED LAND USE Name Basin 1 Bypass: No GroundWater: No Groundwater Pervious Land Use Acres C, Lawn, Flat .2.628 Pervious Total 2.628 Impervious Land Use Acres SIDEWALKS FLAT 2.417 Impervious Total 2.417 Basin Total 5.045 Element Flows To: Surface Interflow Groundwater ANALYSIS RESULTS Predeveloped Landuse Totals for POC #1 Total Pervious Area:5.045. Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious-Area:2.628 Total Impervious Area:2.417 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.094362 5 year 0.158632 10 year 0.203223 25 year 0.260098 50 year 0.302221 100 year 0.343808 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 12 year 0.6892631 5 year 0.952889 10 year 1.15296 25 year 1;436588 50 year 1.671491 100 year 1.927698 Annual Peaks for Predeveloped and Mitigated. POC #1 j I I eenni APPENDIX C Preliminary Construction Stormwater Pollution Prevention Plan (SWPPP) Former Woodway High School (onstruction SWPPP Narrative I November 12, 2014 Reerin] FORMERWOoDwAy HIGH SCHOOL CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN NOVEMBER 12,2014 The following Preliminary Construction Storm Water Pollution Prevention Plan (SVvTPP) Narrative for the Fortner Woodway High School project supplements the Temporary Erosion and Sediment Control drawing. Together, this narrative and the drawing address the requirements of Section 3.3 of Volume H of the 2005 Washington State Department of Ecology (DOE) Stormwater Management Manual for Western Washington. The following 12 elements have been addressed on the TESC Plan (see sheets F-0.2 and F-0.2A). CONSTRUCTION STORMWATER POLLUTION PREVENTION ELEMENTS 1) Mark Clearing Limits: Clearing limits will be defted by erosion control components and/or the existing fence (where applicable), as shown on the TESC plan. The actual limits of clearing may be smaller than the limit of work area, but this identifies the maximum extent of the clearing limits. Existing paved areas and areas to be cleared will be maintained in an undisturbed condition until required to be impacted. Areas impacted and not anticipated to be covered with final measures shall be stabilized using approved ESC methods. 2) Establish Construction Access: A temporary construction access (BMP C105, City of Edmonds Standard Detail E1.2) will be installed at the beginning of construction and will provide access to and from the site. Access to the project area will be from the northeast comer, off the existing school parking lot. 3) Control Flow Rates: Stormwater flow control during construction is anticipated to be mitigated by routing runoff to a temporary sediment storage tank. Refer to the Sediment Tank Sizing calculations and the WWHM output included within Appendix B of the project's Stormwater Site Plan. 4) Install Sediment Controls: DOE approved BMPs for sediment controls are shown on the TESC plan. Sediment will be controlled using silt fences (BMP C233, City of Edmonds Standard Detail E 1. 1), storm drain inlet protection (BMP C220, City of Edmonds Standard Detail E1.3), triangular silt dike (BMP C208), and the proposed settling tank. It is the Contractor's responsibility to upgrade erosion control as necessary to meet applicable requirements. In the event that unexpected conditions arise during construction, the Contractor is expected to contract with a third party erosion control monitor to help manage the site and prevent any discharges of turbid water to the downstream system. If turbidity monitoring indicates that the discharged stormwater does not meet the acceptable discharge requirements, the Contractor shall immediately plug the point of discharge and provide additional TESC measures as necessary. 5) Stabilize Soils: It is possible that some of the earthwork and grading may occur in wet weather conditions. The site must be stabilized and no soils will be allowed to remain unstabilized for more than two days between October I" and April 30 th . From May I through September 30, install cover measures to protect disturbed areas that will remain unworked for seven days or more. By October 8, seed all areas that will remain unworked from October I through April 30. Mulch all seeded areas. Page I former Woodway High School (onstruction SWPPP Narrative November 12, 2014 engineering Pic Exposed slopes will be protected by DOE -approved coverage methods. BMPs including, but not limited to: C 10 1, Preserving Natural Vegetation; C 12 1, Mulching; C 123, Plastic Covering; C 130, Surface Roughening; C 140, Dust Control; and T5.13 Post Construction Soil Amendment will be used to stabilize on -site soils during construction. 6) Protect Slopes: DOE -approved BMPs for slope protection will be utilized during construction. Concentrated discharges shall not be allowed to flow over the top of steep slopes. BMPs including, but not limited to C 10 1, Preserving Natural Vegetation; C 12 1, Mulching; C 123, Plastic Covering; C 130, Surface Roughening; C 140, Dust Control; C200, Interceptor Swale; C207, Check Dams; and C233, Silt Fence are to be utilized to protect slopes during construction. Tree protection fence will also be installed around the vegetation on the surrounding slopes. 7) Protect Drain Inlets: Drainage structures in areas where no work occurs will remain and will be protected; discharge points to the public storm drain main line will also be protected. To prevent discharge of turbid water downstream, all existing catch basins located within the disturbance area and outside of the disturbance area within approximately 300 ft downstream of the site will be protected with storm drain inlet protection (BMP C220). Proposed inlets will also be protected with catch basin inserts, and where feasible, their outlets will be temporarily plugged until the site is stabilized. The Contractor shall remove inlet protection at the end of the project without releasing captured sediment into the storm system. 8) Stabilize Channels and Outlets: DOE -approved BMPs for channel stabilization will be utilized during construction, including, but not limited to: C200, Interceptor Swale; and C207, Check Dams. 9) Control Pollutants: Temporary protection of the disturbed soils provides the first level of protection for pollution control, and perimeter measures downstream will mitigate the remaining pollutants. All construction debris will be removed from the site. Contractor is responsible for managing their construction equipment per DOE -approved BMPs. The stabilized construction entrance is assumed to be sufficient for the construction period. If something more substantial is required, the Contractor is to coordinate with the Owner's Representative and the City of Edmonds inspector. If a truck wheel wash is required, truck wheel wash water and concrete truck washout water shall be collected and discharged to the public sanitary sewer (SS) system or trucked offsite to an approved disposal facility. To apply for SS release, contact the local sewer purveyor for authorization. 10) Control De -Watering: In the event that groundwater is encountered during construction, the Contractor shall route it to the sediment settling facility by pumping it out of the excavation. 11) Maintain BMPs: DOE -approved standard BMP maintenance will be required in accordance with the Erosion and Sedimentation Control Plan and Notes. 12) Manage the Project: All phases of construction will be managed by the Contractor. The site must be stabilized and no soils will be allowed to remain exposed and unworked for more than two days between October I" and April 301h and for more than seven days between May I" and September 30th. The Contractor will provide maintenance and monitoring of TESC BMPs. Work of all contractors will be coordinated to minimize the duration of disturbance on the site. The best management practices shown on the TESC Page 2 I I g Pic engineerin former Woodway High School Construction SWPPP Narrative November 12, 2014 plan are minimum requirements. Failure to maintain SIATPP measures in accordance with adopted standards may result in the work being performed at the City's direction and the costs assessed as a lien against the property where such facilities are located. 2. PROJECT DESCRIPTION This Construction SWPPP Narrative has been prepared for Phase 1 of the athletic fields renovation for the Former Woodway High School at 23200 100 1h Avenue West in the City of Edmonds. Phase I will include the resurfacing of the existing baseball field, along with construction of paved walkways, rubberized track surfacing, and other field amenities. The existing natural grass field will become a synthetic turf multipurpose athletic field. A future Phase 2 project will include the renovation of the track and football field, which is currently north of the baseball field. Phase 2 also includes construction of the remainder of the paving and track. This Construction SWPPP Narrative is for Phase I only. The existing field will be replaced with synthetic turf, and a subsurface drainage system will be implemented. A rubberized track will be around the south and west edges of the field, eventually looping around the northwest comer of the northern proposed fields to be installed in Phase 2. Other site improvements for the proposed softball/soccer field, such as bleachers and lighting, will be installed in Phase 1. A paved plaza area will be located to the northeast of the field, with standard concrete walkways connecting to the bleachers and fields. A field building will be built on this plaza as well, but not in a future phase of the project. The Phase I total project disturbance area is approximately 258,064 SF (5.924 acres). The project proposes 94,581 SF (2.171 acres) of new plus replaced impervious area. In the developed condition, there are no pollution -generating impervious surfaces (PGIS) proposed onsite. The earthwork with onsite cut and fill of suitable soils will include approximately 5,300 cubic yards of cut being placed as fill. Import of fill and aggregate base materials will be approximately 10,300 cubic yards. The excavation and offsite disposal of organics and unsuitable soils is expected to be about 1,700 cubic yards. These quantities are estimates only and intended for municipal permitting. These quantities shall not be used by the Contractor as a basis for any contractual information. The Contractor shall prepare their own earthwork quantities based upon the information provided in the contract documents. 3. ExISTING SITE CONDITIONS The project area consists of a large natural grass field, with a dirt baseball infield in the southeast comer. There is a gravel path along the north edge, and paved walkways along the east side of the project area. The baseball field includes accompanying features, such as a bullpen, two dugouts, and bleachers. The existing impervious surface in the Phase 1 project area is approximately 31,192 SF (0.716 acres). Topography generally slopes from southeast to northwest, with a low point of about 395 in the northwest comer and a high point of 401 in the southeast comer. There is one pitching mount located on the baseball diamond and another for the bullpen on the east side of the project. Page 3 I I eerinj Former Woodway High School Construdon SWPPP Narrative November 12, 2014 In existing conditions, the stormwater runoff is collected in catch basins around the field and conveyed north toward the northwest comer of school �roperty. The piped system continues north and eventually discharges into Deer Creek near the intersection of North Deer Drive and 108th Avenue West. 4. ADJACENTAREAS The project area is surrounded by hilly forested area on the north, west, and south sides. There single family residences near the bottom of the hill on those sides. The school parking lot and buildings are to the east, with a driveway that leads down to I 001h Avenue West. The existing football field and track is located north of the Phase I project area, on a lower terrace. East of the field is a paved walkway and school buildings with a portable in the southeast comer. The parking lot to the east of the fields has a vertical curb with drainage infrastructure, so runoff from this area will not reach the fields. S. CRITICAL AREAS There are no critical areas within the project area. However, according to the Snohomish County SnoScape GIS mapping, there are some steep slopes (greater than 33%) to the south of the project area. 6. SOILS A geotechnical engineering report has been prepared by Associated Earth Sciences Inc., dated June 4, 2014: This investigation found the soils within the site to be fill, with Vashon lodgement till underneath the fill layer. The site soils have low pertneability and therefore, infiltration is not recommended. 7. POTENTIAL EROSION PROBLEm AREAS According to the geotechnical report, there is moderate potential for erosion to occur due to "low slopes and the presence of fine-grained deposits to be exposed during site development." This potential will be mitigated by limiting disturbance, executing adequate cover practices, and implementing runoff control to reduce turbidity in stormwater runoff. Any runoff that does occur will be directed to the sediment settling tank. Areas that have not been permanently stabilized will be addressed using DOE -approved BMPs, per the construction documents. 8. CONSTRUCTION PHASING The project will be Phase I of a two-phase development. At this time it is not expected that Phase 1 will include sub -phases. Phase I includes the construction of the south playfields, as well as track surfacing and paved areas on the upper plateau of the site. The contractor is responsible for coordinating work of all subcontractors to keep the duration of site disturbance limited to the maximum extent possible. 9. CONSTRUCTION SCHEDULE Construction is expected to begin on May 1, 2015 and conclude on October 31, 2015. Page 4 Former Woodway High School (onstruction SWPPP Narrative I I . November 12, 2014 engineering Pic 10. FINANCIAL/OWNERSHip RESPONSIBILITIES Financial liability is not required because the owner is the Edmonds School District, which is a public agency. 11. ENGINEERING CALCULATIONS A copy of any calculations performed during design of the project and relevant storm drainage modeling discussions is included in the project's Stormwater Site Plan. 12. CERTIFIED EROSION CONTROL SPECIALIST The contractor will name their Certified Erosion Control Specialist and provide contact information at the pre -construction meeting. Page 5 mm 1, engineering IDPC APPENDIX D Operations and Maintenance Guidelines No. 4 — Control Structure/Flow Restrictor e 0 iti n m5i Is L�N h—e—nl M 5 1 li-M General Trash and Debris Material exceeds 25% of sump depth or 1 Control structure (Includes Sediment) foot below orifice plate. orifice is not blocked. All trash and debris removed. Structural Damage Structure is not securely attached to Structure securely manhole wall. attached to wall and outlet pipe. Structure is not in upright position (allow up Structure in correct to 10% from plumb). position. Connections to outlet pipe are not watertight Connections to outlet and show signs of rust. pipe are water tight; structure repaired or replaced and works as designed. Any holes --other than designed holes —in the Structure has no structure. holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one Gate moves up and maintenance person. down easily and is watertight. Chain/rod leading to gate is missing or Chain is in place and damaged. works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and missing, out of place, or bent orifice plate. works as designed. Obstructions Any trash, debris, sediment, or vegetation Plate is free of all blocking the plate. obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the Pipe is free of all potential of blocking) the overflow pipe. obstructions and works as designed. Manhole See "Closed See "Closed Detention Systems" (No. 3). See "Closed Detention Systems" Detention Systems" (No. 3). (No. 3). Catch Basin See "Catch Basins" See "Catch Basins" (No. 5). See "Catch Basins" (No. 5). 1 1 (No. 5). February 2005 Volume V — Runoff Treatment BMPs 4-35 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inlefting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sifting flush on top slab, i.e., Frame is sitting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. allached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracksin unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through .cracks. Settlement/ If failure of basin has created a safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints . No vegetation or root that is more than six inches tall and less than growth present. six inches apart. 4-36 Volume V — Runoff Treatment BMPs February 2005 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is' performed Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Catch Basin Cover Not in Cover is missing or only partially in place. Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. - one maintenance person. (intent is keep cover from sealing off access to maintenance.) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access. Metal Grates (If Applicable) Grate opening Unsafe Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and Trash and debris that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris. Damaged or Grate missing or broken member(s) of the Grate is in place and Missing. grate. meets design standards. No. 6 — Debris Barriers (e.g., Trash Racks) Maintenance Defect Condition When Maintenance is Results Expected When Components Needed Maintenance is Performed General Trash and Trash or debris that is plugging more Barrier cleared to design flow Debris than 20% of the openings in the barrier. capacity. Metal Damaged/ Bars are bent out of shape more than 3 Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are missing or entire barrier Bam in place according to design. missing. Bars are loose and rust is causing 50% Barrier replaced or repaired to I deterioration to any part of barrier. design standards. Inlet/Outlet Debris barrier missing or not attached to Barrier firmly attached to pipe Pipe pipe I I February 2005 Volume V —Runoff Treatment BMPs 4-37 h'st SW' '7 Vicinity Map a Project Location riuXLL 3IU2 AF Z 'FONIONDS -SCH,Q) 1) 1 T R I CT L 0 G A N engt.n . ee,nng plic WE I .. C 00 I istr Owner Edmonds School District 20420 68th Ave W, Lynnwood,. WA 98036 (425) 431-7000 Phone - (425) 4317006 Fax Prime Consultant D.A. Hogan & Associates 119 - 1st Avenue South, Suite 110 - Seattle, WA 98104 (206) 285-0400 Phone - (206) 285-0480 Fax Civil Engineer LPD Engineering 911 Western Avenue., Suite 420 - Seattle, WA 98104 (206) 725-1211 Phone, (206).973-5344 Fax z 0, CA Obtain Electrical permit from k" State 1# L"T or & InduStr!eS APPROVED _U 0 FIRE DEPARTMENT 0 cu c� E Q) r-4 > M 0 :E OL f" U V) j-b E Ln -0 3:'� :2 rZ 0 ;Cu 0 CU V) -0 LU cu E 0 L.L Ar L I N U Electrical Engineer WORK TOGETH ER I STAND AIAIT' Sparling 4100 194th Street SW, Suite 400 - Lynnwood, WA 98036 (206) 224-3667 Phone - (206) 667-0554 Fax a s s o c a t e d earth sc iences n c o r p o r a t e d Geotechnical Engineer Associated Earth Sciences 911 5th Ave, Kirkland - Washington 98033 (425) 827-7701 Phone Legal Description SEC 36 TWP 27 RGE 03RT-50) SE1/4 NWI/4 __ Parcel Number: Zone: 27033600202200 CIS, RS-8 Sheet Index F-0.0 Cover Sheet F-0. 1 Topographical Survey South Phase 1 F-0.1A Topographical Survey North Phase 1 F-O.Z-�_\ T.E.S.C. Plan South Phase 1 F-0.2A TE.S.C. Plan North Phase 1 F-0.3 T.E.S.C. Details F-0.4 TE.S.C. Notes F-0.5 Demolition Plan South Phase 1 F-0.5A Demolition Plan North Phase 1 No lighting is approved though this building perml;,,. F-1.0 Site Overview v4PP- ED BY FL�NNI G T if*< -7 F-1. 1 Layout Plan South Phase 1 F-1.1A Layout Plan North Phase 1 F-1.2 Grading Plan South Phase 1 F-1.2A Grading Plan North Phase 1 F-1.3 Drainage Plan South Phase 1 F-1.3A Drainage Plan North Phase 1 F-1.4 Washwater & Irrigation Plan South Phase 1 F-1.4A Washwater & Irrigation Plan North Phase 1 F-1.5 Fencing Plan South Phase 1 F-1.6 Dimensioning Plan South Phase 1 F-1.6A Dimensioning Plan'North Phase 1 F-2.1 F-2.2 F-2.3 F-2.4 F-2.5 F-2.6 F-2.7 F-2.8 F-3.1 F-3.2 F-3.3 F-3.4 E-1.1 E-1.2 E-2.1 E-2.2 E-2.3 I= STREET FILE CITY OF EDMONDS BUILDING DEPARTME1 WORK a=bz� �n ADDRESS OWNER 51, -16A APPROVED DATE: BLDG. OFFICIAL: PERMIT NUMBE r% ;4- 1 1 V*_M__n 11--f - L I W *;L, %J1 I 1P%J U CIYUUL 11-11cl Soccer Field Layout Plan & Details Softball Field Layout & Details I nrmc in I n n f C)Inn �ENGINEERING DIVISION A OR V- A NOTE Electrical Site Plan South Phase 1 Date: Electrical Site Plan Buildings Electrical Details One -Line & Panel Schedules Existing School One -Line Diagram Site Sections & Details Drainage Details Washwater & Irrigation Details Fencing Details Fencing Details Backstop Details Site Details Site Details 15 , ra 14 _?14 7r /? 6� ele a 5 4 / A 4 -U pote � _>I&I /� - A x V1 la491, 77K t9e44s / r C6J764 A 4 J 147kZ6 1�?V-0 45 6,J To '#�y F-0.0 R MS U a, APR 0 �- 2015 BUI-DIN DE A - ENT CITY0 M F ED OhMDS . n File: F-0.1 CURRENT-Woodway-3Ox42.dwg Plotted by: haileyt Date: 30-Mar-15 8:49:49am bil . . 'i ' .;j4-p-- . '* " � - -� a- _---- -, . 19*4- . - * .*, :66 I - 3- . . � , . .' . , 4. 0.�. . ' . . . , . - . I 4 . . .. . ..A. , . . . ' :0 10 15 . . 1! 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S�`�� q4l!�� I �,�,, , , - � �� . ,sr, : C � Ln . 0 r I k�_ 4iz;'.!�,, 41 - , 'Q!14 � 9 0 ,q � �, - �ff � !-,',�.,�, ,� 1� 0 60,,4,�% �q,,,,_4 , , q L G) \ -� *p ti " M i� a c) i 919, I " r1i > 00 00 b � 00 8 0 U, Lq z ;z = �10 C;) * _n .70 0 -n = 0 0 < � M (,n 0;0 M r- n 0 ;F.., :;Z 0 7r ::E M M 0 >;u z 0 -< --i r- V) rp" :0 M < Ln 0 z 0 �; M ADAPTER SKIRT RETRIEVAL STRAP 100' MINIMUM REVISION DATE E C14 01 0 2 I 0 0 A? z -x .6 CA 0 i7- GEOTEXTILE— FABRIC(MIRAFI 700X)41 OR APPROVED EQUAL 44MN OVERFLOW (TO BYPASS PEAK FLOWS) SEDIMENT ACCUMULATOR (MIN. 0.5CF STORAGE) SCHEMATIC DETAIL PROVIDE "STREAMGUARD SEDIMENT CATCH BASIN INSERT" OR APPROVED EQUAL MANUFACTURER'S NAME: BOWHEAD ENVIRONMENTAL & SAFETY ADDRESS: PO BOX 375 PRESTON, WA 98050 TELEPHONE: FOR INFORMATION: (800) 909-3677 TEMPORARY CATCH BASIN PROTECTION F-0.3 NOT TO SCALE R 25' MIN. INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH - PRESENT, AS PER KING COUNTY ROAD STANDARD 4"-8" QUARRY SPALLS GEOTEXTILE 12" MIN. THICKNESS 2 STABILIZED CONSTRUCTION ENTRANCE F-0.3 NOT TO SCALE DISTURBED APFA -7 71-1111111:1 EXCESS SOCK MATERIAL, DRAWN IN AND TIED OFF AT STAKE (TYP.) PLAN VIEW Q�, 10' 0" @ 30— ANGLE EACH END TO PREVENT FLOW AROUND (TYP.) CONTOUR LINE (TYP.) 2X2 x (2' MIN) WOODEN STAKE, SPACED EVERY 3' O.C. (TYP-) z 2" X2" x (2' MIN) :2 WOODEN STAKE c4L BIODEGRADABLE COMPOST SOCK SEE NOTE 1 TYPICAL SECTION 3 COMPOST FILTER SOCK F-0.3 NOT TO SCALE 6' MAX. POST SPACING MAY BE--""'e INCREASED TO 8' IF WIRE BACKING IS USED ELEVATION 4 FILTER FENCE F-0.3 NOT TO SCALE EXTEND BETWEEN EXISTING ROADWAY PAVING AND EXISTING TRACK DISTURBED AREA PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA ING VARIES, SEE NOTE13 COMPOST SOCK SEE DETAIL PROTECTED AREA V SECTION (SHOWN AS SLOPE PROTECTION) 1. COMPOST SHALL BE IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9.14.4(8). COMPOST SOCK SHALL BE A MINIMUM OF 10" IN DIAMETER OR SIZED TO SUIT CONDITIONS AS SPECIFIED BY THE ENGINEER. SOCK MATERIAL SHALL BE BIO—DEGRADABLE. PROVIDE COMPOST SOCK BY CEDAR GROVE COMPOSTING, OR APPROVED EQUIVALENT. 2. ALWAYS INSTALL COMPOST SOCK PERPENDICULAR TO SLOPE AND ALONG CONTOUR LINES. 3. REMOVE SEDIMENT FROM THE UP SLOPE SIDE OF THE COMPOST SOCK WHEN ACCUMULATION HAS REACHED 1/2 OF THE EFFECTIVE HEIGHT OF THE COMPOST SOCK. 4. ONCE PLACED ON THE GROUND, APPLY WEIGHT TO THE SOCK BY WALKING ON OR ROLLING TO IMPROVE CONTACT BTWN THE SOCK AND THE GROUND SURFACE. ----MINIMUM 4"X4" TRE+41(fH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL 2"x2" WOOD POSTS, EL FENCE POSTS, OR EQUIVALENT SECTIO CN — LEVEL BOTTOM GRASS OR ROCK 1' MIN. 1A A 2' I I 2' MIN. NOTES: GRADE: MAX. 5% WITH POSITIVE DRAINAGE TO A SUITABLE OUTLET SUCH AS A SETTLEMENT TRAP STABILIZATION: SEED, COVER MEASURES, OR ROCK 12" THICK, PRESSED INTO SWALE BANK AND EXTENDING AT LEAST 8" VERTICAL FROM THE BOTTOM. 5 TEMPORARY INTERCEPTOR SWALE F-0.3 NOT TO SCALE NOTES: 6—FT. HIGH TEMPORARY CHAIN LINK FENCE SHALL BE PLACED AT THE DRIPLINE OF THE TREE TO BE SAVED. FENCE SHALL COMPLETELY ENCIRCLE THE A �4111'jjr @I Mo 4-V .;9'm mm mm"'m lip ff. A A 6 TEMPORARY TREE PROTECTION FENCE F-0.3 NOT TO SCALE RUNOFF WITH SEDIMENT PROVIDE 1" MIN DEPTH SUMP AROUND DRUM V V V V V VVVV FILTERED V V V V V V RUNOFF V V V -V-.V VVVV V V V V V 7 V V V V V V V V V 17 V V V J V V V V V V vvvv 17vvv VVVV V V V V VVVV 7vv VVVV VVV V V V V VVV VV7VV V 17 17 V V V V V V V V V I V 7 V V vvv7vvvvv VVVVV LL, VV y L V V WATER LEVE C.11 I ;1\X 'N 7 SUMPPUMP F-07J NOT TO SCALE STAPL CONSTRUC AREA TOP OF DRUM SHALL BE 6" MIN ABOVE GRADE PROVIDE SOLID COVER VVVV 7 V V V 7 7VV7'1' V I 1X11.1 I I N >\ V V V V J.,� V V V 7 V V 7 V V V V V 17 V V V 7vvvvv PROVIDE 12" MIN CLEAN GRAVEL 17 1; V 'AROUND PERIMETER OF DRUM V V V VV 7V IV V V7 V 7 V V V V V V WRAP WITH FILTER FABRIC rvvv V V V V V 17 VVV VJVV GALLON DRUM W/ 2"DIA 17vv 'WEEP HOLES @ 8" O.C. VVVV \. C�v7v 1 V VV VVV 1VV I V V V VVVV /WIRE TIES - SUMP PUMP CONCRETE BLOCKS EES TION j-P. P.. FLOW �—APRON ON THIS SIDE OF THE DIKE SHOULD BE FOLDED UNDER THE DIKE SECTION AND STAPLED DOWN TRIANGULAR SILT'DIKE PLAN NOTF- AR SILT DIKES END TO LEEVE TO CONNECT ENDS. 3E WITH SAND BAGS -ED ON HARD SURFACES DETAIL A —A 00"o 8 TRIANGULAR SILT DIKE F-0.3 J NOT TO SCALE DIMENT AREA ENGINEERING DIVISION ARPRQV�Dj S NOTE;D. Date: 'Ail A-W mv 'R GAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 99104 f. 206.285.0490 EXPIRES 8/1/15 SCALE NTS DRAWN CpW CHECKED RSH/ DLA COPYRIGHT 2015 D.4. HOGAN & ASSOCIATES TEMPORARY EROSION CONTROL DETAILS a REVISION DATE E 0 Ir 0 0 0 0 CL cp U) 0 z C3 L'i Lj 1-: Nt 0% If% Ilk I ^ Uvi'maTRUCTION SEQUENCE GENERAL NOTES EROSION AND SEDIMENTATION CONTROL (ESC) NOTES: 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND 1. CONSTRUCTION ACCESS ROUTE: CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC FEDERAL CODES, RULES AND REGULATIONS: ROADS. IF SEDIMENT I S TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. - CURRENT INTERNATIONAL BUILDING CODE (IBC) SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 3. CALL FOR UTILITY LOCATES. - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION 2. STABILIZATION OF EXPOSED AREAS: ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICATION 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. NO SOILS DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION (CURRENT EDITION) SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY ZONE. 1 THROUGH SEPTEMBER 30. 5. HAVE EROSION CONTROL MEASURES INSPECTED By CITY OF EDMONDS CITY 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION UNLESS NOTED OTHERWISE 3. PROTECTION OF ADJACENT PROPERTIES: ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. OTHER APPROPRIATE BMPS. PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING 4. MAINTENANCE: ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO AUTHORITY. ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. 6. DEMOLISH EXISTING STRUCTURES 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND 5. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF 6. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. FOLLOWING: GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; CONTROL NOTES BELOW) 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 9. POTHOLE ALL UTILITIES PRIOR TO CONSTRUCTION OF TEMPORARY SHORING 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE PLACED ON WALLS. SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT THE UPHILL SIDE OF TRENCHES NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); 10. INSTALL SHORING AROUND ALL SIDES OF EXCAVATION, AND EXCAVATE FOR OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON BUILDING FOUNDATION. WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; 11. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND IMPROVEMENTS. SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. E. DAILY CLEANUP AND STREET MAINTENANCE. 12. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS: ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES OF ENTIRE SITE. UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. LAND DISTURBING ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW. 13. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL 8. DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, STABILIZATION AND APPROVAL BY CITY INSPECTOR. NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 9. SEDIMENT TRAPPING: PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND THE RECOMMENDATIONS OF THIS REPORT. DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL 10. CUT AND FILL SLOPES: CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. IN REPORT. ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC NOTE NO. 2. 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR 11. CONTROLLING OFF -SITE EROSION: PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 12. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS: ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR OTHER PROPOSED OR EXISTING SITE FEATURES. FREQUENCY STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 15. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY 13. STORM DRAIN INLET PROTECTION: ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE 16. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS. CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED SEDIMENT. TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 14. REMOVAL OF TEMPORARY BMPS: ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER 17. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE INDICATED ON THESE DRAWINGS. REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 18. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF 15. DIEWATERING CONSTRUCTION SITES: DEWATERING SYSTEMS SHALL DISCHARGE INTO AN APPROVED SEDIMENT FILTRATION OR SETTLING THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. FACILITY 19. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF 16. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. EROSION CONTROL REQUIREMENTS. 17. FINANCIAL LIABILITY: PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS 20. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3792, 2010]. NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 21. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE 18. ALL SITE WORK MUST COMPLY WITH CITY OF EDMONDS DEVELOPMENT CODE. REQUIRED. 19. THE TEMPORARY EROSION AND SEDIMENTATION CONTROL SYSTEM SHALL BE INSTALLED AND INSPECTED BY THE ENGINEERING INSPECTOR 22. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVAHUNS SHOWN. PRIOR TO ALL OTHER CONSTRUCTION 23. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO 20. AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE, THE EROSION CONTROL FACILITIES SHALL BE MAINTAINED AND/OR PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED ALTERED AS REQUIRED BY THE CITY TO ENSURE EFFECTIVE AND FUNCTIONAL EROS ION/S E DIM ENTATION CONTROL IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 21. TEMPORARY SILTATION PONDS AND ALL TEMPORARY SILTATION CONTROLS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND / OR CONSTRUCTION IS COMPLETED, PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL, AND THE 24. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE POTENTIAL FOR EROSION HAS PASSED. INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 22. ALL DISTURBED LAND AREAS SHALL BE STABILIZED AS REQUIRED BY THE CITY OF EDMONDS AS NOTED ELSEWHERE IN THIS PLAN SET. 25. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH 23. WHERE POSSIBLE NATURAL VEGETATION WILL BE MAINTAINED FOR SILT CONTROL. THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 24. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY SEEDING AND MULCHING. HYDROSEED PREFERRED. 26. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO 25. THE PUBLIC -ROW SHALL BE KEPT CLEAN. TRACKING OF MUD AND/OR DEBRIS FROM THE SITE WILL RESULT IN WORK STOPPAGE. BACKFILLING. 27. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 28. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 29. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 30. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION ENGINEERING DIVISION APPROV�D S NOTED C\-) , A Date: FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS AV AT A, P 'F M11 ri G A N 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 EXPIRES 787/717/71757-7] DRAWN CPW CHECKED RSH/DLA COPYRIGHT Q2015 D.A. HOGAN &ASSOCIATES TEMPORARY EROSION CONTROL NOTES SHEET RESUB APR o CITY OF EDMONDS E 0 0 1� r� 1: cy) t2 I �_ 0 2 I 0 rn h; 0 0 15� 2 .6 m .� 'O T 16 FL 0� 3: IR C4 * x 0 to I 1� 0 3: 'O 0 � I I.- z W a: 0: :) 0 _: 0 1 LL 4; iz 0 _j < I 0 W 11� m E m �Ujwuj . �_qm�_4 NOTE LEGEND 0, 0 �_ . m z rl- 11 M 6 L� g r- (INDICATES GENERAL CONSTRUCTION NOTE) I ;� 0 W; C) - Z) U . Mm__jL1')M DEMU01"ILITION NOTES 1- m MMU-MN Q (INDICATES SPECIFIC CONSTRUCTION KEYNOTE) fr � , -_ mcrm - �_ I 1H . .0 �� 1-T _= Uj L0 . UJI I 3: % ,O __ .<� . =C�mm LL 0 A- ,;o m_j Mtn LU 1�). I I e = ff M cm C-1) U_ C-) LU 1 - CALL BEFORE YOU DIG. LOCATE, -IDENTIFY AND VERIFY LOCATION, ELEVATION, AND CONDITION % 'L \ , -U m 1< >. (D:1- C..) _r I 0 .. � LL Uj \ �- __j 0- ��o. 0- - U_ OF ALL SITE UTILITIES PRIOR TO COMMENCING THE WORK. PROTECT ALL UTILITIES TO V) . V Iq ,q ,; 0 4-4MM3---4-q--EMEt-4-�-��L-=--4-4LEMO-k-4- 4-4-cm3_1 i ! ME111-474-1m, ,_�.��L_��L+_M�L�_=� I I Em I C 0 -!', ,; - REMAIN. V �i 0 --. 1�� 1. , '. , 0 0, m V %O 0 oe \ -:1 . . " 0 � < I � V14 � ... z .. I 0. _. - 0. .� ..� �- I .I- c" -S -a 04 � 1p, *I- -1 �_ Iq \ \ 00!�<, o,.'-- - '0, ,p , 0. , , 04 I 0 04 0 0 I. I \ 00. � - 4 0 .4 11r LU -, � 1^ 11� .-, "-. 0 , I ", \ �0. 2. CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL GATES AND FENCES AT PERIMETER %, 00 ,� _,�41�11.1 " ___0___ V .11, W in n 0 P � \ 'n� OF THIS SITE TO ESTABLISH A SECURE WORK AREA. WORK SHALL INCLUDE TEMPORARY 6' ,q ,4 S. S. - ) U0 p"j I � 6, ip . % -.1 " � 1-1 0 OC -----_ 0. 1 71 % 1�- - co ___Q__1 � 19 OV-. .. ___3_�___�_� - --�---_ MIT--aF WE)R,K a V (D �0' LMIT OF WORK V, ok 'r. 0. Ll 1_;�j IQ, -, .4 �__ - _� I -1 I r "o, ,__---:-� I----_ - 1�_� . - - , -/%% .1 I dw / /0 HIGH CHAINLINK FENCING AT THE PERIMETER OF THE PROJECT AREA. _r . \ \ ,?� 04 z ok 0 � <�,._ , 16-1 P.) 14' IQ ? -0, - (TYP.) 1p, �, �p, Z1, I . 0 OC 'p. � ", REMOV�_, EASTING \ Lon I , \ � 19 �_10. �- 'r, - . . - t, 04 *4 STRIP AREA WITHIN LIMITS OF DISTURBANCE OF EXISTING SOD AND ORGANIC MATERIALS. V, 0 15, _1 �_ . ____� 0-. 0% ok 0 , POWER VNE � U %" V I � 01P. 110>� TING � \ ,,, \ \' 0 �;, Iq 19 V� - 19 V .� - .. I � j� ......... r-, I \ \ @ EXISTING INFIELD MIX MATERIALS INCLUDING BASE SAND AND GRAVEL PATH MAY BE RETAINED < ial. / ,,,,, W / 6110. 12p�'q ,q V, "11. 19 c111z,;__ �V, .s� V. Is, , V 'Q "o, 14 � 1, -,-. I , 'Q co, V V .� W% V , !,- '0�0 . Iq V Iq X_ LU FILL. ALL EXCESS AND UNSUITABLE SOIL MATERIALS SHALL BE � 00 I-- 0-__,_�) Iq 41 %4V 4., 3 0 \ 5; , 0%,, 0"', -,:.> V - -., 'g "? z V "k.. I I �k ,q S I Iq I'lk I . Iq V 0-4 V %. 0, I I Uj Uj- I'll REMOVED AND DISPOSED OF OFF SITE. - - - - - , ------:L 0 - I � cm k I , , "' -;r- . � 0 0- _9 . . 1po 0 IQ -4 �__�_� ATE 0- - -_A, ----- I _____ 1p. - %. 10, r, . 0 � cnr. \\ �_11 I , R04,0VE`_EXIST1NG_ G c1%. 110 � 0. I 0% 18 Im � Lo 0. I 0 . 0 . , -,,, '-. 00 W. 0 1 1 1 1 �, . I ,dtDcn , \ . �\ \ . PROTECT EXISTING CATCH BASINS AND STORM DRAINAGE LINES TO REMAIN DURING � _� - I& Is, / 06. INSUrLL � NEW TERMINAL % 1 --- -----; �, c"m � 11-1 � IRRIGATION PIPING '10'a �p I I � � � I REMbyE CATCH BASIN. --' I I I -_ - ____ - - '. I I � I . I ,_z- cncn . � I - � � , 0 FROM METER/VALVE t, �,;�-: POST AND GATE AS ,-� � ok I cu W cn I t CONSTRUCTION. INSTALL TESC MEASURES AROUND RIMS AND MAINTAIN THROUGHOUT �-' CUT AND CAP DRAIN I RE NG .- - "=' -- ' . I CONSTRUCTION. ALL EXISTING CATCH BASINS SHALL BE TAKEN OFF-LINE PRIOR TO LAND 14 I I I I X_ * I M _j c� tn I / 1--i .1 ______ - - I ,DUGOUT, ROOF` AND I FENCING INCLUDING-- 1 Im-40uU . � I �_ 0 CLEARING ACTIVITIES. OUTLET PIPES SHALL BE PLUGGED TO PREVENT DISCHARGE OF TURBID CD ) . S, / IjNPIC-�n)-ON OUT MOVE d4 EXISTI 11 / 0, � 9___40 . EMOVE, CATCH BAStN. LINE.��R,L AND lq>- >. . I I t CD I . I& � I I I * I I I � I I I � - I "j I , I I I I I CJ-LU CL CL � I m BOILER ROOM 0-1- I . PLAN � CUT AND,CAP DRAIN I ' _� I 1 m2z a - W . I xA,-__,-_,i I � MOVE EXISTING :zm rm COMPAU TO ,§ I . I I.- -JO x c_3 I --i . ,� � I I I I -\ BENCH AND DISPOSE FABRIC. POSTSi ..a-!L � . V. . � I I I . "' - - .c4m>.�- - CO I j9ONCRETE PAVING AT WATER IN THE DOWNSTREAM SYSTEM. PROPOSED .INLETS SHALL BE PROTECTED WITH CATCH �-A W % "I I I I ____ � , I I � UNE-. BAC-KFILL AND . I I .OF OFFSITE 1, I , -. . BA&STOP UMI.- - . I, ? I 0 m a- 6 ___� I I I I , FOOTINM I'll, BASIN INSERTS, AND THEIR OUTLETS SHALL BE PLUGGED UNTIL THE SITE IS STABILIZED. z 1 �_4 ( '00 . � CO -S57 . I I . AND WING FENCING AND I I I I . � P,AC-KSTOP . = 0- ) ____ ,MPACT Tp . � % I Lum V ( I I I � � _____ � � 0, 1! I f�-, 0 '-,/ L J CL 1z loe� 10 . / � . 19. ____�. ____ I m_ % . 0 1 1 V t- 0-,) llt4 W - - i %%O. I I I--- 0 1 1 1 CONCRETE CURBING AND 1� , I 00 11 .� REMOVE EXISTING IRRIGATION SYSTEM AND CORRESPONDING BOXES WITHIN LIMIT OF WORK IF .- r,r S .�t �_ % � 19 / 1___� I , I " I -L-: . __� . W . I I I I I 0 'p � �� " @ = r r_1 U3 1% I I .. I 11 - I I I I 0, , '. .j I � . I I L DISPOSE OF OFF SITE. I '' , 0, a-- I - , 0 11 I � I � I I , I - I ENCOUNTERED AND D R ON SITE. W ED - U_ Ok , I I I I �) I 11 I ., - . < t--4 c 5 Lo 0 � . I ____� I . 0 1 C4 � 0 1 �p, 7 1 iP4 I . 'p, 0� " � ,_ � I I I � I _x M 1--.1, I ____� I I ?,<_�, ,;�', __4h. � % / " I -,&. I " I I !r, ( r C.. mc- I . 0 - I I -, S. 0, -, I I . C6 �D Cj - I I I . - - .- t --,-� I LL P) ok I � I I ,� � ccl>� .�, , - ok , I I 0-0 , , . % I . �� ( ,% '. , r__ U CO in Z�-qmu_m 0. I I I I I I I � ,i/ �' O/ C 0 '�, I , '1� 00, , . - � '_ 0 � I I a \ = M m Cl CD . � ---, , � I I I ''I I I � 0 1, W Uj " -----I - I : � I � 'p 6 � I I I, 00. - ,. REMOVE EXISTING CHAINLINK FENCE, POLES (INCLUDING FOUL POLES), FOOTINGS, GATES AND z ,--j . U �_ . . � I I I .�, ,,� 11 -, , ,./--- , - z - V, 0 - . r"', U�W._�_ I z �_, " - , , I I I � � , , � '�O 04 Ir � @ . � I . I � I - 111) -cx � ED I � I . I .'' � I I I � . a V , -%, -�),: & , , , '\', I 11 I I 0 j . , - �1, ) C'. - I I I 1 17 1 � 4 1 -, I \ DISPOSE OF OFF SITE. BACKFILL AFFECTED AREAS WITH STRUCTURAL FILL IN 12 INCH LIFTS m cu --i 7� i7 % � "',',,� % I - I I � I I & - __ I r. � I I , All � \\\ � C-3 U0 �_ i - F5 / . �111 � Uj Uj / ", `�, CnIq , _j , 0- 01. .. ---- I , 4 q -_ � -A. I � 14�. 14 11 . � , e'. V, I � : COMPACTED TO A MIN. 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'. '. '. * - i -.. i"!, -.. .... �'--., --i .. : -: .: .:::::::: - �-.: � I k11 . . I I I . - ":::::::::,:;. 0�. .... . ..... � � .�...... ... I V, I I _____ I �!:;::S!'.. . . -:.:*: : :;,�,--��:-i:..' --.��'--.i,"-�!ij .��-�.. �;�_-,- ,�'% I - - a I I q, _ L I P-11 , 'I,- So* : . i,k N .., 7 i..., ...! i � i i � . ��.!�;i��-*�'��-!�*: , -\** --.ij,.� __./ - _� i � _.�." I i; � � 01. \ \ I 0. !��) L 0 L � I __ - - I , :: "", .. "/ "'' - - ,� %� . I I I L . ::'' . , . , . * . . N I I \ ___1 . . ,_ .q 11� I �a :-:::: ;:::::�::!:,.1A:.1::::., ` - - ii, - ..... ::.:.: - ....... ........... :-:-:.10.:-:-:-,::.,.,. ... ;� .. .......... . -,--:-,:-,--,- . ,!:: . :::;i:�:i;.'� i:�: I .:::::. `�-�,*�:�i�il�i.�'� 1 0., ..... -, . .4, � LI/ :; . " I "�4i.*� - `ii;:'-:::7 . " I L -_ I � " \ ,, I I �_�L L ' I ii�:`..:�;]-*� ,1��i;�i] k . / .1 ,:.:-:.:-, . "-I, li� I I . "o L 11 . .i.1"'.iiii- - -i;��;;-- %:_i��, :::��!�'.�".."!'�'�!��.,��z 14. SPECIAL INSPECTIONS BY THE GEOTECH OF RECORD ARE REQUIRED FOR DETERMINING 'r. .-�-:.:::.-:;:�:��: .- .. ) . - - 0 I.- �p L -, �::::.�;i*,!, *:,:-.,: * , I - .::. , I -��/ , :-:-;-:- .. ....,i,.:`,.,::!::*3;�1.: 06. :,:;:::.-:.:. . __�_ _�_��'�. ; - - \ i�' , , . 4;V::%:::: ----- . . . . . . . .... 1. 1. ;,�"�-" i Z.::�::. .-.-:,.i,., .... .� ..', . 0 1 ::::--:::::�:;:� -.:: . - SUITABLE SUBGRADE AND STRUCTURAL FILL PER THE GEOTECHNICAL REPORT. � �q ____ ,_ ___1 .. .... !1�31*&k.5;k, --..; .. .�:: I % J-1 9 " I � .,:::: � 6, .. � � ..�_ � �_ I a '":j:�:j:j:j��:!:�-*.��!�i.i:,: ..�:::-, %_ / �,A: , a I \ I L *1;111 :,: .:,:":, - . , � �--�� .. ::::,:`-��-,qi�%,�i��,i,:,-::: // ) I � ( P) .. / 1__/ .. V . .. ,< .% -:-:,:-:-:1:-:-:-:-:-:.. I' t -�'�-."."` -. - � �' - - i t."..) --' -.-* z :::: .: * , . I I I :�-:.,.:.z-:-:-.:-:-:- ! � i �.` � i -.' i". i � I "..: , I I I L I . 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REMOVE PIPE (3-± '', .:!,:,:-'1.::::;.::�:�:::::_ -.�.i:i.--.'�,::.-_*.j: .. ': , .�.�.� -- . - , , , ..... ': � 11-1 ., . -, -. -'.*!j�j - - ..��I!��;� �---�;�'. -� -�:::. i��.�.---��!**ii:i: . . . . , .� - -- -- .-. . . .� : I DISCONNECT E NG 0 . .!��. \ .. .... : �, I -, ,� --o , /1 / , L I '. � , � L N, .�. �� ., - _�, 1.51. %P. :.:..:.:,: :_::....... a \ .,�.��, . :;�::::�::::"�::�::�. .--.: . . . I I � � 1p� "/, XISTI ... _1 I . . . ... ....... I... .. .1.. :i-. I i ..... � - _!*i:: i ::. \ 0 \ .:.:.":.:.:.-*.-.,-��?�..,.�i��,'.��!�.*�.��'�;*.:,**%*�*�'�'�"* ...:::�::.:1:- � ::::!! -.::: t! �i �! �� j i -.. GALVANIZED) WITHIN FIELD/WORK AREA WHEN ENCOUNTERED. 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" - - , r- , __,� . , . i��!��z ,:,. �� - * .: �; �::: �. �%j� �.,j . . . / L 0. 0� I � : . . / ff.P.D DOCUMENT E*ACT 0. :; i��.,. .-��"-.,��.��.�.q-.,!�.i...��-��'., .- �: � .., � � � -.' --i .1 .1 . " :::::;::*.:::-..::i I . L \ : 1.1 . I All I S. 0 11-1 I L 111&� , , * i1A . _. . G PROTECT IN PLACE EXISTING CHAIN LINK FENCE TO REMAIN. .:::.-.-.-. .. ... . * , - � -:.:,:.:.;.; , " .. . -.:-"._.._. ::;-.�,��.,-'.�"�...;.-i��g...� - - ,lio, 0 : I 0 ... ` -. ` ...... 00 ..... . ., � ... . cc 1�1 , i��.��*�i. ..--.-,. .. - ,i� � --��i�*� .. .. . I L . -N �.�!, ......... ...-:-:-: . :.:,:;: - - �i -.:-�-::.. I I \ 1-1.i,-1*1 1,1i', i-:.'�.�.�ilii�i�. --..�.�.�� . �'j ,� I - . - . � �;.*, ... -0 . . . :::::A. I - - -:-:-:-:-_1-k .'i�ii�i��- , N , ,;,i�-.:-:-:,:-It:.:.,..:.,:::::�-::::::�::::*.:::..,::::::.,.::i:,.,..,-.':, . . . I : Uj ,:::::::,. �::.r --::-:::::�::::::;:::!.:.,-:.:.:.:.:.:.!,:- i�� . m - - - , ,"31-.., --;.,�i�*.I�ii! --� TO - . iiii:: .. *�i ::,�-�.-_�!- r-. , ,��i ; .. - - -;::. .: . . q.. ::�:::.�i��:V.��.-�.� .'.:::::: .... -, , - . , JL . . -it�::;:'.-�*��.-.� . V0- . -��.�i;..'�-"..*,i�..-�---------, .-*-*--- - . . . " ...: ��.�,� �. . �'�, -�- : . .:: i: - . : < m UTILITIS TO BE C8 a ,,��-. .,i��'.-'��-�-.*.i.*�!�;!�-:"..*:!4::.,-,�j:j:�:j:j:��i:i:!.,i!...�,::., - . .. .;�::- � .. 0 .:.-,. ., .. . - 0 :�::::V4.:- - " . - �. . ..�. '��--�---'�---,4.�'�;i:-� ; - . � 3 9 1 , \ ::::;::::.,::-:- ...; '�j�j�j.;-��.'-��'..j�j , -�i� - -_ *.�-��-�-:�i;i�:��i�-� \ REMOVE EXISTING REMOVE EXISTING CATCH BASIN. CUT AND CAP/PLUG 6" DRAIN I . , , .!I .j_.��j .�... .7: : : I . .,. . _ ..... * , '. . - _ j �... . . * ..... , * , U, , , . . ., .. .... '� - -'j::i-i:� 0-. . : -�.---....-��.-�,�.�,�-.."**:-,��,*,�-�;�;-$,'��.i -'��913--`:*`�� ... * I D�ETERMI�D.,. 19, �, -:..:-.p:::. .. .z �- -�i-.':�! -:iq ....:!:.*j::i�-. _ , . �, : i �:� I . .i�i� 0 1 . : . ::r., , �:;L;:;:.:...::::."::::f;:::! .., . .,*:,q:::-E;:: . . . . :=:, L \ � , --.-:� ------- - - , - " ....... :::;::-::::-:� .. �-_,;F� . -�-:-�:;:::;1j".-.. CHAINLINK FENCING ... . . , . - -.� . 1 ::"-:� . : ... :::� .. ... - .... ::,..: :,:�:� ....... ... ; I '" `�� ;.:.:..:.: 1.:.'1.:. - * ::,. ,i-, `.'.i��--'��.-��"` ... -�� I...... .... ..... ........ - --� - - - :::` 0. . - ::,.L,..-..;:::�,:.:.:.:.:.;.��!��.-'��'��i��i�-'��-....�-��-- - -,.-,. , `-��-�-�,-'�i:� 0 ."\DISPOSE OF OFFSITE * t" ,:":, :.-.-,.: `�.:_:.:. :::-*-:-i�-,.�:..*;"i,�i�i::..:.:::.-:.::::.":�:�;i:i:,�.��-.,.:;i,.:�.-!�,'.*"::,:�,...,..�*.��.i;��i��!��-� ::,:.:t;�� q ,� .:.: I . ." - , .I.- , ...... . . ::... . . - ..::.m.:.m.m. - �:, :�;;�;: - ..... .........::�::�. � . -- .;4.. . . ,-:-:-: �..., ......... ... . .. .:::::. ............ ::::-, , :-:.Iq, --.-:-:-:. , '' ,..;:-;-.:::`:::�1 . I.: ... ::::!::::::,. --*:.!:!.:Z:::;::::::�::,:..-�:.:.: -* - -,: - * 7�.'�.*�.�j: `� . :!I;i�:-'_i�-:�:�i-�::, -*:* .......... � . - . , . , "' ��iii��,�i��:, �:��-:_- - - _i�i. . -:V,�:�:�:ji�� .�::,. - - ,:,: " : . . . . '<_1 � \1 �:::: - - - ---- ...... � . . -:-:-:::.-,: :;.::: j j - -��.� - .- .!� -��t..--��--��;; i-'::i: . �- , .9::: ::--�i;Ti�`�,! . M.U.- V." .q.., 0 _� . ��i.;'�-�i.�:i��:�"��i�.,�*.""'* "'"""', , , I . - - - _!, ..��.. ��, -. � L+J - '. A.;....:- . . - ..... . I 11 'i� - , -I. 'i��,"�i._:�i.��f�--�i�- 1::11�:: . - , - - - - ,�� '�, 'I'. - - " - - i�'--.��Ii�_i�.i!i�_ . � 4 \ .�]j��; ., - - .,� , , 11 LLI Uj Uj LLJ L . - , , * . - � - . � .�t �� -- -.-.� - .-- 10, 8 0 � 0 1;ill 0 V .. _.: � ; � ii, ." -i� . I :�.-,��-��,��.� ,.�.- ..`-�.:. . i�. ---�-..�, ---!-.i�.','� . .�� .�T� !i2 . . . 1p .,.::: CC ,4 :... .* -��-".��.�'�..-'�,��,�.--'.��:,:: . . . . . "' '\ BACKSTOP AND r� I I I&I \_ 1&1�1 (TYP) '. \ ��-.. _�-� : ij.�. � i-i N, � �--,,_�i -.`� ill' i i i ii��- .4 .., .1 LINE TO NORTH. CUT AND REMOVE 25 LF OF EX 18" STORM _..��i ... , .. � / - 0� 8 I . .. . .i:i:l I ... �_ - ! .., -�*!,;- --� - - 2: ."..�11. H BASIN AND APPROXIMATELY 30 LF OF .'. ;;�j�i.* ." -.��*� .i��-.i-.! - �- I % '. � - _. - .. _. . I L .. � 0 * 11� *\ \ - ...- '.." .. I 0 U) a . . L \ :X__'..*��_��.�;�;�, 11.1 1. , � \ ' . . .q . .;::::` ` ", � *'. �,** � �.�, �'..',�, .--.. -.:,.-,---::::�:i:::;:p:. . . .a t EXISTING 4" STORM DRAIN TO NE OF CATCH BASIN. INSTALL - I . - . ; � . 4 , - 1�, . . . . :::�t:::::::::::*' - -- - ,::!.!1:::.: i;j .� .. , . . �i*i:�*:. �-:: . 1. -_ .-i* . I I .-;.-:...�� * '" `��' ..... '.. ..'.... *. -..* - . �-ri .-.--��i-��i�----.�� !' *, U�i�__-I�i_-.* .N � - �.�, I - - - -�'. ..... . � ..;�� . C:I-- _'� L L I -�z - � -- --�'� .... :!::� � ,�; �,. �. '... .�:. i�� . - -� i, -.: �.---i�'.']-t.' , -'-�.��,. .. _ . . I � I ..�*:::;:, ,.. * - . , :::;;,..4�:0.:.:.:... . , "�:�.`i::i�.!:�i� . � .--�-.�- -i:i�i. ..ii .. .... - . ..-:-.-. -.-.:.::1.,:::-:-:-:-: ......... ` , . - ... .. ..... .,::Z::,-r *��i..,:�:I:-r-;-;-�-:- 0 '. 0. cc cn cn cn �*i�,.;� --�'-_-i� ,�! , ��. �� . ��.�; �i��J�",:::�:- 1:-:-::,::i .� -i�, ., - ::: - 0 1 ._ ,:::::::::: ::::i,�C�:::. I TEMPORARY CAPS ON REMAINING PIPE. SEE SHEET F-1.3 FOR . I CmLnrll� \ L . \�,� L C"* - I % . \ . , .,.. \ % I \ - No", i - V6�1 . � L I li�l �. 0% I L 0 , , , . , - d = % / .�; --� ...; . I I , ..� - * - ...... .i.7 I .';.,.,*: �. I . . L . - .�. .. -11�-*, -!� -..`-�` �.5�; --�::::;::,��_ -..�-'.�'-��j��.?--`�_-� .... . ;��-.'��-.'��.-. 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SPECIAL INSPECTIONS BY THE GEOTECH OF RECORD ARE REQUIRED FOR DETERMINING SUITABLE - All CZM7 HTiiiTIFc; PRIOR TO COMMENCING THE WORK PPOTP'rT Al I HT'll IfIPCZ Tr% Prumm @ REMOVE EXISTING CHAINLINK FENCE, I . . lJI,,)r-U_,)L ur Urr ZAIL. Of-XUMI-ILL 1V-rLUlLU AKLAZ�, WIIH SIRUCIURAL I ILL IN 12 INCH LIFTS lUKAL FILL PER 1HE GEUIECHNICAL REPURI. I I EXISTING NATURAL TURF TO BE REMOVED I COMPACTED TO A MIN. OF 95%. 1 1 AND DISPOSED OF OFF SITE 2. CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL GATES AND FENCES AT PERIMETER OF 0 THIS SITE TO ESTABLISH A SECURE WORK AREA. WORK SHALL INCLUDE TEMPORARY 6, HIGH REMOVE EXISTING CONCRETE CURB, CONCRETE PAVING, OR ASPHALT PAVING AND DISPOSE OF � '.*:.,.,.,.,.,.".,:.,.,.".,::.,:.,.,.,:.,.,.,.,:.*.,:.,.*.'.*. ................................... CHAINLINK FENCING AT THE PERIMETER OF THE PROJECT AREA. OFF SITE. SAWCUT PAVING FOR REMOVAL AS NECESSARY. . . .7.*.1.1.1.1.1:.1.1111***1* .................... . .............. =.'.'.*.*.'.*.'.'.'.'.'.'.'.'.,.,. ...... *1*1*1*1* .... ** .............. . .....................................................,.........,:..., EXISTING INFIELD MIX/WARNING TRACK :.,.,.,.,.,.,.,.,.,.,.'.*.'.*.*:.,.*.*.'.*.'.".".".'.".'.'.'.'.'.'., .*.,.,::.*.,:.*.'.*.'.'.'.'.,.,:.*.'.'.'.".'.,.'.*.'.*.*.'.*.*.'. (-x'*N STRIP AREA WITHIN LIMITS OF DISTURBANCE OF EXISTING SOD AND ORGANIC MATERIALS. REMOVE EXISTING SCOREBOARD AND FOOTINGS AND DISPOSE OF OFFSITE. BACKFILL VOIDS WITH . .,.,.,:.".".".".'.".'.'.'.'.'.'.'.'.'.'.'...,........::....:::,:� CINDERS/GRAVEL k-fj EXISTING INFIELD MIX MATERIALS INCLUDING BASE SAND AND GRAVEL PATH MAY BE RETAINED ON @) STRUCTURAL FILL IN 12" LIFTS COMPACTED TO A MINIMUM OF 95%. ...........................................,.,:.*....::...........- SITE AND USED AS FILL. ALL EXCESS AND UNSUITABLE SOIL MATERIALS SHALL BE REMOVED AND DISPOSED OF OFF SITE. 0 REMOVE ALL EXISTING SUBSURFACE DRAINAGE LATERALS IF ENCOUNTERED AND DISPOSE OF OFF � CONCRETE PAVING TO BE REMOVED AND 0 PROTECT EXISTING CATCH BASINS AND STORM DRAINAGE LINES TO REMAIN DURING CONSTRUCTION. SITE. BACKFILL ALL VOIDS WITH STRUCTURAL FILL OR EXISTING PEA GRAVEL. DISPOSED OF OFFSITE INSTALL TESC MEASURES AROUND RIMS AND MAINTAIN THROUGHOUT CONSTRUCTION. ALL EXISTING 10. PROTECT ALL UTILITIES TO REMAIN. CATCH BASINS SHALL BE TAKEN OFF-LINE PRIOR TO LAND CLEARING ACTIVITIES. OUTLET PIPES IIIIIIIIIIIIIIIIII I I Elm LIMIT OF WORK U O PREVENT DISCHARGE OF TURBID WATER IN THE DOWNSTREAM SYSTEM. 11. BACKFILL ALL VOIDS WITH STRUCTURAL FILL IN 12 INCH LIFTS COMPACTED TO A MIN. OF 95%. PROPOSED INLETS SHALL BE PROTECTED WITH CATCH BASIN INSERTS, AND THEIR OUTLETS SHALL I EXISTING CONCRETE CURBING TO BE REMOVED BE PLUGGED UNTIL THE SITE IS STABILIZED. 12. REMOVE EXISTING PLATES AND ANCHORS AND DELIVER TO THE OWNER ONSITE. AND DISPOSED OF OFF SITE (�)REMOVE EXISTING IRRIGATION SYSTEM AND CORRESPONDING BOXES WITHIN LIMIT OF WORK IF EXISTING CHAINLINK FENCING TO BE ENCOUNTERED AND DELIVER TO THE OWNER ON SITE. @ REMOVE EXISTING TREE INCLUDING STUMP AND DISPOSE OF OFF SITE. EXACT TREES/SHRUBS — *- x— SHALL BE FIELD VERIFIED WITH THE LANDSCAPE ARCHITECT PRIOR TO REMOVAL. BACKFILL AND . - REMOVED AND DISPOSED OF OFF SITE AS. . �� - Mo � = .. �_ J� = ` a 0 fw% -=a A 11 '.. A., ,.. n 7Z 1� ,:� 'n, -.,., =1 ..Xp � , = _� mr,�. __r, -1-1 _1 =' , — _ m %j (3A N 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.048D I EVIRES 8/1/15 1 I �R]1111&1:11 -_ - - 0 DATE 03-31-15 SCALE 111=20' . DRAWN CpW . RSH/DLA I COPYRIGHT (D2015 D.A. HOGAN & ASSOCIATES mmmmmmmmmmmmm= DEMOLITION PLAN NORTH PHASE 1 SHEET Imm 0 04 tn 0 3 (L 04 t x 0 0 0 z w w w 0 ILL. 4; lZ ISICIN ANY .JN DATE H Ow"'GAN lst Avenue South, Suite 110 p. 206.285.0400 tie, Washington 98104 f. 206.285.0430 Q SEJ DATE 03-31-15 SCALE 111=40' DRAWN CpW CHECKED RSH/DLA COPYRIGHT (D 2015 D.A. HOGAN & ASSOCIATES SITE OVERVIEW SHEET F—leO IIIt DUGOUT (TYP.) II1\�L2. �7 IIt75 -A IIitItI1199� I........ .. .. IIF I"I . ........... IIIIIIIItitIIIUR II -A IItE ItIA IIiitIII$y_ �,!H�l.-�l-T-��,!�,�'Cli,"",��"I",��'�Tt-, IN . . . ...... TL tic p ISEED 4 ED SITE tRESTORATION It(TYP. IItF 7 IIILIMIT OF SITE IIIGH IRESTORATION (TYP.) IC IAk k,. ItIILIN, II'V II_pw IET, itIIPPROXIMATE TREE IIIItIIP LINE (TYP.) IItI'A L R:, IT F1 ;TRUCQRE-:. ItItIr7, ttIIG OLE S4 caIIIiIIIIIIIF I> CROSt T itR . ... .. .......... .... iIttIitIII��;2w: TYPE--,: 1-L II.... .................. I. . . . . . . . . . I.......... ....... .. .. F 'c' tu tIIItIIL) II.... .. .. II_N II"12 tIItIt IitIIIF ..... ...... ............ I.. ........ Itit.... ......... I. IIIN IIIIt..... ... .... ititIY 04 E EEDED;,;S-ITE-, t0 m) T itr7r7r)V IT m . ........ . ..... ... -4 RESTQRAT4E) -T 7 F-9 1 P.) tIC I...... . . iItItip . .... COU LING I4 1 VALVE BOX ICk MIT OF SITE . . . . . . ... (Np) IRE=RAT t3 D I0 I(TY- --2.3 'c I. . . . . . . . . . LIGHT POLE S2------ + itw II+ I+ QUICJ�_�OLJPGNG I+ low --VALVE #4 & BOX + + t+ APPRUIMATE—TREE + (Typ) + + + 0 0 r3 0 SEEDED SITE + 2 J-3 + IP LINE (TYP.) In U.J., RESTORATION U.j + TYP.) t+ 4 0 -2.1 SEEDED SITE K4 z LU + 0 w a 0 LIMITCOFi;SITE RESTORATION z (TYP.) RESTORATION D cn-*i FENCE- %.1 V - (TYP.) U CK CONNECT TO 4R ING EXISTING PATH ij, �2. 1 < P.) �F 09 1. FURNISH AND INSTALL THE CONCRETE TURF ANCHOR AND NAILER AROUND THE ENBTIEREW PERIMETER OF THE SYNTHETIC TURF FIELD. 2. ALL DISTURBED KPERIKMETERK NON —SURFACES AREAS SHALL BE RESTORED AND EITHER HYDROSEEDED OR SODDED AS NOTE. 3. FURNISH AND INSTALL SOCCER GOALS AND ANCHORS AS INDICATED. 4. PROVIDE TERMINAL POSTS AS NEEDED AT CHAIN LINK FENCING TO REMAIN FOLLOWING REMOVAL OF EXISITNG CHAIN LINK FENCING. CONNECT/SECURE EXISTING FENCING TO NEW TERMINAL POSTS. 5. SEE ELECTRICAL SHEETS FOR CONDUIT, HAND HOLE AND POLE FOUNDATION LOCATIONS (BASE BID) AND ALL OTHER SPORTS FIELD LIGHTING IMPROVEMENTS (ALTERNATE BID #1) 6. COORDINATE LOCATION OF NEW IRRIGATION SERVICE WITH OLYMPIC VIEW WATER AND SEWER. RESTORE DISTURBED ASPHALT AND/OR ADJACENT SURFACES FOLLOWING INSTALLATION OF NEW METER, VALVES AND PIPINGL 7. SEE SHEET F-1.6 AND F-1.7 FOR LAYOUT AND CONTROL 8. SEE SHEET F-1.5 FOR FENCE AND GATE LAYOUT NOTE LEGEND 1 (INDICATES GENERAL CONSTRUCTION NOTE) Q (INDICATES SPECIFIC CONSTRUCTION KEYNOTE) ,0% 0 III LAYuuT LEGENnu""' SYNTHETIC TURF AND PERMEABLE AGGREGATE RUBBERIZED SURFACING AND POROUS ASPHALT PAVING CONCRETE PAVING AND CRUSHED SURFACING TOP COURSE EXPANSION JOINT (TYP) PERVIOUS CONCRETE PAVING AND PERMEABLE AGGREGATE + + + + + CRUSHED ROCK + + + SURFACING WOOD MULCH NATURAL TURF SEED Kt�� I UKATION NATURAL TURF SOD RESTORATION CHAINLINK FENCE AND CONCRETE CURB x CHAINLINK FENCE CONCRETE CURBING LIMIT OF SYNTHETIC TURF AND CONCRETE EDGE ANCHOR CATCH BASIN INLET (CBI) TYPE 1 L WITH FLOW CONTROL STRUCTURE CATCH BASIN INLET (CBI) TYPE 1 CATCH BASIN INLET (CBI) TYPE 2 QUICK COUPLING VALVE ANDBOX FIELD LIGHT AND JUNCTION BOX (TYP) ACER RUBRUM 'OCTOBER GLORY' i"J G I E E R I N G DI V1 S I PR Vl---Ip AS NOTI Date: q REVISION DATE , S— 6- D L D T R I C T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS ir10GAN 119 Ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 ", Dip i� DATE 03-31-15 SCALE 111=20' DRAWN CpW CHECKED RSH/DLA COPYRIGHT (D 2015 DA. 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(10 CATCH BASIN INLET (CBI) TYPE 2 ENGINEERING DIVISION APPROVEDYS NO D 1�> . . Date: , -------- (��I�___T __V__ I - ALTERNATE FIELD ELEVATIONS SYNTHETIC TURF MULTI PURPOSE FIELD WITH ELASTIC LAYER PAD: FINISH GRADE OF SYNTHETIC TURF INFILL: 399.64 FINISH GRADE OF ELASTIC LAYER PAD: 399.54 FINISH GRADE OF TOP COURSE PERMEABLE AGGREGATE: 399.48 FINISH GRADE OF BASE COURSE PERMEABLE AGGREGATE: 399.34 SUBGRADE ELEVATION: 398.34 REVISION DATE IMPROVEMENTS ==4ii =1 '. = , , I n N ^ pa= ,I ,6i_ H---m .. _ I � . .1. _ - �= Z q; I " -, , � q " , ;�_,J? i �, 4� �, ,M111- -, L n %j UAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 "' _Tll� ,V "'�, ilv� I— EXPIRES 8/11/15= monommsommm ) U mmmmmmmm DATE 03-31-15 SCALE 111=20' DRAWN CPW CHECKED RSH/DLA COPYRIGHT (D2015 D.A. HOGAN & ASSOCIATES GRADING PLAN SOUTH PHASE I SHEET F-1o2 File: F-0.1 CURRENT-Woodwoy-30x42.dwg Plotted by: haileyt Date: 30-Mor-15 10:59:27am -4 cy) Ln -Ph, L4 N3 ._& @ . . . . . . . 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COORDINATE IRRIGATION PIPING TO AVOID UNDERGROUND UTILITIES. 4. COORDINATE IRRIGATION PIPING AND FENCE POSTS TO AVOID CONFLICT. 5. ALL IRRIGATION MAINLINES CROSSING UNDER SIDEWALKS, AND ASPHALT DRIVEWAYS SHALL BE SLEEVED. SLEEVES SHALL BE PVC SCH 40. BURY MINIMUM 24" DEEP. MINIMUM DISTANCE PAST EDGE OF PAVED SURFACE SHALL BE 24". SLEEVES SHALL BE TWICE THE DIAMETER OF THE PIPE BEING SLEEVED. SLEEVES ARE REQUIRED, WHETHER OR NOT INDICATED IN PLAN. 6. IRRIGATION MAINLINE AND QUICK COUPLING VALVES SHOWN IN ROADWAY FOR CLARITY ONLY. INSTALL MAINLINE DOWN THE CENTER OF LANDSCAPE ISLAND AND LANDSCAPE PLANTING AREAS. 7. THE APPROVED BACKFLOW DEVICE(S) INSTALLED SHALL BE TESTED BY A WASHINGTON STATE / OLYMPIC VIEW SEWER & WATER PRIOR TO ALLOWING SERVICE TO THE PREMISE. 8. IRRIGATION SYSTEM LAYOUT: DUE TO THE SCALE OF THE DRAWINGS, THE CONTRACTOR SHALL BE AWARE THAT MINOR ADJUSTMENTS TO THE IRRIGATION SYSTEM MAY BE NECESSARY. FURTHERMORE THE IRRIGATION DESIGN IS DIAGRAMMATIC. ALL PIPING, VALVES, ETC. SHOWN WITHIN PAVED AREAS IS FOR DESIGN CLARIFICATION ONLY AND SHALL BE INSTALLED IN PLANTING AREAS WHEREVER POSSIBLE. INSTALL NEW 2- PVC DOWNSTREAM OF NEW METER. INSTALL NEW GATE VALVE & HYDRANT. 11. RESTORE ALL DISTURBED EDGES. SAWCUT REMOVE & PATCH ASPHALT OR CONCRETE SURFACES TO MATCH ADJACENT. LOCATE EXISTING WATER KLINE IN COORDIANTION WITH UTILITY DISTRICT. SAW CUT EXISTING ASPHALT PAVEMENT, EXCAVATE TO EXPOSE MAIN LINE. INSTALL DOUBLE SADDLE TAP IN ACCORDANCE WITH UTILITY DISTRICT STANDARDS AND EXTEND NEW WATER LINE SERVICE FOR NEW UTILITY METER ASSEMBLY. INSTALL SETTER AND METER BOX IN ACCORDANCE WITH WATER DISTICT STANDARD DETAILS AND REQUIREMENTS. 1 F-1 . 4 2" PVC MAINLINE YARD HYDRANT NOT TO SCALE .75" - - .75" CHAMFER ALL - SIDES OF TOP 8x8 WOOD POST T- 42" ABOVE AND '�'�42" BELOW GROUND f GROUND IIIEVE LINE WATER El :NE::: IFILL WITH LOOSE G�VEL� 24"X24") AROUND �ALVE BODY FOR DRAINAGE 3/4"FEMALE PIPE THREAD 9.03" 27.50" SECURE PIPE TO BOLLARD WITH PIPE STRAP AND BLOCKING. MINIMUM 2 LOCATIONS 1 " GALVANIZED METER BY DISTRICT - FINISH GRADE HIGH DENSITY POLYETHYLENE METER BOX, SIZED CORRECTLY FOR SETTER-\] MINU UULIILC. IMUIN ML/-\ULM UUUM (OLDCASTLE 1015 MSBC OR EQUIVALENT) 2" DOUBLE STRAP SADDLE AND 2"CORP STOP AT MAIN 2" TYPE "K" COPPER METER ASSEMBLY NOT TO SCALE Im, m 2" LOCKING METER SETTER WITH 1" LOCKING BY-PASS FORD MODEL VFH 77-158x17 OR EQUAL CENTER METER IN BOX VERTICALLY AND HORIZONTALLY OV W S D - W4re-�- I ".s . -- UNIO N BOTH SIDES ENGINEERING DIVISION p D S NOT F4-D i Date:3pl�5 'y A OGAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 I EXPIRES i� DATE 03-31-15 SCALE 1 =20' DRAWN CpW CHECKED RSH/DLA L COPYRIGHT (D 2015 D.A. HOGAN & ASSOCIATES WASHWATER & IRRIGATION PLAN NORTH PHASE 1 SHEET F-1m4A I V z V, V , � >�� , 7 "1 1 IQ V - q 'M> 'q V, - 11 1 - 'jilk I GjA i"" v L-42" pVG > U38ONCY0 ko. 9 :3� > TE \4�LVE N ';�/ > 33N3j' NOIOAO�l � %, V '\_7 V 3 M 4 (9 N 18 V,� 9" A� Is I S'1V 9) M,, F,\� A. 0 0 N n 2 :)404�dATE�-j 2%- DOUkl! F-2! 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N1 f= M C-7 -------- Lo 01 m M < mm 9p LM LO N 29 V. ' " 'Q: . - .% 1. V^ 'Lq V4, A, V A 1. COORDINATE QUICK COUPLING VALVE LOCATIONS TO CORRESPOND TO THE CONCRETE EDGE ANCHOR AT THE SYNTHETIC TURF FIELD. 2. THE CONTRACTOR SHALL LOCATE EXISTING ELECTRICAL AND DRAINAGE TO DEPTH PRIOR TO TRENCHING FOR THE DRAINAGE AND WATER SYSTEMS. 3. COORDINATE IRRIGATION PIPING TO AVOID UNDERGROUND UTILITIES. 4. COORDINATE IRRIGATION PIPING AND FENCE POSTS TO AVOID CONFLICT. 5. ALL IRRIGATION MAINLINES CROSSING UNDER SIDEWALKS, AND ASPHALT DRIVEWAYS SHALL BE SLEEVED. SLEEVES SHALL BE PVC SCH 40. BURY MINIMUM 24" DEEP. MINIMUM DISTANCE PAST EDGE OF PAVED SURFACE SHALL BE 24". SLEEVES SHALL BE TWICE THE DIAMETER OF THE PIPE BEING SLEEVED. SLEEVES ARE REQUIRED, WHETHER OR NOT INDICATED IN PLAN. 6. IRRIGATION MAINLINE AND QUICK COUPLING VALVES SHOWN IN ROADWAY FOR CLARITY ONLY. INSTALL MAINLINE DOWN THE CENTER OF LANDSCAPE ISLAND AND LANDSCAPE PLANTING AREAS. 7. THE APPROVED BACKFLOW DEVICE(S) INSTALLED SHALL BE TESTED BY A WASHINGTON STATE / OLYMPIC VIEW SEWER & WATER PRIOR TO ALLOWING SERVICE TO THE PREMISE. 8. IRRIGATION SYSTEM LAYOUT: DUE TO THE SCALE OF THE DRAWINGS, THE CONTRACTOR SHALL BE AWARE THAT MINOR ADJUSTMENTS TO THE IRRIGATION SYSTEM MAY BE NECESSARY. FURTHERMORE THE IRRIGATION DESIGN IS DIAGRAMMATIC. ALL PIPING, VALVES, ETC. SHOWN WITHIN PAVED AREAS IS FOR DESIGN CLARIFICATION ONLY AND SHALL BE INSTALLED IN PLANTING AREAS WHEREVER POSSIBLE. INSTALL NEW 2- PVC DOWNSTREAM OF NEW METER. INSTALL NEW GATE VALVE & HYDRANT. 11. RESTORE ALL DISTURBED EDGES. SAWCUT REMOVE & PATCH ASPHALT OR CONCRETE SURFACES TO MATCH ADJACENT. LOCATE EXISTING WATER KLINE IN COORDIANTION WITH UTILITY DISTRICT. SAW CUT EXISTING ASPHALT PAVEMENT, EXCAVATE TO EXPOSE MAIN LINE. INSTALL DOUBLE SADDLE TAP IN ACCORDANCE WITH UTILITY DISTRICT STANDARDS AND EXTEND NEW WATER LINE SERVICE FOR NEW UTILITY METER ASSEMBLY. INSTALL SETTER AND METER BOX IN ACCORDANCE WITH WATER DISTICT STANDARD DETAILS AND REQUIREMENTS. 1 F-1 . 4 2" PVC MAINLINE YARD HYDRANT NOT TO SCALE .75" - - .75" CHAMFER ALL - SIDES OF TOP 8x8 WOOD POST T- 42" ABOVE AND '�'�42" BELOW GROUND f GROUND IIIEVE LINE WATER El :NE::: IFILL WITH LOOSE G�VEL� 24"X24") AROUND �ALVE BODY FOR DRAINAGE 3/4"FEMALE PIPE THREAD 9.03" 27.50" SECURE PIPE TO BOLLARD WITH PIPE STRAP AND BLOCKING. MINIMUM 2 LOCATIONS 1 " GALVANIZED METER BY DISTRICT - FINISH GRADE HIGH DENSITY POLYETHYLENE METER BOX, SIZED CORRECTLY FOR SETTER-\] MINU UULIILC. IMUIN ML/-\ULM UUUM (OLDCASTLE 1015 MSBC OR EQUIVALENT) 2" DOUBLE STRAP SADDLE AND 2"CORP STOP AT MAIN 2" TYPE "K" COPPER METER ASSEMBLY NOT TO SCALE Im, m 2" LOCKING METER SETTER WITH 1" LOCKING BY-PASS FORD MODEL VFH 77-158x17 OR EQUAL CENTER METER IN BOX VERTICALLY AND HORIZONTALLY OV W S D - W4re-�- I ".s . -- UNIO N BOTH SIDES ENGINEERING DIVISION p D S NOT F4-D i Date:3pl�5 'y A OGAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 I EXPIRES i� DATE 03-31-15 SCALE 1 =20' DRAWN CpW CHECKED RSH/DLA L COPYRIGHT (D 2015 D.A. HOGAN & ASSOCIATES WASHWATER & IRRIGATION PLAN NORTH PHASE 1 SHEET F-1m4A E 31 0 x 0 0 0 Lli z m LL CD '1Z CL co LU M 0- < 2: �q U- 0 m to CD LO U001.0Z M Ll- =1 Z- .0 LU - LO 1--4 mncD CO N — F- OD OD < ui CD — > 1-- 1*- LU F--q . . _j MZWLLJ T e8n3 -1VOI189A JO 3NI-1 MOIA � I ------- 4�TALL TERMINAL POST AT EXISTING 1< FENCE LIMITS TO P 4 0 A L S T FENCE 6z M I� REMAIN z z LD CHAINLINK FENCING IN F-2.4 CONCRETE CURB (TYP.) S1 nD 1 15 LF C4 ----��DOUBLE SWING GATE (TYP.) I EIZI, 1 2 LIMIT OF 66 LF EL -REr L02ir r- Lo . ED M LO -j LO m mmp-mc� M M Cq �z LU U-) co m w = W:�- w m -< V-t . ;� C� cn m m -j m En m CD C-3 U- C.11 LU C-3 �-4 LU a- D= um- rr C) 0 -- b 0 DUGOUT 0 1�: J2.7 -1 (TYP.) 0 0 17 LF 00 2 OFTBALLOBACKSTOP & 3 / ING FENCING (TYP.) F-2.6 3 @ 90 LF 3 2 En D 0" 66 LF ZD 0 D OUT 3 Fic2l 7 z 0 cr 90 LF', < POST AT EXISTING LL FENCE LIM TS TO CHAINLINK FE CING WITH =) z REMAIN B 0 CD Z) cu L9 90 L NETTING ABOV (TYP.)@�� G) m U 17 LF L;� 0 * 3 Uj C3 ELEVATED 6 CONCRETE —24 P.) SOFTBAL BACKSTOP & A WING FE ING (TYP.) Jf '17; F-2.6 w ELEVATED 6 0. 3 CONCRETE Cu F-2.4 0; % CURB (TYP. z Z: cc rn 0 DUGO1UT f 1,02 m < 0 (TYP. .2c Ow- m: U co w 90 LF rn 3 0 C-11 lf 0 LIMIT OF r7 ELEVATED CURB ca 1� �24 , 0 (TYP.) 41 0 0 w 0 CDC SINGLEISWING 3 _U GATE (�-,YP.)&,�-2 0 U LLJ 253 F cnO 'A Z) 0 D w L) LIJ cu t coin w co M 0 LU 0 cn z D 0 CHAINLINK FENCINf, IN F-2.4 ONCRETE CURB (1wTYP LO w YD z 1-4 En :Bc Z) 0 D w z cn D cu 0 253 LF D w co CONCRETE CURB (TYP.)I,�-2-�4 CHAINLINK FENCING IN IN 41 8 LF, d'HAINLINK FENCING W 1 05 F-2.5 NE17ING ABOVE (TYP. D 52 L C 100 LF CHAINLIN FEqCING IN F-2. CONCRETE URR (TYP.) D 115 LF C a) L 0 T SINGLE SWING 3 z Dcn U- ATE (TYP. 0=) w 0 Z) 0 0 C 0 =) m cc% " 2 cu 100 LF �-q cn 0 co 0 wo a: 0 w cn ru co co -4 =1 co Il rz 0 0 co m 0 0 uicL w 10 LL 0 U 8 LF Z" co w Uj Im DO Ld C 0 1*11, 0 Z) LL Cn D 0 z co 52 L D 00 D CD 0 0. cn U Uj w w w 0 00 U FENCE 0 0 U- Uj < D < cl: UUJ D 3NX cu w m 0 w w rn 0 cn D w D 0 cn C3 w 0 w 0 0 0 C3 w D D D -j 0 0 < < U 'c" S m .0 1-4 Z) n U U 0 U 0 0 cn w w LO 0 m w w CYCLONE FENCE " LL b 0 0 0 - In 0 LL U LL w Go En cu -------- w- cu m cu cu w < _q " 0 a: cu m Uj LU co rn cr- D U cu rr in < < w cr) z z - 0 Cc 0 co 0 U- 3 z C) UD 7 1. GATE LOCATIONS ARE SHOWN APPROXIMATELY. 2. GATES TO BE CENTERED AT PERPENDICULAR PATHWAYS WHEN OCCURS. 3. ALL GATES ARE LOCKABLE. 4. INSTALL LOCK BACK POST ON ALL SWING GATES. NOTELEGEND 1. (INDICATES GENERAL CONSTRUCTION NOTE) Z (INDICATES SPECIFIC CONSTRUCTION KEYNOTE) V L ILI liq � 'V 11 30' HEIGHT CHAIN LINK FENCE; 2" MESH X6 GAUGE BELOW 10', X9 GAUGE ABOVE 10', TOP, BOTTOM, AND 5' INTERMEDIATE RAILS 30' OVERALL; 10' HEIGHT CHAIN LINK FENCE; 2" MESH X6 GAUGE, TOP, MIDDLE, BOTTOM RAIL, 20' X2"SQ. NYLON NETTING ABOVE 23' OVERALL; 8' HEIGHT CHAIN LINK FENCE; 2" MESH X9 GAUGE, TOP, MIDDLE, BOTTOM RAIL, 15' X2"SQ. NYLON NETTING ABOVE @ 8' HEIGHT CHAIN LINK FENCE; 2" MESH X9 GAUGE, TOP, MIDDLE, BOTTOM RAIL (A L L C One A I 'N' L I 11k, 41 RKQ 12' DOUBLE SWING GATE (2 x 6') 4' SINGLE SWING GATE 5' OPENING (NO LEAF) CHAINLINK FENCE AND CONCRETE CURB x -x CHAINLINK, FENCE NETTING ABOVE FENCING CONCRETE CURBING ELEVATED CONCRETE CURBING MONE FaGE EXISTING FENCE TO REMAIN B FENCE TYPE AND LIMIT GATE TYPE ENGINEERING DIVISION APP V D A NOTF-: Oate: I REVISION DATE a m� rma""7.6- NIL A J6% L;r% H%OJO'%G A N 119 1st Avenue South, Suite 110 p. 206.295.0400 Seattle, Washington 99104 f. 206.285.0480 SCALE 111=20' DRAWN CpW CHECKED RSH/DLA COPYRIGHT (D 2015 D.A. HOGAN & ASSOCIATES FENCING PLAN SOUTH PHASE 1 SHEET F-1e5 File: F-0.1 CURRENT—Woodway-30x42.dwg Plotted by: haileyt Date: 30—Mor-15 4:09:02pm m > > 0 n PT m z rm— m > m > z z z 0 0 V) r) 0 W m 0 C: 0 n > z PQ 0 Z 0 z G) m m En W �, da CD r 00 > r) 00 00 LC:')' L" z co G) -n 0 0 0 < 0 m r) 0 :z m ::E m m 0 > z 0 1p ........... ;a m 0 z File: F-0.1 CURRENT—Woodway-3Ox42.dwg Plotted by: haileyt Date: 30—Mor-15 4:10:50pm (A K) m 00 co mu > < 0 H ;u Z Z mm K Z > 0 01 rTl (n z 0 I M 00 1 z V) z;u > X 0 CF 0 r- --I 0 > 0 c 0 z c: > 0 z rn rn 0 0 > > 0 0 z 0 n F 0 rri M 0 m (n 0 a) c: n < U) m 0 c 0 X z > rri > (n 0 > Z5 X z rri 0 G) 0 c 0 U) _q TM m m --i m z z 0 m =K m m U) 0< c/) 0 itIr DRAINAGE 'MANHLE 4 tv 4 LAMM NE ro' 4' 5" CONC MAI 373,30 IE r tItgill 4 ttO' 6 CAPPEG DI �il c <�> _y f t14 ki iti4" A 4 A Of A; .......... i101, f 11M. I GOAL POST I 8 IE [i3 nil 2" CONC s 4 I '181 - 16 TE ' 2" UNC 12:, cow i L t1, pj_ I" I'M Al T CIA 14'; Flt' fA Iy N, I' A :f,04 OF 3' W 307.42 t14 iMA? IATE $'ANDARD GF TOM 01" 12 " M 'UT i6" FIR-,- m z 1.6" F111 00 it/-j 00 1c) 8" FI 6 F�M, V. (0 f ftr r 0 Iit121 I[Ij. IIA tI4 CV) 7� c� 2' tIIall F t4 Icri 387.5 ttttT R Ile `4 R Flit-, FTIC T ILINE, tCM 3p BASIN tiII-V- Of [-it 137. 99 TM I [)T tM 3118, 0 4 f PI-i' 3' tGA Tj; 1 i GAS 65' CA Ld TOP bf PO-D lj�� E 387�3" C 11 ASIN 386. 114 CH B I 4 Lli 94 t, tTO- OF 6- CAP,k_-D1D1 E 01S7,34cr) tST4 BOTT[ft.1 07 -,DPIF- 306.44 tff / V, IfIt4 Iftcj -,so n,2 I t4.: U inttIit 1�i t IC, 2- ICATCH NAS, -D I FID (WiTE T A N IIM 3 'a. 015 c c -1 _R IE ISTANDARE— RA io f TYPE I Di E 3-6. 55 I E lk, I GOA- fi II7—' 4f. IittM Z 0 -4 OD CA V. L4 OD �0 f 12" I'VE I' If383.00 3B6. 90 'jig- T IIIim z rTj Z 00,, TW IN F 1 Rl - 0 cg, -i t17� 00 fC) t00 U a m tI ... I I ... IR n 4 M.1 12" MADHON' CD 15 0 0 m > n ;ptz m :E z r- m 7r' Z m Z > z > V) z L/I c:) 0 m 0 0 '74 c:) Z Z Ln 0 G) 0 m I00 Ie-% 1(� `�co I I 0 0)- ----- .......... I 4 " 01 Z 00 Im z CD tC() -4 co C) In 1-1 m w m 0 ii), I0 00 Fn p, > r1j r1j 00 00 Li z 00 G) -n 0 -n M 0.0 < 0 m K m m 0 > z 0 W m 0 z m REVISION DATE E CL 0 M '0 CL cm 0 V) INFILLED SYNTHETIC LATERAL SPACING TURF SYSTEM 15' TYP. 1111111111111111111 HIM 11111111111111 ill 11H11 HIIH i HIH --- 0 c?' 0 C2, 0 C? 0 0 0 0 0 0 0 C? C? 0 Go C? .00 5 C? 0, C 2" TOP COURSE - PERMEABLE AGGREGATE U.C5 D_ 10 5p 13.50" <5 0 0 p 0 1� oc r < 2 00 .,1 C�o 10" BASE COURSE C7 PERMEABLE AGGREGATE 1749 c I it C2,. V .0 ,;o !.d. Clc .c, �'.C? .4 C7 c? 0' C? C2 PERMEABLE STRUCTURAL SOIL BEARING COMPACTED 0-4 �00. 0 - SUBGRADE 0 0 0 - FABRIC MUST BE FLAT 1'. .4 ON SUBGRADE FOR FULL 17. c 2" MIN. ""y., WIDTH. FABRIC CONTINUOUS THROUGH 1291 SUBSURFACE DRAINAGE TRENCHES (TYP.) M21' 12's 4" PERF. CORR. IN* PEA GRAVEL INSTALLATION MIN. POLY. DRAIN TO FULL DEPTH OF TRENCH 4" PERF. CORR. POLY. TUBING. & 2" CROWN. DRAIN TUBING SEE DRAINAGE SHEET FOR INVERT ELEV. INFORMATION 1 � SYNTHETIC TURF FIELD SECTION F-2.1 j NOT TO SCALE WEDGE ANCHOR POWER LOAD/ RAM -SET 2 SYNTHETIC TURF EDGE ANCHOR F-2.1 NOT TO SCALE INFILL MATERIAL TO BE---\ FLUSH WITH TOP OF CONCRETE CURB INFILLED SYNTHETIC STAPLE AS REQUIRED ri--NURF (TYP.) TO ANCHOR TURF FINISH �� J2.1 GRADE D 0 13.50" SYNTHETIC TURF EDGE ANCHOR BLEND TOTAL ADDITIVE ALTERNATE #4.5.&6: 19MM ELASTIC LAYER PAD WITH REDUCED TURF PILE HEIGHT. FINISH /M GRADE %,J NOTES: 1. INSTALL PEA GRAVEL WITH 2" 2. REMOVE PEA GRAVEL CROWN TO BE FLUSH WITH SUBGRADE PRIOR TO INSTALLATION OF AGGREGATE CLEAN, WASHED PEA GRAVEL AS NECESSARY FOR LEVELING. 219 c? C7 C2 .0<� 0 C -0-2 c=1e:;7 d .00- C2. 10. 0 C? c C? C7 NOTES: 1 . THE PLASTIC EDGE ANCHOR MAY BE TEMPORARILY SET WITH POWER -LOADS PLACED AT THE CONTRACTORS OPTION TO ASSIST IN ESTABLISHING THE PROPER LINE AND GRADE. THIS TEMPORARY HARDWARE MAY REMAIN AFTER FINAL INSTALLATION. 2. THE CONTRACTOR MAY CHOOSE TO UTILIZE STEEL POWER -LOAD DRIVEN OR RAM -SET CONCRETE ANCHOR NAILS, MINIMUM SHANK DIAMETER 5/32-, MINIMUM HEAD/WASHER DIAMETER 3/8", SUFFICIENT LENGTH TO INSURE A MINIMUM 2" EMBEDMENT. INVIDIDUAL ANCHORS SHALL DEVELOP A MINIMUM 450LB SHEAR, 350LB TENSION IN 4,OOOPSI CONCRETE AT 2- EMBEDMENT. 3. ONC E INITIAL LINE AND GRADE HAS BEEN ESTABLISHED, INSTALL THE SPECIFIED RAM -SET OR POWER -LOAD DRIVEN CONCRETE ANCHORING NAILS IN MANNER CONSISTENT WITH THE APPROVED MANUFACTURERS PRINTED INSTRUCTION AND THE SPECIFIED SPACING. 4. WEDGE ANCHOR TO BE SET AT MIDDLE 50% OF EACH BOARD. 30" O.C. MAX., 4-6" FROM ENDS. 5. MINIMUM REQUIREMENTS FOR CONCRETE ANCHOR NAIL INSTALLATION DEPTH OF EMBEDMENT: 2" OR AS RECOMMENDED BY THE ANCHOR SUPPLIER, WHICHEVER IS GREATER. HORIZONTAL SPACING: NO GREATER THAN 21" ON CENTER AND 6" FROM END OF ANY LENGTH OF LUMBER. STAGGER THE SPACING OF EACH ANCHOR UP AND DOWN WITHIN THE MIDDLE ONE-HALF THE FACE OF THE RECYCLED EDGE ANCHOR. 21 21 21 61' R 25% (TYP) (TYP) (TYP) __,_ - - - - -- - - - - MIDDLE 50% - - - - - - - - -- - - - - - - - - - 0 - - - - - - - IfLOWER 25% CHAINLINK FENCE CONCRETE � �2.4 CURB ADJACENT SURFACE MAY VARY CONCRETE CURB TO BE RUBBERIZED SURFACING OR FLUSH WITH ADJACENT CONCRETE PAVING SURFACE '\N (' 5� r7 12" �:�2_1 F-2.1 FINIS GRA 2-1/2" POROUS ASPHALT PAVING CURB DEPTH r`VPRIES 13.5" EAST, ISOUTH 13.50" & W T PERIMETER 24 DEPTH T N NOR H PERIMV�ER 11" BASE COURSE PERMEABLE AGGREGATE A COMPACTED SUBGRADE 2 42 NOTE: DETAIL SHOWS BASE BID CONDITION. ADJUST MATERIAL DEPTHS AS REQUIRED FOR ALTERNATES #4, #5 AND #6 3 EDGE ANCHOR AT CONCRETE CURB F-2.1 NOT TO SCALE 4 SEEDED SITE SOIL RESTORATION F-2.1 NOT TO SCALE (2) #4 CONTINUOUS i OR SEEDED NATURAL GRASS "SIGN FINISHED GRADE " LIFT COMPOST AMENDED SOIL. EE FIELD RESTORATION SEEDING 32 92 19 SIGN SUBGRADE " DEPTH TILLED NATIVE /SOIL BLEND NDISTURBED ITE SOIL 0 1/2" RUBBERIZED SURFACING FINISH Aff`\ 0 U D U D -U D 2-1/2" POROUS 0 ASPHALT PAVING 13.5" 10.5" BASE COURSE PERMEABLE AGGREGATE PERMEABLE STRUCTURAL FABRIC COMPACTED SUBGRADE RUBBERIZED SURFACE SECTION F-2.1 j NOT TO SCALE 2-1/2- ASPHALT I FI PAVING DEJ �DEJ A 6" CRUSHED V V V 17 '7 '7 V V V 17 8-1/2" SURFACING BASE 7 7 '7 '7 17 17 V V 17 17 COURSE COMPACTED SUBGRADE ( 6 ASPHALT PAVING SECTION NOT TO SCALE EXPANSION JOINT SEALANT EXPANSION JOINT 3/8" EXPANSION---.� 4" BAND WITH JOINT WIT 210 SMOOTH FINISH POLYURETHANE 2" ---- CENTERED ON JOINT SEALANT EXPANTION JOINT FINISH GRADE zy 4 4 0 0 0 G, 0 0 0 C� C�l (Z� G) C, C) 0 <3 D -6 b d C, 0 0 0 0 0 0 0 SUBGRADE COMPACTED TO. 95% MIN. A: CONCRETE PAVING AT EXPANSION JOINT HAND -TOOLED WEAKENED PLANE JOINT, DEPTH EQUAL 25% OF THE SLAB THICKNESS 6" CONCRETE PAVING LIGHT BROOM FINISH #4-18" O.C/ E.W. 6" CRUSHED SURFACING TOP COURSE NU.,/ GRADE 12" c"D (J DO SUBGRADE COMPACTED TO 95% MIN. 00**8� PERVIOUS CONCRETE PAVING F-2.1 I NOT TO SCALE 91 9 CRUSHED ROCK PATHWAY SECTION F-2.1 NOT TO SCALE 12" ENGINEERED WOOD FIBER NOTE: EXPANSION JOINT TO BE INSTALLED AT ALL INTERFACE BETWEEN CONCRETE PAVING AND VERTICAL WALL OR EXISTING CONCRETE PAVING 6" CONCRETE PAVING MEDIUM BROOM FINISH NQU GRADE < #4-18" O.C/ E.W. 0 016 f0 b - 0----7-0 < 6" CRUSHED 4 SURFACING TOP 0 0 0 0 1-' COURSE .,o .4 c:2 b, C? D C, 0 0 0 0 0 0 0 0 NOTE: EXPANSION JOINT TO BE INSTALLED AT ALL INTERFACE BETWEEN CONCRETE PAVING AND VERTICAL WALL OR EXISTING/ NEW CONCRETE PAVING SUBGRADE COMPACTED TO 95% MIN. B: CONCRETE PAVING WITH WEAKENED PLANE JOINT r7 CONCRETE PAVING k F-2.1 NOT TO SCALE GEO TEXTILE 10 MULCH SECTION F-2.1 NOT TO SCALE 4" PERVIOUS PAVING 8" PERMEABLE AGGREGATE BASE 2" COMPACTED DEPTH #4-0 (1/4" MINUS) 100% FRACTURE AGGREGATE 4" CRUSHED SURFACING BASE COURSE SUBGRADE MIN. TO 95% ENGINEERING DIVISION AMP OVYD� . JS NOTF-D, 1 Date:qll 1.1 I� `3C, UDL 1), t S, T R I I C T "IF A H%.jGAim 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 SITE SECTIONS & DETAILS E CL 0 R 0 0% 0 0 4 to PERFORATED L SNAP CAP 4" X 4" X 4" G CORRUGATED CORR U ALL ENDS OF SNAP TEE POLYETHYLENE LATERAL POLY E TH' LATERAL TUBING L DRAIN TUBING I N T r-> 4SEE PLAN FOR SLOPE- jDRA SEE PLAN FOR SLOPE PL I 0 PEA r------------ 2" MIN GRAVEL .a C2 0 -ft L6 .Q a6 iZZ D -.ft Q C;z -.0 -Q. Q.- 3" MIN ZCORRI. C=== COMPACTED SUBGRAIDE PERMEABLE STRUCTURAL POLY TUBING 4" ADS INSIDE COUPLER SOIL BEARING FABRIC VARIES IN LENGTH 12" X 12" X 4" PRE -MOLDED TEE 12" CPEP COLLECTOR FOR INVERT ELEVATIONS SEE DRAINAGE SHEET /0100 �, SUBSURFACE DRAINAGE DROP -TEE CONNECTION F-2.2 I NOT TO SCALE 3' MAX TO LI M IT PERMEABLE AGGREGATE PERMEABLE FIELD MATERIAL c1d co(Do 0 U 0- n 0 bl Q-, U C) �2�rl � � 5- 6, � 9/ �: :)-00 Ud U/ -C FIELD SUBGRADE edo( �z 0 X� � 0 C) r\0,Cl/I 4" PERFORATED L) CORRUGATED PO LYETHYLEN E 'LATERAL DRAIN TUBING SNAP CAP ALL ENDS OF LATERAL c�) 2" MIN TUBING - kL COMPACTED SUBGRADE PEA GRAVE 3" MIN. PERMEABLE 1� STRUCTURAL SOIL 000 BEARING FABRIC 2 SUBSURFACE DRAINAGE LATERAL F�- 2 NOT TO SCALE SURFACE VARIES LOCKING CAST IRON FRAME & GRATE (18" X 24") SILOPE -To DR_A11 \ ADJUSTMENT RISER(S) GROUT ALL PIPE AS RE . QUIRED 4" MIN. WATERTIGHT ON 2 6" BOTH SIDES OF GROUT CATCH BASIN (TYP.) < MIN PRECAST CONCRETE C.B.I. INTERNAL DIMENSIONS= 261 X 22"W X 40"D < El 16<. < V V V V V V V V V V V 17 17 V 34" 3 TYPE 1 CATCH BASIN I -2 NOT TO SCALE LOCKING CAST IRON FRAME & GRATE (118' X 24") . . ........ 4 89* < 4 < 48.00" < ROUND PRECAST CATCH BASIN - P.I.P.E. INC., TACOMA, WA TYPE 2 OR EQUAL M-O 24" 6" GRAVEL NOTE: FOR INVERT ELEVATIONS SEE DRAINAGE SHEET . To DPZAIN SLClPE_L.7�� ADJUSTMENT RISER(S) AS REQUIRED 4" MIN. ,'6 1 �- GROUT 12" (TYP) Y-RUNGS TO BE PROVIDED IN ACCORDANCE WITH A.P.W.A. STD. NO. 41 < 0 . . z . FOR INVERT LOCATIONS MIN SEE DRAINAGE SHEET <J. 4 < 4 < < A < V V V V V V V V V V V V 7 V 77 V V V V V V V V V V V V V 611 GRAVEL V V V V 7 V V V V V V V V V V V 7 V 7 V V V V V V V V V V V V 7 V V V V V V V 17 17 V V V V V V V V V V V V V V V V V V V 11-'7 V V V V V V V V V 7 V V V V V V V V V V V V V V V 7 V V - mii ::::: .... I ...... -".'1,1'' 7-1. V 4 TYPE 2 CATCH BASIN F-2.2 NOT TO SCALE I CORR. POLY TUBING > <Z? VARIES IN LENGTH 4" CORR. PERF. POLY. LATERAL DRAIN TUBING 4" PERFORATED CORRUGATED SNAP CAP POLYETHYLENE LATERAL DRAIN TUBING ALL ENDS OF C:� C:2 C:? D C:2 D c:> C-> LATERAL TUBING - - - - - - - - - 0 0 0 0 0 0 0 PEA GRAVEL-, 10 - - .4 - - C:2 c C:? 2" MIN 0 0 0 C--> to 3' MIN -1 4" INSIDE PIPE DRAINAGE-/ 6" MIN. AGGREGATE L COMPACTED SUBGRADE TRENCH EDGE 12" X 12" X 4" TEE 12" CPEP COLLECTOR FOR INVERT ELEVATIONS SEE DRAINAGE SHEET 5 SUBSURFACE DRAINAGE SIDE INLET TEE CONNECTION F-2.2 NOT TO SCALE RIM 400.30 .......... - - - - 6" CONCRETE---------______j. REDUCING SLAB TOP OF RISER MAX INS EL EL 399.14 4 2" MIN.-j /j 4 RECTANGULAR NOTCH WEIR BTM EL 398.69 WEIR WIDTH 3" A PIPE SUPPORT-—// SEE DETAIL B V) -------------- --- ------- 0 CIS[ - INLET PIPE 12" OUTLET PIPE 12 IE 395.29 - - - - - - - - - �---IE 395.29 T- C14 PIPE CONNECTION AND CONTROL DEVICE -AI SEE DETAIL A A: CATCH BASIN 1/2"0 RESTRICTOR TYPE IL W/ ORIFICE DRILLED IN SOLID COVER PVC INSIDE CAP PLUG A 4 ..A C8 TYPE 1 - -6 FLOW CONTROL STRUCTURE F-2.2 NOT TO SCALE < NOTES OUTLET PIPE PERPENDICULAR TO CATCH BASIN WALL r, 12" CPEP COLLECTOR /////-12xl2x4 TEE b b k-/ c, 43 0 1-/ D 0 1-/ 0 1, c (3 0 \0 . 0 . 0 1 4" CORR. PERF. POLY. LATERAL DRAIN TUBING FLOW CONTROL STRUCTURE NON -SHRINK GROUT PVC PIPE 7.5's CONTROL DEVICE COUPLING MAX ASSEMBLY TO BE (optional) PVC PIPE REMOVABLE FROM UB* INSIDE THE FCS 0 SET SCREW TO PREVENT ROTATION INVERT .7 GASKET (TYP) PVC PIPE CROSS PVC ADAPTER W/ /-ORIFICE V-10" MIN DOUBLE GASKET DIAMETER V-6" MAX AND ADHESIVE BONDED SAND FINISH EXTERIOR. MIN 7" LONG �-DRILLED ORIFICE CAULK SPACE BETWEEN IN PVC INSIDE PVC ADAPTER AND PIPE CAP PLUG STUB DETAIL A CONNECTION CONTROL DEVICE DETAIL CINCH ANCHOR WIRE ROPE CLIP (SS) DEFORMED %" STEEL ROD (SS OR ALUMINUM) LENGTH TO FIT 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C478 (AASHTO M 199) & C890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE WSDOT/APWA STANDARD SPECIFICATIONS. 0 lk bc 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WELDED WIRE FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A497 (AASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 6" OR 12"RISER SECTION 3. ALL REINFORCED CAST -IN -PLACE CONCRETE SHALL BE CLASS 4000. ff. rKt�.,AZZ) I DAZZ)t.-) Z>MALL BE r URNISHED wl I m Cu I Ou I S Um KNOlklm I. 1 #3 BAR HOOP FOR 6" UU INNUk.^UUIZ� Z�MALL MAVt A WALL THICKNESS OF 2" MIN. ALL PIPE SHALL BE INSTALLED IN FACTORY PROVIDED KNOCKOUTS. UNUSED 2. #3 BAR HOOP FOR 12" KNOCKOUTS NEED NOT BE GROUTED IF WALL IS LEFT INTACT. 2 #3 BAR HOOP #3 BAR EACH CORNER #3 BAR EACH SIDE bc Z). KNUI-INUL11 Ur( LUIUUI MULL Z)ILL IZ� LWUAL IU rIrL UUILK UIAM. t-LUZ� UAIW-1 bAZON WALL IMILANLbb. 6. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAX. DIAM. OF 28". KNOCKOUTS MAY BE EITHER ROUND OR "D" SHAPE. 619 REDUCING SECTION 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR-F-621D. MATING SURFACES SHALL BE FINISHED TO <1 ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. bc 1/292 10. MAX. DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE V-0". PRECAST BASE SECTION 11. EDGE OF REDUCING SECTION OR BRICK SHALL NOT BE MORE THAN 2" FROM VERTICAL EDGE OF CATCH 28 (MEASUREMENT AT TOP BASIN WALL. OF BASE) IN #3 BAR EACH WAY TYPE 1 L CATCH BASIN NOT TO SCALE IIPE & CROSS CONTROL STRUCTURE PIPE SUPPORT DETAIL 3" MIN. ABOVE DRAINAGE TRENCH ,,---AMENDED SOIL FINISH GRADE 0 MIN. _---4" CPEP PERFORATED COLLECTOR 0 SEE DRAINAGE SHEET FOR INVERT ELEVATIONS CLEAN WASHED PEA GRAVEL 12" MIN. ENVELOPE ENGINEERING D APPROJED AS P c"', n - nk r 8 FRENCH DRAIN F-2.2 NOT TO SCALE REVISION DATE '"HiML D-l'S T R C T' A"AN H 0 (3 119 ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 EXPIRES 8/1/15 1 �11 1.11131:1 DATE 03-31-15 SCALE NTS DRAWN CPW CHECKED RSH/DLA COPYRIGHT (D2015 D.A. HOGAN& ASSOCIATES DRAINAGE D ETAI LS SHEET ION F41D I F- 2.2 RIESUS APR 0 6 2015 11111M MCRAWNE - -- RR CITY OF ED NDS REVISION DATE E CL !D 0 0. CA 0 0 C14 STORMFILTER DESIGN NOTES STORMFILTER TREATMENTICAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE STANDARD MANHOLE STYLE IS SHOWN WITH THE MAXIMUM NUMBER OF CARTRIDGES (7). VOLUME SYSTEM IS ALSO AVAILABLE WITH MAXIMUM 7 CARTRIDGES. 072" MANHOLE STORMFILTER PEAK HYDRAULIC CAPACITY IS 1.5 CFS. IF THE SITE CONDITIONS EXCEED 1.5 CFS AN UPSTREAM BYPASS STRUCTURE IS REQUIRED. CARTRIDGE SELECTION CARTRIDGE HEIGHT 2711 811 LOW DROP RECOMMENDED HYDRAULIC DROP (H) 3.051 2.31 7 1.81 /ft2 gpm/ p 1 1 gpM/ft2 SPECIFIC FLOW RATE (gpm/sf) 2 gpm/ft2 1 gpm 2 Fgpm/ft2 1 gpm/ft2 2 gpm/ft' CARTRIDGE FLOW RATE (gpm) 22.5 11.25 0 5 1.5 7.5. J�_�l L , : v 4 .. 4. A 4 . .4 0 VV _7 . ........ ....... .. . ..... ...... ... 67A I., t ... . ....... .......... ... .... ..... .. .... . ......... 4.- TOP SLAB ACCESS SEE FRAME AND COVER DETAIL 14 CONTRACTOR TO GROUT TO FINISHED GRADE PLAN VIEW GRADE STANDARD OUTLET RISER RING/RISERS FLOWKIT: 42A X r-T I INLET PIPE FLOW KIT -/ OUTLET SUMP J SECTION A -A -1 )Il STORM WATER FILTER STRUCTURE F-2.3 j NOT TO SCALE OUTLET SUMP TheStormwaterZa,. Aeni StormN ter' mcwcrwySEPR��"�M�EF�ING US.FAM�: RE-FOR-HP-A-E-PEN-G. A 72" I.D. MANHOLE STRUCTURE (8611) O.D. CONTECH FRAME AND COVER (DIAMETER VARIES) N.T.S. �__I`1_04TABLES BAFOLE INSIDE HEIGHT 6' TYPICAL HYDRAULIC DROP (H) INLET INV. TO OUTLET INV. HDPE OUTLET RISER GENERAL NOTES 1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. 3. FOR SITE SPECIFIC DRAWINGS WITH DETAILED VAULT DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 5. STRUCTURE SHALL MEET AASHTO HS20 LOAD RATING, ASSUMING EARTH COVER OF 0'- 5'AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH THE CONTECH LOGO. 6. FILTER CARTRIDGES SHALL BE MEDIA -FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL BE 7-INCHES. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS, 7. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (gpm) DIVIDED BY THE FILTER CONTACT SURFACE AREA (sq ft). INSTALLATION NOTES 1. ANY SUB -BASE, BACKFILL DEPTH, AND/OR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD. 2. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING CLUTCHES PROVIDED). 3. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET PIPE(S). 5. CONTRACTOR TO PROVIDE AND INSTALL CONNECTOR TO THE OUTLET RISER STUB. STORMFILTER EQUIPPED WITH A DUAL DIAMETER HDPE OUTLET STUB AND SAND COLLAR. IF OUTLET PIPE IS LARGER THAN 8 INCHES, CONTRACTOR TO REMOVE THE 8 INCH OUTLET STUB AT MOLDED IN CUT LINE. COUPLING BY FERNCO OR EQUAL AND PROVIDED BY CONTRACTOR. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. SPORTSFIELD SPECIALITIES TURFCOOL OR APPROVED EQUAL VALVE BOX WITH REMOVABLE 5c 1 " SCH 40 STREET 1 " FEMALE ACME x MALE ACME E�L 90 #31 " MIPT x MALE ACME INLET;\ X/ SITE SPECIFIC DATA REQUIREMENTS STRUCTURE ID SF-1 WATER QUALITY FLOW RATE (cfs) 0.09 PEAK FLOW RATE (cfs) 0.25 -RETURN PERIOD OF PEAK FLOW (yrs) 100 # OF CARTRIDGES REQUIRED 6 -CARTRIDGE FLOW RATE 7.5 MEDIA TYPE(CSF, PERLITE, ZPG, GAC, PHS)_ ZPG P I P E DATA: 1. E. MATERIAL DIAMETER INLET PIPE #1 395.14 CPEP 12 it INLET PIPE #2 .OUTLET PIPE 392.84 _CPEP 12 RIM ELEVATION 400.93 ANTI -FLOTATION BALLAST WID H HEIGHT N/A _N/A NOTES/SPECIAL REQUIREMENTS: PER ENGINEER OF RECORD 1520 INFILLED SYNTHETIC TURF 0 NOTES: BRASS QUICK COUPLING VALVE 1 EMALE 11 1ZXA1II`,Ir_' A r, ACME x MIPT (D RUBBER CAP SWING ARM WITH 12" LAY LENGTH GALVANIZED NIPPLE SCH 40 PVC MAINLINE � (�)STAINLESS STEEL CLAMP 3 QUICK COUPLING VALVE IN TURF F-2.3 NOT TO SCALE FINISHED GRADE 1/21' 1210 4 BALL VALVE AND BOX F-2.3 NOT TO SCALE INFILLED LANDSCAPE LOCKING '-rEE- COVER, BLACK, SYNTHETIC FINISHED LABELED "IRRIGATION" NOTES: 1891 TURF GRADE 121p 3-4" BRASS GATE VALVE, THREADED INLET/OUTLET, SIZED PER THE DRAWINGS -SIDE PIPE _14 INLET A -T BRASS UNION PIC), BRASS UNION 770,(15�0 SCH. 80 PVC' CARSON 1419-12 JUMBO 0 0 r cc) s, n, BALL VALVE 6's VALVE BOX OR EQUAL BRASS NIPPLE 7 oc W/UNIONS 0., D SCHEDULE 40- PVC BUSHING, SxT Mo � �0 N� �nl R5�21 Pjl -n( 6" PVC RISER PIPE 0 04 R SS GATE VALVE S X TH BUSHING PLASTIC VALVE BOX, MIN. 12"0' w (D MIN. 6" DEPTH 5/8" WASHED PEA GRAVEL Al- 4 4 PVC COUPLING 4 S X TH BUSHING @) PRE -CAST CONCRETE BRICK UNDER EACH SCH. 40 2 2 PVC OUT CORNER OF THE VALVE BOX 07 4 OZ/SY NON -WOVEN GEOTEXTILE .4.- .4 -&4 3' PVC PIPE .0 @) PVC PIPE PVC COUPLING SCHAO MAINLINE (TYP.) 7 9 BRASS NIPPLE 6" MIN. DEPTH PEA GRAVEL 6" LONG MIN. BRASS NIPPLE 2 GATE VALVE& BOX F-2.3 NOT TO SCALE IN SYNTHETIC TURF IN LANDSCAPE LOCKING "TEE" COVER, BLACK, LABELED "IRRIGATION" BUSH TO 1/4" 1/4" SHUTOFF COCK PRESSURE GAUGE: 2" DOUBLE CHECK 2-1/2" DIA., 0 - 150 PSI X/Al XJE- ACCELAMI V Ell. 2" BRASS. UNION 2" PRESSURE - REDUCTION VALVE WILKINS 500 HLR OR APPROVED EQUAL 4 2" BRASS. ELL---_ ..4 IKI(ZTAI 1 1 117) WITW ' TURF IG ORTSFIELD 9'r%IAI TIPQ �1 TURFCOOL BOX NOTES: BRASS BALL VALVE, THREADED INLET/OUTLET, SIZED PER THE DRAWINGS OR ASSOCIATED INLET -SIDE PIPE BRASS UNION BRASS NIPPLE SCHEDULE 80- PVC BUSHING, SxT MIN. 12" HORIZONTAL & VERTICAL OFFSET FROM MAINLINE PLASTIC VALVE BOX, MIN. 12"0 MIN. 6" DEPTH 5/8" WASHED PEA GRAVEL PRE -CAST CONCRETE BRICK UNDER EACH CORNER OF THE VALVE BOX 30 MIL PVC LINER OR EQUAL; TAPE TO VALVE BOX, CUT MINIMUM OPENING FOR PIPE. @4 OZ/SY NON -WOVEN GEOTEXTILE PRECAST OR POURED CONC. CHAMBER W/HINGED LOCKING LID BRASS. NIPPLE-----.. 2" BRASS. 2" BRASS-,,-' (VARIABLE) NIPPLE NIPPLE 12's .4 MIN 2"BRASS TEE 2" BRASS. ELL 2" BRASS UNION PVC MAI N C:2 0 C2 c� C2 L PVC r, 0 C2 t, 0 C2 C? D C, 0 C� C2 b " 0 C? , b COUPLING c 6 c, El j�lf7 d b d t> 0 d D C:�o d o C�o a D 0 0 0 0 0 S X TH BUSHING AS REQUIRED :2 c? C:2 0 a -4-10 C? C7 0 C7 0 C7 0 C? 0 C2 c 2" BRASS. NIPPLE PEA GRAVEL KNOCK OUT BASE SECTION OF VAULT OR CORE DRILL NOTE: AS REQUIRED FOR DRAINAGE BLOCK INLET AND OUTLET PIPES AND BASE OF CONCRETE VAULT TO PREVENT SE17LEMENT FOR DRINKING FOUNTAINS, ALL PIPE SIZES TO BE 1 " AND WATER SUPPLY LINES TO BE TYPE K COPPER 5 DOUBLE CHECK VALVE ASSEMBLY F-2.3 NOT TO SCALE - 1 " 2" BRASS. NIPPLE 2" BRASS. ELL BRASS. NIPPLE (VARIABLE) 2" BRASS. ELL 2" BRASS. NIPPLE Ppvr mUpLING OR BRASS. COUPLING W/ PVC MALE ADAPTER S X TH PVC BUSHING "U ENGINEERINLIVISION R.90� =EDS NOA��Di Date: ETWONDS am, AP mr U riuGAN 19 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 17--ix-PIRES 8/1/15 N=Mmmm =mmmmmm DRAWN cpW REVISION DATE E CL 00 IN LO 9 c*4 0 0 '0 16 EL (D 0 0% c 0) 04 1. 6 6 " 0. D. TO P � �2 & BOTTOM RAIL � �2.4 CHAIN LINK FENCE W/ 2" MESH FABRIC 9 GAUGE INSTALL FABRIC ON FIELD SIDE OF FENCING TENSION WIRE SURFACE AND FINISH GRADE VARIES 1 " MIN 2"MAX CONCRETE CURB OR ELEVATED CONCRETE CURB CONCRETE FOOTING COMPACTED SUBGRADE OR UNDISTURBED SOIL CONCRETE CURBING 1 )1, CHAIN LINK FENCE F-2.4 j NOT TO SCALE m m (D @ FENCING TYPE 30' HIGH 10' HIGH WITH 8' HIGH WITH 8' HIGH BACKSTOP 20' NETTING 15' NETTING FENCING CORNER POST 6.625" OD 6.625" OD 6.625" OD 4.00" OD STD TERMINAL POST 6.625" OD 6.625" OD 6.625" OD 4.00" OD STD LINE POST 6.625" OD 4" OD 4" OD STD 2.875" OD STD NETTING LINE POST 6.625" OD 6.625" OD 6.625" OD N/A FOOTING DEPTH 81-611 81-613 7p-0" 42's FOOTING DIAMETER 3691 369' 24" 12 is TOP RAIL HT. 30' 10' 81 8t INTERMEDIATE RAIL HTS. 5',10',15',20',25' 5f 4p --- BOTTOM RAIL HT 1 It it$ lot ill TENSION WIRE HTS. 2' 2p 20 4 FENCING NOTES: 1. ALL POSTS ARE STANDARD (STD). 2. ALL FENCING FABRIC SHALL BE NO. 9 GAUGE FINISHED STEEL WIRES WITH BLACK VINYL COATING EXCEPT FOR DESIGNATED SECTIONS OF THE BACKSTOP FENCING WHICH SHALL INCLUDE NO. 6 GAUGE FINISHED STEEL WIRES WITH BLACK VINYL COATING. 3. ALL POSTS, RAILS, BRACES, POST.TOPS, STRETCHER BARS, BANDS, ETC. AND SHALL BE PAINTED BLACK. 4. TENSION WIRES AND WIRE TIES SHALL INCLUDE A BLACK VINYL COATING. 5. MAXIMUM POST SPACING: 10' ON CENTER, 30' OC AT NETTING POSTS. 6. ALL POSTS SHALL BE A-53, GRADE B. 2 CHAIN LINK SCHEDULE F-2.4 NOT TO SCALE FULCRUM TYPE LATCH STRETCHER BAR TRUSS" ROD -'� RETCHER BAR / �1.66" O.D1 FRAM E (TYP SWINGING CATE 4" 0. D. POST CHAIN LINK FENCE F-2.4 jjh FINISH M-./ GRADE SURFACE AND BASE VARIES FOOTING CONCRETE 4" (TYP) 0000' SUBGRADE 3 SINGLE SWING GATE F-2.4 NOT TO SCALE COM SU[ CIA11KI/11WI f'A-rE'C- Ut / 4 DOUBLE SWING GATE F-2.4 NOT TO SCALE 4"0 TERMINAL POST (TYP.) O.C. 12" CONCRETE\-�- WALL/CURB 2". CLR. EK < (TYP-) CURB WALL 5 TYPICAL FENCE POST LAYOUT F-2.4 NOT TO SCALE 6 ELEVATED CONCRETE CURB F-2.4 NOT TO SCALE 4-0 FOUL POLE/ TERMINAL POST 4" 0. D. POST CHAIN LINK -",)i FENCE ri �24 NOTE: THIS DRAWING IS INTENDED TO CLARIFY THE RELATIONSHIP BETWEEN FENCE POSTS AND CHANGES IN THE SURFACE ELEVATION OF CONCRETE CURBS AND WALLS. GENERALLY THE FENCE POST SHOULD BE SET IN THE LOWER OF TWO ADJACENT ELEVATIONS TO' ACCOMODATE THE FRAMING CONNECTIONS, WHETHER THE POST IS A CORNER POST OR LINE POST. WALL HEIGHT PER GRADING PLAN. WALL MAY HAVE SLOPE OR VERTICAL CURVE; SPACE POSTS SUCH THAT BOTTOM RAIL IS HELD NO MORE THAN 3.5" ABOVE TOP OF WALL. Q TERMINATE WALL BEFORE FENCE POST; HOLD CAP ABOVE GRADE. SET TERMINAL POST IN THE LOWER OF THE TWO ADJACENT CONDITIONS. FULL HEIGHT FENCE FABRIC, TYPICAL. MAINTAIN CONSISTENT FENCE HEIGHT ABOVE ADJACENT GRADE INCLUDING FENCE CURB, PAVEMENT, AND/OR WALL CAP. ADJACENT PAVING 7 CHAIN LINK FENCE AT GRADE CHANGE- STEP DOWN F-2.4 NOT TO SCALE NOTES: 1. INSTALL TERMINAL POST MIN. 100' O.C. 2. AT LIMIT OF WALL, INSTALL TERMINAL POST 2" CLEAR IN CONCRETE CURB AT- BOTTOM OF WALL. FENCE F) (TYP.) 10' MAX O.C. 3TEEL TO BE #4 DEFORMED BAR 12" -Y & HORIZONTALLY EXCEPT 2419 -AL IN FOOTING (ALTERNATE WALL VERLAP SPLICE 18" CLEAN FREE DRAINING GRANULAR NIMUM OF 12" BEHIND WALL. IC WEEP HOLES TO GRADE 6' O.C. FACES SHALL HAVE A CLEAN, H FREE FROM VOIDS, FINS, EXCESS M TEXTURE, OR TIE HOLES. FILL ALL !OVIDE A SMOOTH SACKED FINISH. 4" CHAMFER AT ALL EXPOSED EDGES. �STRUCTED ON FIRM UNYEILDING )5% MODIFIED PROCTOR. CHAIN LINK FENCING FABRIC 0.5" 45* CHAMFER IN�12�.4 3/4" 45' CHAMFER DEPTH VARIES 13.5" 24" 4 MIN. .3" 2.5" CLR > 3/4- 45- CHAMFER #4 REBAR CONTINUOUS PLAN VIEW J LOCATE (2) @ FENCE POST 0.5" 45' CHAMFER CONTINUOUS #4 BAR - WITHIN THE BOTTOM 30% OF THE CURB MASS PROVIDE AMCnHA7C nnWCD SECTION 8 CONCRETE CURB AT FENCE POST F-2.4 NOT TO SCALE CONTINUOUS CONC. FENCE POST FOOTING #4 REBAR 3/8" IMPREGNATED FIBER CONTINUOUS BOARD @ ALL LOCATIONS, FULL DEPTH 0 FENCE POST LOCATIONS @ ELEVATION. ENGINEERING DIVISION Ae DfS ,RO\�E S NOTE�D kL V fiv Date: 41 -bl am-, AH -7 ;d, 1:11"," Ar riuGAN 119 Ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 m DFIRES 8/11/115 SCALE NTS FENCIN DETAILS RESUB APR 9 6 2@ 1, 1 BUILDING DEPAR2i.MENT CITY OF EDMONDS REVISION DATE 0 E CL C14 0 0 0% M c 4) Lz Lq C14 1 F-2.5 END POST AND LINE POST SIZE PER SCHEDULE 15' OR 20' HT. NETTING 23' OR 30' HT. 8' OR 10' HT. CHAINLINK FENCING NOT TO SCALE —NETTING POSTS @ 30' 0" O.C. 1/2 ON —CENTER DISTANCE (18" MAX NET CABLE SAG 2 —SEE TOP CORNER CABLE ; & RIGGING INSET F-2.5 SEE TOP EDGE SUPPORT INSET(2—) ITERMEDIATE EYE BOLT NLY @ NE17ING OVER 12' �RTICAL @ VERTICAL CABLE ING INSET 0 KNOTLESS 1.75" SQ. NYLON BALL CONTROL NFTTINr, CONNECTION NOTES: TERMINAL NE17ING POST 6-5/8- 0 LINE NETTING POST 6-5/8" 0 LINE FENCING POST 4-0" 0 NET POST O.C. 30 LF FENCE POST O.C. 10 LF TERMINAL NETTING POST HEIGHT 30' OR 23' LINE NETTING POST HEIGHT 30' OR 23' LINE FENCING POST HEIGHT 10, TOP CORNER; EYE BOLT SIZED TO ACCOMMODATE BOTH THE LIMIT ON GAP BETWEEN THE POLE AND THE VERTICAL CABLE AND THE CONNECTING LINKS FOR BOTH THE VERTICAL AND HORIZONTAL SUPPORT CABLES. PROVIDE (1) TURNBUCKLE AT EACH END OF EACH CABLE. TOP EDGE OF BALL CONTROL NET ASSEMBLY HELD TO THE SUPPORT CABLE WITH GALVANIZED OR STAINLESS STEEL OR ALUMINUM THREADED LINK, SNAP LINK, OR CARABINER—TYPE CONNECTOR WITH APPROVED BLACK FINISH. SIZE TO ALLOW SPACING NO LESS THAN 12" O.C. BUT NO GREATER THAN 21" O.C. TO REDUCE ROPE BORDER SAG BETWEEN CONNECTIONS. LOOSE VERTICAL CONNECTIONS TO BE VIA BLACK VINYL OR POLYESTER SNAP —CLIP SPACED 12"-15- O.C. 130TTOM VERTICAL SUPPORT CABLE CONNECTION TO INCLUDE A TURNBUCKLE FOR ADJUSTMENT. BALL CONTROL NET ASSEMBLY BOTTOM EDGE CONNECTION TO BE VIA NYLON ZIP TIE 12"-15" O.C. DIRECTLY TO CHAIN LINK FABRIC BELOW THE TOP RAIL. CLF FABRIC TO BE INSTALLED ON THE FIELD SIDE OF THE FRAMEWORK. BALL CONTROL NET TO BE SECURED TO THE FIELD SIDE OF THE FINISHED CHAIN LINK FENCE ASSEMBLY BELOW THE TOP RAIL. MAIN VERTICAL SUPPORT CABLE CONNECTION TO POLE AT 12' — 15' O.C., MATCH TOP TAB OR FLANGE A FENCING AND NETTING DETAIL NOT TO SCALE TERMINAL NETTING POST WASHER SIZE MAY VARY 18.00" MAX. FORGED FULL EYE FORGED FULL EYE 1/2"-3/4" BOLT 1/2"-3/4" BOLT 12.00" MAX. -------------- I u�t--------------------- I N\�THIMBLE NUT—/ 1 1/4" 0 TWISTED QUICKLINK QUICKLINK ROPE STEEL CABLE / FULL EYE CLIP POST—/ WASHER TURNBUCKLE 2 F-2.5 NOTE: TURNBUCKLE ONE SIDE ONLY NET SUPPORT CABLE DETAIL NOT TO SCALE ro TOP CORNER CABLE & RIGGING NOT TO SCALE /M-N NOT TO SCALE %N-VERTICAL E_DG_ E SUPPORT NOTTO SCALE HARDWARE NOTES: 110-9 NOTTO SCALE NOT TO SCALE EYE BOLT LOCATED NEAR TOP OF POLE ASSEMBLY. PLACEMENT TO ACCOUNT FOR POTENTIAL OF UP TO 18" OF SAG IN THE TOP SUPPORT CABLE AT 70LBF TENSION WITH THE NETTING IN PLACE. GALVANIZED OR STAINLESS STEEL THREADED MASTER LINK CARABINER OR APPROVED EQUAL, 1/2" x1-1.5" PROVIDE HORIZONTAL HARDWARE WITH APPROVED BLACK FINISH. @ GALVANIZED STEEL THIMBLE SIZED FOR THE SPECIFIED WIRE ROPE; USE AT ALL CABLE TERMINATIONS. @ GALVANIZED STEEL WIRE ROPE, 5/16"0. WIRE ROPE CONNECTOR, U-BOLT TYPE. MIN. TWO PER CONNECTION OR AS NEEDED. VINYL TAPE TRIPLE WRAP ALL CUT WIRE ENDS. PRE -FABRICATED BALL CONTROL NET ASSEMBLY TO BE PROVIDED WITH A CONTINUOUS 5/8 "0 NYLON ROPE BORDER. BLACK VINYL OR POLYESTER SNAP -CLIP FOR VERTICAL CABLE -TO -ROPE CONNECTIONS ONLY @ GALVANIZED OR STAINLESS STEEL TURNBUCKLE, 1/2 " x 12". TAPE END TAIL ROPE ROPE CLIP CLIP FORGED FULL EYE 1/2"-3/4" BOLT 18.00" MAX. 12.00" MAX. 1/4" 0 TWISTEDJ/ ROPEJ THIMBLE-' STEEL CABLE CLIP QUICKLINKJ WASH WASHER FORGED FULL EYE 1/2"-3/4" BOLT NUT 8-5/8" POST ENGINEERING DIVISION I ROVED Af NOTFjD �"A V Iri,, Date: L 711 0 7.,U—T ---I ��M' § FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS U F AF -&000 Ali, OG'& N 119 Ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 w'z MIRES 8/1/15 DRAWN CpW CHECKED RSH COPYRIGHT (D2014 D.A. HOGAN& ASSOCIATES FENCING DETAILS SHEET F-295 CL 0 m I .0 0 CL 0 m 1p c*4 BEGIN 10' FENCING WITH 20' NETTING END OF 8' FENCING 8' FENCING (TYP.) 30' HIGH BACKSTOP FENCING BEGIN BACKSTOP END OF 10' ;al 6.57' FENCING WITH 20' NETTING CONCRETE DUGOUT 4' SINGLE l( �3 SWING GATE �24 NOTE: 30' HT BACKSTOP @ 20' NETTING OVER 10' CHAINLINK 2.5 15' NETTING OVER 8' CHAINLINK 1 8' CHAINLINK F-2.4 Q 10' CHAINLINK 20' AL HOME PLATE END OF BACKSTOP BEGIN 10' FENCING WITH 20' NETTING 10' FENCING WITH 20' NETTING CONCRETE DUGOUT NORTH SOFTBALL FIELD 1 PLAN VIEW STOP UNFOLDED VIEW BOARDS 4' SINGLE r3 SWING GATE 1�: J2.4 BACKSTOP & WINGFENCING @ SOFTBALL FIELD #1 I NOT TO SCALE 3/8"X6" GALV. CARRIAGE BOLTS. 2 BOLTS PER BOARD @ ENDS AND CENTER POST. PEEN BOLT ENDS TO PREVENT REMOVAL LINE POST TREATED AND STAINED---� VINYL CLAD 1" PAD TO COVER—jo STOP BOARDS. SECURELY ATTACH TO STOP BOARDS WELD ANGLE IRON TO POST. GRIND ALL WFLDS SMOOTH. PAINT WITH 2 COATS GALVACON OR EQUAL. (TYP) 1 1/2_X1/8"X2" ANGLE IRON (TYP) 4 36'f 2491 CONCRETE CURBING (TYP) 2X10 PRESSURE TREATED DOUGLAS FIR S4S. INSTALL BOARDS BUTTED TOGETHER WITHOUT GAPS. 4" POST W/CAP 2 STOPBOARDS F-2.6 NOT TO SCALE BEGIN 10' FENCING WITH 20' NETTING END OF 8' FENCING WITH 15' NETTING 8' FENCING WITH 15' NETTING 66' 4' SINGLE r,3 SWING GATE 1<�2 �_4 b- UAUUL19 (jAuut I 36'0 F, DEPTH AND DIAMETER (SEE SCHEDULE) _j 2419 _j CONCRETE CURBING (TYP) REAR ELEVATION 2X10 PRESSURE TREATED 4- DOUGLAS FIR S4S. WELD ANGLE IRON TO F—INSTALL BOARDS BUTTED TOGETHER WITHOUT GAPS. POST GRIND ALL WELDS SMOOTH. PAINT ANGLE WITH 2 COATS (TYP) 4" POST GALVACON OR EQUAL. W/CAP FRONT ELEVATION 8' FENCING (TYP.) GATE NOTE: (Z) 30' HT BACKSTOP @ 20' NETTING OVER 10' CHAINLIN 15' NETTING OVER 8' CHAINLINK 8' CHAINLINK 10' CHAINLINK I, n A 1 8' FENCING (TYP-) f 1 2.5 F-2 END OF BACKSTOP BEGIN 10' FENCING WITH 20' NETTING 10' FENCING-----V WITH 20' NETTING 4' SINGLE r3 SWING GATE �4 BEGIN 10' FENCING - WITH 20' NETTING END OF 8' FENCING WITH 15' NETTING 8' FENCING WITH 15' NETTING 66' tiINGLt tiWINU GATE 9- GAUGE BACKSTOP & WINGFENCING SOFTBALL FIELD #2 NOT TO SCALE 3/8" X 6- GALV CARRIAGE BOLTS" (6) 2X10 BOARDS PRESSURE TREATED AND BU17ED TOGETHER WITHOUT STAINED. INSTALL BOARDS 4-;0 GAPS V INSTALL 2" PAD TO COVER STOP BOARDS. SECURELY ATTACH TO STOP BOARDS A POST DIA. VARIES TUCK BACKSTOP FENCE FABRIC BETWEEN MIDDLE RAIL & STOP BOARD (2" MIN.) 1 CLEAR -,. PERVIOUS 8 210 CONCRETE .......... .. PAVING < DO 1�0�9 R BASE AGGREGATE CONCRETE CURB OR FOOTING ELEVATED CONCRETE CURB _N�DEPTH % r2 r8 r6 �24 L2. �4 �24 T 4" MIN. CONCRETE FOOTING 4 BACKSTOP WITH STOPBOARDS F-2.6 NOT TO SCALE '--CONCRETE DUGOUT 4' SINGLE SWING GATE 'Z2�.4 30' HIGH BACKSTOP FENCING BEGIN BACKSTOP END OF 10' 16.57' FENCING WITH 20' NETTING go, 20 4' SINGLE 3� SWING GATE �24 HOME PLATE BEGIN 10' FENCING WITH 20.' NETTING END CONCRETE OF 8' FENCING DUGOUT SOUTH SOF7BALL FIELD 2 PLAN VIEW UNFOLDED VIEW 'STOP BOARDS 6 GAUGE 8' FENCING (TYP.) ENGINEERiNG DIVISION A PROV D A NO Date: FORMER WOODWAY HIGH SCHOOL FE D IMPROVEMENTS j:T A A I ff In H %wo# G A 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 EXPIRES 8/1/15 DATE 03-31-15 SCALE NTS DRAWN CpW CHECKED RSH/DLA COPYRIGHT (D 2015 D.A. HOGAN & ASSOCIATES BACKSTOP DETAILS REVISION DATE E CL Go Go IN C4 I 0 0 2 2 0 N 1 Ll 6 IT - PLAYERS BENCH 9' FENCING WITH 6 GAUGE FABRIC FENCE 6" (TYP.) 20' r6 ELEVATED CONCRETE CURB 4 617' A * - � * - , , , . . . . . . . rfei� C'. CN 4 4 A 1. 4 IZ2 J-4 4 SOFTBALL FIELD #1 > 10' 6" TYP WHEEL CHAIR AREA (34N48" CLEAR) WITH COMPANION SEATING 51 CONCRETE PAD 10' FENCE WITH MEDIUM BROOM FINISH 4 V\ HOME PLATE NETTING ABOVE �� J2.7 r_,N� r3 i EXPANSION JOINT ��2 - �5 1�: J2.7 PLAYERS BENCH 9' FENCING WITH 6 GAUGE FABRIC 31' 9' FENCE rT�� 20' 4' SWING GATE �2 6" (TYP.) .4 WHEEL CHAIR AREA (34"x48" CLEAR) WITH COMPANION SEATING 4 CONCRETE 697* F-2.7 CURB 4 \�:2 J-4 4 A C14 -10' 6" TYP J 1 52 10' FENCE CONCRETE PAD HOME PLATE WITH NETTING MEDIUM BROOM FINISH ABOVE EXPANSION JOINT � �3 \�12�.7 W � �2. 5 DUGOUT - PLAN VIE F-2.7 NOT TO SCALE 6 PERVIOUS _,�CONCRETE - PAVING (TYP-) TOP RAII. 6 GAUGE FENCE FABRIC ELEVATED CURB- e%fl ^i m 24" MAX (FOR FOOTING DEPTH AND DIAMETER SEE FENCING SCHEDULE) PRE -PAINTED 24 GA AEP DESIGNSPAN HR36 METAL ROOF PANELSON 20 GA. GAILAVNIZED CORRUGATED METAL DECK. SECURE METAL DECK TO FENCE RAILS WITH EPDM WASHERED GALVANIZED TEK3 SCREWS AT 6" OC 72" — 1211 1.51 12 M IN TOP RAIL—" 9' FENCE, I W1 PLAYERS 6 GAUGE BENCH CONCRETE PAD 12" r7 99 69p ---- �21 2 2" CLR CLR. SLOPE 4 (7-05 5 0 00 0 #4 REBAR L-j GRAVEL _4' V WIL A :4.. r8 CONCRETE CURB CONCRETE FOOTING (FOR FOOTING DEPTH AND DIAMETER SEE FENCING SCHEDULE) . 2 DUGOUT SECTION F-2.7 NOT TO SCALE SOFTBALL FIELD-L2 r5METAL DUGOUT ROOF � �2.7 TOP RAIL SHALL EXTEND OVER GATE LOCATIONS -30' CHAIN LINK FENCE BOTTOM 10' TO BE 6 GAUGE FINISH GRADE OF INFIELD TO BE FLU3H WITH DUGOUT SLAB AND CURBING -INFILLED SYNTHETIC TURF #4 REBAR CONCRETE CU B r8 F-2.4 @ SOFTBALL FIELD-Ll 5 METAL ROOF � �2 EDGE .7 —FENCING OR NETTING TOP RAIL SHALL EXTEND OVER GATE LOCATIONS -30' CHAIN LINK FENCE OM 10' TO BE 6 GAUGE BOTT .4 FINISH GRADE OF INFIELD TO BE FLUSH WITH DUGOUT SLAB AND CURBING INFILLED SYNTHETIC - TURF REBAR 3/8" HARDBOARD @ EXPANSION JOINT CENTERLINE OF DUGOUT SLAB 2.5" #4 REBAR CONTINUOUS EXCEPT AT EXPANSION JOINTS 20'0" O.C. ± 3 CONCRETE DUGOUT -EXPANSION JOINT F-2.7 NOT TO SCALE CHAINLINK FENCING 1 TOE BOARD 2 X 10 MILL FOOTBOARDS 42" 2 X 12 ANODIZED SEATBOARD 1�2 -01' 81$ 17 X-.BRACE L= 5'- 1 7/8" -4 BLEACHERS F-2.7 NOT TO SCALE X-BRACE L=6'-2 5/8" F.V. 3-3/8" F.V. IZ�� FENCE TOP RAIL FENCE FABRIC DRIPLINE OF FLASHING AND ROOFLINE SHALL BE FLUSH WITH PLANE OF FENCE FABRIC 3-3/81' F.V. 24 GAUGE ZINCALUME CLEAT, PRE -FINISHED FENCE TOP RAIL FENCE POST 5 DUGOUT ROOF EDGE F-2.7 NOT TO SCALE ROOF FRONT VIE PAD MEDIUM BROOM FINISH 2 (TYP.) .511 HANDRAIL BOLT ON TONGUE GUIDE 1800' 34.00" COMPANION GUARDRAIL SEATING 1 r---------------- I/N^ 12to ri MIN. 11 I r ------------- jil 4211 lxx__ ul I IUI 490 "COMPANION S EATT" 1XX I Li Lj L. l ROWS LENGTH N ET SEATS (18" PER SEAT) NOTES 3 UNITS AT NORTH 5 21' 54 SOFTBALL FIELD (1162 TOTAL) 8" RISE/ROW 24- DEPTH/ROW CBC RAIL SYSTEM 4'-6" VERTICAL AISLE 5 21' 54 2 UNITS AT SOUTH (108 TOTAL) SOFTBALL BACKSTOP 8" RISE/ROW 24- DEPTH/ROW CBC RAIL SYSTEM 4'-6" VERTICAL AISLE LLJ NOTE: L--- ALL PORTABLE BLEACHERS TO INCLUDE 2" MAX lost RAIL SYSTEM IN CONFORMANCE WITH IBC. (COMPANION SEAT 419 X-BRACE BLUE BACKGROUND L=8'-4 1/419 w/ WHITE SYMBOLS 71 61f 4 NOTE: BLUE COLOR SHALL CONFORM TO FED. COLOR 15090 OF FED. STD. 595B 01 SIGNAGE TYP. @ WHEELCHAIR AREAS (COMPANION: 1 -Yj�' X 10" PLASTIC) (ACCESSIBLE: 6" X 6" 0.040 ALUM.) 24 GAUGE ZINC-AUME FLASHING, PRE -FINISHED SET PANEL INTO SEALANT @ FLASHING ROOF PANEL 20 GAUGE BARE GALVANIZED CLIP (3) PER PANEL 18 GAUGE BN-36 DECKING PANEL -20 GAUGE BARE GALVANIZED FLAT STRAP EPDM WASHERED GALVANIZED TEK3 SCREWS 6" O.C. 24 GAUGE ZINC-AUME FLASHING, PRE -FINISHED "OLD TOWN GRAY" FENCE FABRIC DRIPLINE OF FLASHING AND ROOFLINE SHALL BE FLUSH WITH PLANE OF FENCE FABRIC 24 GAUGE ZINCALUME FLASHING, PRE -FINISHED EDPM WASHERED GALVANIZED TEK3 SCREWS @ 24" O.C. INTO Z-FURRING 24 GAUGE ZINCALUME Z-FURRING, PRE FINISHED, FENCE TOP RA.� INSTALLED BETWEEN PANEL RIBS 60' ROOF PAN VIEW 0 FENCE POS ROOF PANEL 12 —11.5 20 GAUGE BARE FENCE CAP GALVANIZED CLIP (3) PER PANEL 399 1291 EPDM WASHERED GALVANIZED TEK3 SCREWS 6" O.C. 1-1/2" F.V. 24 GAUGE ZINC-AUME 20 GAUGE BARE GALVANIZED CLIP FLASHING, PRE -FINISHED ACCOMMODATE CE CAP -PANEL ^7AUGE BARE GALVANIZED (3) PER PANEL AUGE BARE ANIZED FLAT STRAP I WASHERED NNIZED TEK3 SCREWS C. ENGINEERING DIVISION =r AK P OVED 0�\S NOT D �Tk rnJ Date: nOGAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 D(PIRIES 8/11/15 9112 DATE 03-31-15 SCALE NTS DRAWN CpW CHECKED RSH/DLA COPYRIGHT 02015 D.A. HOGAN & ASSOCIATES SITE DETAILS BUILDING DEPAR7VIENT CITY OF EDMONDS REVISION DATE E CL 0 0 .c (n DOW! 52.13" 57.00" 66.38'9 CONCRETE PAVING 3� �21 4 - MODEL SHOWN: ELKAY LK4430BFlL TUBULAR FREE STANDING ADA DRINKING FOUNTAIN OR APPROVED EQUAL 8.66" 57.00" REMOVABLE BOTTOM COVER 52.13" 40.31 to < 44 . A A R�I 0/ < 0 0, 3'X,3' AREA OF PEA GRAVEL 36" SUMP DRINKING FOUNTAIN F-2.8 NOT TO SCALE MIN. 12" WIDE TRENCH (OR AS REQUIRED TO ALLOW ADEQUATE COMPACTION OF BACKFILL) FINISH GRADE —11111111111-1111-1411111nill r I F; PECIFIED SOD 6" TYP SPECIFIED TOPSOIL 24" MIN. NOTE: TAPE WIRES PER SPEC. BUT DO NOT TAPE BUNDLED WIRES TO MAIN LINE. MAIN LINE TRENCH 2 TRENCHING FOR MAINLINE & LATERAL PIPE F-2.8 NOT TO SCALE NEW PAVEMENT OR EXISTING PAVEMENT PATCH PER SPR STD. PLANS & SPECS (TYP.) 33.32 30.00"0 Q 8"00" ACCESS PANEL 90.00" 8"x1O" ACCESS PANEL 24.00 < <4 4< FRONT VIEW SAWCUT EXISTING :1AVEM ENT VAR I ES TYP.) THICKNESS r/ - I m-T, - ITS? n t 0 3 Typ �=F: DETECT -A -TAPE (BLUE) 02- —DETECT—A—TAPE (BLUE & RED) SHALL BE b�r 6"ABOVE PIPE. 6" BELOW TOP OF TRENCH - GRADE OVER 000 EACH PIPE OR CONDUIT (TYP.) p 0 og� CLEAN, COMPACTED, SUITABLE 12" MIN. COVER ALL BACKFILL SHALL BE MINERAL NATIVE BACKFILL. AGGREGATE TYPE 2 (1 —Y4" MINUS CR) \6§c) 01 C- 0 0- SCH.40 PVC SLEEVE WITH MAIN OR R LATERAL LINES & CONTROL WIRES IN J8� SEPERATE CONDUIT &/OR SLEEVE (TYP.) SCH 40 PVC MAIN LINE. 7T /—BUNDLE CONTROLLER WIRES NOTES: OPPOSITE SIDE FROM SWING J LEAST 2 TIMES GREATER THAN UNDER MAIN LINE ON 1. SLEEVE ID SIZE SHALL BE AT OD SIZE OF THE PIPE. JOINTS (WHEN LATERAL & c P-C,, 5 4" MIN. 2. WIRES SHALL BE IN SEPERATE CONDUIT MAIN SHARE THE SAME SLEEVE EXCEPT UNDER ROADS WITH I F TRENCH). HEAVY VEHICLE TRAFFIC. 3. SLEEVES SHALL BE REQUIRED UNDER ALL PAVED AREAS & WALL OR FOOTING PENETRATIONS. IRRIGATION SLEEVE TRENCHING UNDER PATHWAY OR S I D EWALK bX�p I N PLAN VIEW 5 0 NOOD STAKE NOTES: @ PLANTING PIT TO BE 2.5X ROOT BALL DIAMETER; SCARIFY EXCAVATION SIDEWALLS AND BOTTOM. USE NATIVE SOIL TO ADJUST ROO TBALL HEIGHT. SET TOP OF ROOT BALL 2" ABOVE FINISHED GRADE. LOOSEN OR REMOVE BURLAP WRAP COLLAR. BLENDED & PREPARED SOIL & FERTILIZER BACKFILL, WATER SETTLED — NO VOIDS. 2"-3" DEPTH PLANTING MULCH. 6. DO NOT PLANT IN OVERLY WET OR FROZEN CONDITIONS. PROVIDE DRAINAGE FROM EACH PLANTING PIT IF NECESSARY. 3 DECIDUOUS TREE PLANTING F-2.8 NOT TO SCALE DRINKING FOUNTAIN BASIN .3- 1/2'-rHROUGH SCORE JOINT LINE DETAIL B DRIVEWAY W/ MONOLITHIC CURB & APPROACH NOTE: THE RAMP SECTION CONCRETE SHALL HAVE A COARSE TEXTURED SURFACE OBTAINED BY A 34" 9-11 FLATTENED EXPANDED METAL MESH BEING PRESSED INTO THE STILL FRESH CONCRETE. THE SHORT AXIS OF THE DIAMOND PATTERN SHALL BE PERPENDICULAR TO THE CURB 4 CONCRETE DRIVEWAY RAMP F-2.8 NOT TO SCALE 6" CONCRETE PAVING LIGHT BROOM FINISH 6" CRUSHED SURFACING TOP COURSE @ 1.67" to 1.67 PLAN VIEW TRUNCATED DOME SURFACE off 0.2 0.45" 0.9090 ---- 10-- 1.67" SECTION 36" MIN. 1/2"THROUGH JOINT IF AREA BETWEEN CW AND CURB IS CW PAVEMENT m 0� L Uj D OL C-� <0 U-' 0 U- < LL- 1 "ABOVE LE 0 m 0 PAVEMENT 2% IL SEE DETAIL B FOR MONOLITHIC CURB m D SECTION A —A Uj U 3�: 0 'U': U- 0 0 Li- 2"ABOVE < e[. 0 PAVEMENT 27 Zo SEE DETAIL B FOR MONOLITHIC CURB SECTION B-B 1/2" RAD TOOLED EDGE (TYP.) SMOOTH TROWEL FINISH ALIGN < < < < b (,j c. 43 43 C::1 ID 621 16 16 1/) FLILL MQRTAR BED b L) Ci E C2 L) CONCRETE CURB SUBGRADE COMPACTED TO 95% MIN. 5 TRUNCATED DOME SURFACE F-2.8 NOT TO SCALE < PROVIDE FLUSH TRANSITION PATCH EXISTING ASPHALT PAVING AT PARKING LOT ENGINEERING DIVISION APP OVED AS NIOTE�D IN, V(AKY Date: L� 1 -7,1 Ll-' FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS HuuAN 119 Ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 99104 f. 206.285.0480 D(PIRES 8/1/15 DATE 03-31-15 SCALE NTS SITE DETAILS REVISION DATE E CL CD lt 00 lt 04 LO '0 2 16 FL 5 3 0 cn c .2 (L 15 0 0 0 CL E 0 to LIMIT OF SYNTHETIC TURF 449.00' SYNTHETIC TURF 2 SOCCER GOAL ANCHORS �3 SOCCER GOAL K' 3� EDGE ANCHOR (TYP.) '� �21 (TYP) 3 J-2 ANCHORS 1�: J3.2 LIMIT OF SYNTHETIC TURF (TYP.) w w w w w w Vv w w w w w w w w w w w w w w w w w w �w w w w w w w w 2 2 HOME PLATE 0 F-3.3 20.00' U') 20.00' F-3.3 HOME PLATE r 0i 0 NO, — 65.00' 65.00'- 60.00' 1 60.00' V /�9.50' T� FOUL LINE 4" FOUL LINE 43.001 5 1 /43.06 50.00' 50.00, .1 60.'00 30.00' 65.001 65.00' 65.00' 09 65.0 > PITCHER'S PITCHER'S PLATE PLATE 5� r5 1�:J3.3 J3.3 V —20.00' SOCCER FIELD 20.00'— ,55.0' SOCCER 4� 65.00' MARKINGS FIELD —19.50 BASE WITH MARKINGS 3�.2 �33 ANCHORS (TYP.) 3 J-2 SOFTBALL MARKINGS SOFTBALL r4 .3 BASE WITH ANCHORS MARKINGS '�:3 �-3 19.50' SYNTHETIC TURF r2 EDGE ANCHOR (TYP.) �2-1 R :p LIMIT OF SYNTHETIC TURF (TYP.) 5 11�00 00, 5 0 ^0 0 C cy; LL- 0 R C) z < F— z LLI LL- LL- z 0 < LLJ cf) 0 E 0 m U) LL- 0 F— LIMIT OF SYNTHETIC GIRL'S LACROSSE . ...... TURF (TYP.) B MARKINGS (TYP) E BOY'S LACROSSE MARKINGS (TYP) �34 Z0000 SYNTHETIC TURF EDGE ANCHOR (TYP.) B r2 R LO C6 LIMIT OF SYNTHETIC 10.00'— TURF (TYP.) .00' 10 24.00'(TYP) m Ai m m m m m m m m m m �A m m m m m /m m 0---m m 94 m Ai m r3 r3 b 0 SOCCER GOAL 0 0 SOCCER GOAL SYNTHETIC TURF 2 ANCHORS (TYP.)\� �32 EDGE ANCHOR F-2.1 ANCHORS (TYP.)\� �32 c; (TYP.) LIMIT OF GIRL'S LACROSSE FIELD MARKINGS 195.00' (1/1) LIMIT OF BOY'S LACROSSE MARKINGS 180.00' (1/1) LIMIT OF SOCCER MARKINGS 195.66' (0/0) 19.34' LIMIT OF SOCCER FIELD MARKINGS 195.66' (0/0) LIMIT OF SYNTHETIC TURF 429.67' COMPOSITE LAYOUT PLAN SOUTH - PHASE 1 3-1 SCALE: 1"=20' uAN 119 ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 99104 f. 206.285.0480 - �5-11111361:111 DATE 03-31-15 SCALE NTS DRAWN CpW CHECKED RSH/DLA COPYRIGHT (D 201.5 D.A. HOGAN & ASSOCIATES COMPOSITE LAYOUT PLAN SOUTH PHASE I SHEET F-3el RESUB APR 0 3 2-94115 BUILDING DEPAR:,'MENT CITY OF EDIVONDS REVISION DATE E CL CN 0 0 0 0 0 0. .6 c 0 CL 5 0 0 ch 132.00' (0/0) SOCCERI AN( 1 F-3.2 3 F-3.2 8.50' ---� SOCCER LAYOUT NOTES 1 . CONTRACTOR SHALL VERIFY ALL DIMENSIONS. ALL LINE WORK IS TO BE LAID OUT 6. THE HALFWAY LINE FOR THE SOCCER FIELD IS A 4 INCH YELLOW INLAID LINE WITH WITH A TOLERANCE OF 1/4 INCH. A CIRCLE, 30 FEET IN RADIUS IN THE CENTER OF THE FIELD. THE RADIUS POINT OF THE MIDFIELD CIRCLE WILL BE INLAID WHITE DOT WITH A 9 INCH DIAMETER. 2. ALL SOCCER LINES ARE 4 INCH YELLOW/GOLD INLAID TURF AS DIMENSIONED ON SOCCER LAYOUT PLAN. 7. THE CORNERS OF THE SOCCER FIELD SHALL HAVE A 3 FOOT RADIUS IN YELLOW TURF DESIGNATING THE CORNER KICK AREA. THE HASH MARK IS A 3 FOOT LINE, 4 3. THE SOCCER GOAL AREA IS 18 FEET BY 60 FEET. REFER TO PLAN FOR LOCATION. INCHES WIDE, 33 FEET FROM THE SIDE LINE AND EXTENDS AWAY FROM THE FIELD OF PLAY. 4. THE SOCCER PENALTY AREA IS 54 FEET BY 132 FEET. 5. THE PENALTY MARK IS A 2 FOOT LINE, 4 INCHES WIDE, 36 FEET FROM THE END LINE AND CENTERED ON THE GOAL. THE RESTRAINING LINE FOR PENALTY KICK AN ARC 30 FEET FROM THIS MARK OUTSIDE OF THE PENALTY AREA. REFER TO PLAN FOR LOCATION. SOCCER LAYOUT PLAN SCALE: 1 "=20' INLAID YELLOW SOCCER LINE RADIUS POINT FOR CORNER KICK INLAID YELLOW SOCCER LINE nz4" BREAK IN YELLOW SOCCER LINE INSIDE OF PLAYING FIELD f L r 24' 4" BREAK IN YELLOW SOCCER LINE INSIDE OF PLAYING FIELD 4" INLAID YELLOW SOCCER LINE n- ILL. 0 ILL. SOCCER GOAL ANCHOR PROVIDE 2— 4" BREAKS FOR EACH SOCCER END LINE TO DESIGNATE GOAL LOCATIONS SOCCER HASH MARKS . to 11-1 . - I . I - - - I . - 4" r�-ffl OW-0 �7- cn Z) 0 p 4'p CORNER KICK DETAIL 4 SOCCER GOAL ALIGNMENT SQUARES 5 SOCCER SIDELINE 6 SOCCER HASH MARKS NOT TO SCALE F-3.2 NOT TO SCALE F-3.2 NOT TO SCALE F-3.2 NOT TO SCALE INFILLED SYNTHETIC TURF SYSTEM MIN. 2400 PSI 2 CUBIC FOOT CONCRETE FOOTING SOCCER GOAL ANCHOR WITH CHAIN IN SYNTHETIC TURF PERMANENTLY WELDED CHAIN DROPS THROUGH ALUMINUM COVER'S ACCESS HOLE TO PROVIDE A SEAMLESS LOOK AND STORES CONVENIENTLY INSIDE BOX WITH COVER SOCCER GOAL GALVANIZED BOX 0 -.- - - 11 - GROUNDBAR �IYP.) - z: � -1 �'<� S DRILL 3/4" HOLE FOR DRAINAGE PIPE INSTALL 1" SCH PVC PIPE FOR DRAIN HOLE MIN. 2400 PSI 2 CUBIC FOOT CONCRETE FOOTING PERMANENT ANCHOR ROD WITH WELDED CHAIN ACCESS HOLE WITH RUBBER GROMMET ADHERE/ SECURE SYNTHETIC TURF TO r%n%1c'D Tvm k .1 ALUMINUM COVER 1/8" THICK MATERIAL -)P-r) 0,Hppr)PT (-4) UNDERNEATH FOR HEAVY TRAFFIC -0 0 A J7 -h AN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0490 � 1034:1111 I'll - DATE 03-31-15 SCALE 111=20' DRAWN CpW CHECKED RSH/DLA COPYRIGHT (D2015 D.A. HOGAN & ASSOCIATES SOCCER FIELD LAYOUT PLAN & DETAILS F-12 NOT TO SCALE E a 00 0 0 cn 2 n HOME PLATE 20.00' H u4 F-3.3 65.00' 20.00' Y'__ 60.00' 4" FOUL LINE 65.00' 1 7.50" 60.00' 3RD BASE LAYOUT POINT INSTALL BASE SLEEVES FOR FUTURE USE 65.00' /.DU 3RD BASE LAYOUT POINT m 111�0 BASE WITH ANCHOR— ti 15.00" Fti I 1\ I 15.00" L 2ND BASE I AVn"-r OnIK17 INSTALL BASE SLEEVES FOR FUTURE USE 22ND BASE LAYOUT POINT PITCHERS PL�ATE F, =41 RANGE SAFETY BASE RST BASE AT SOFTBALL ELD ONLY, LOCATE )JACENT INTO FOUL :-'RRITORY 43.00' 50.00' 1 1 84.85' '---�_ANCHOR TOP PLATE 60.00' L MALE POST 65.00' 91.92' 60.00 SOFTBALL FIELD 1 SHOWN, 43.00' NOTE: 65.00' SOFTBALL FIELD 2 SIMILAR INSTALL BASE 6" 699 ------- PROVIDE PLUG WITH--,,,\ .00 BASE WITH TURF CAP TO FIT 0S CHOIR SLEEVES FOR IN SLEEVE. PITCHER'S FUTURE USE S_ PLATE + PITCHERS 5 a 5� PLATE F-3.3 3 J-3 c) 1 7.009f 7.502" c 7 . BASE WITH 4� 7. t 60.00 FOUL LINE 20.00' 65.00' ANCHORS (TYP.) �33 (TYP.) 11 1 1 1 ... 1 SOFTBALL LAYOUT PLAN I F-3.3 NOT TO SCALE 8.50�"� / - I, _/ i 1 7.50" r2 HOME CONCRE7TE ��3�.3 PLATE OUTLINE HOME PLATE LAYOUT POINT Av- 60.00' 65.00' K003 BASE AND PLATE ANCHOR LAYOUT k F-3.3 j NOT TO SCALE HOME PLATE TOP OF HOME PLATE TO BE FLUSH WITH RUBBER INFILL :1 LL, LLI LL, W L 6*9 .1 1h W -i -� ' '-f......- INFILLED SYNTHE TIC TURF �21 t> 2" TOP COURSE t> PERMEABLE AGGREGATE IN* 411 PVC WEEP BASE COURSE P ERMEABLE AGGREGATE > J:> 29.5" COMPACTED SUBGRADE (Z) TOTAL DEPTH OF RUBBER PLATE (6) = DEPTH OF HOME PLATE MINUS DEPTH OF INFILL SECTION VIEW HOME PLATE AND CONCRETE COLLAR r—L^IN V1r_yV MARINE —GRADE PLYWOOD HOME PLATE AND CONCRETE COLLAR I AUM EM -rU1f11/K1t7QQ AQ KIE'E'n= /_% I TO FILL VOID CREATED BY HOMEPLATE WRAP TURF TO CREATE A TIGHT FIT. It to PLAN VIEW TURF PANEL AT CORNER KICK 2 HOME PLATE CONVERSION F-3.3 NOT TO SCALE r'r'%UVIUr- INTILUIN VVr_DDlI'4%.7 3 1 r%Mf- 3 IN TO AID IN REMOVAL 4CRETE _UING RFACE ADHERE SYNTHETIC TURF BACKING TO TOP OF CONCRETE 1/4's CLEAR AROUND SOIL BEARING dTRUCTURAL FABRIC TOTAL DEPTH OF RUBBER PLATE (B) = DEPTH OF HOME PLATE MINUS DEPTH OF INFILL SECTION VIEW TURF PANEL PROVIDE NYLON STRAP FOR REMOVAL INFILLED LILLW::H�SYNTHETIC TURF � �2 2" TOP COURSE PERMEABLE AGGREGATE BASE COURSE PERMEABLE AGGREGATE EXISTING — VERIFY COMPACTED SUBGRADE IIST BASE LAYOUT POINT 7.50" 1 1ST BASE LAYOUT POINT 4 BASE WITH ANCHOR F-3.3 NOT TO SCALE PITCHING RUBBER 6"SQx24" MAINTAIN 1/4" CLEAR AROUND D ANCHOR TOP PLATE FEMALE GROUND STAKE SET CONCRETE COLLAR TO RECIEVE PLATE FLUSH TO ADJACENT TURF INFILL INFILLED SYNTHETIC TURF�.2�_l 2" PERMEABLE TOP COURSE 12" PERMEABLE BASE COURSE 2" PVC WEEP ±18" W DE COMPACTED SUBGRADE SECTION VIEW PITCHING PLATE AND CONCRETE COLLAR GLUE AND STAPLE CONTINUOUS NYLON TURFTO SECURE STRAP TO TOP OF TURF FIBER PROVIDE TWO PER BUILT—UP RECYCLED UNIT PLASTIC BLOCKING; BUILD TO GLUEAND SCREW TO LAMINATE ALLOW A FLUSH FIT T, INFILLED V T. T SYNTHETIC TURF 2.1 I> 2" PERMEABLE C) TOP COURSE 12" PERMEABLE BASE COURSE 0.. L> 1) 2" PVC WEEP COMPACTED SUBGRADE SECTION VIEW TURF PANEL AND CONCRETE COLLAR 000'5� PITCHING PLATE CONVERSION F-3.3 I NOT TO SCALE FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS H ONGAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 ov� - F-EXPIRES 8/11/15 DRAWN CPW CHECKED RSH/DLA COPYRIGHT (D 2015 D.A. HOGAN & ASSOCIATES SOFTBALL FIELD LAYOUT PLAN & DETAILS REVISION DATE I E CL LO I;i 4i C14 0 '0 (D 0 (L c 0 0 >1 0 _j p 0 0 Nt LIMIT OF LACROSSE FIELD 330' (1/1) 1. 1 Z_ HASH MARKS 105' 30, 30' T 45' SIDE LINE 3' (TYP) - 30' WING AREA WING AREA w w z z _j 60' (I/C) _j INLAID WHITE 10 AND YELLOW LINE (CENTERLINE) \qO' GOAL CREASE GOAL LINE w w z z D 14 01 _j 180' 63 10 41 z z f a GOAL CREASE GOAL CREASE 45' (1/0) 60' (1/0) 60' NOTES 1. PROVIDE MEN'S LACROSSE LINES AND MARKINGS WITH 3" WIDE INLAID BLUE TURF. 2. ALL DIMENSIONS SPECIFIED ARE FOR MEN'S LACROSSE ONLY. 3. CENTER LINE ON LACROSSE FIELD IS A WHITE AND YELLOW LINE. 4. THE GOAL LINE SHALL BE A 2" BLUE INLAID LINE. 30' 30' 5. THE SUBSTITUTION AREA AND COACHES AREA WILL BE DEFINED BY (END/0) (O/END) 3" BLUE INLAID HASH MARKS EXTENDING 3' OUTSIDE THE FIELD OF 30' PLAY AS SHOWN ON THE PLAN. SIDE LINE 1 )1 MEN'S LACROSSE LAYOUT PLAN F-3.4 J NOT TO SCALE 2" GOAL LINE GOAL CIRCLE R8.50' LIMIT OF LACROSSE FIELD 330' OR 101m INSIDE -INSIDE 30' go, go, 27m 9m 27m 12 METER ARC 1 FOOT HASH MARK (TYP) 34'-99' 45' 8 METER ARC (TYP) R,30' _j 9m w 260-4to 8 M 2" GOAL LINE LL_ P) Ld E Ld V) 0 R=34'-9" 91 V) -lift 0 3m 0 0 ILL! U_ m z 4 M 0 (TYP) 391-49f 349-990 GOAL CIRCLE 1 FOOT HASH MARK R=2.6 M CENTERED ON RADIUS 12 TYPICAL 7 PLACES R47'- 10" 1 FOOT HASH MARK (TYP) 2 )1 WOMEN'S LACROSSE LAYOUT PLAN F-3.4 J NOT TO SCALE WOMEN'S LACROSSE NOTES: 1. TWO ARCS SHALL BE MARKED 8 METERS (8.8 YARDS) AND 12 METERS (13 YARDS) FROM THE GOAL CIRCLES. THE ARCS SHALL BE MEASURED FROM THE CENTER OF THE GOAL LINE, 10.6 METERS (34 FEET, 9 INCHES) FOR THE 8-METER MARK AND 14.6 METERS (47 FEET, 9 INCHES) FOR THE 12-METER MARK. THE 8 METER ARC SHALL END ON A LINE ON EACH SIDE THAT RUNS FROM A POINT ON EACH SIDE OF THE GOAL CIRCLE, WHERE IF THE COAL LINE WERE CONTINUED IT WOULD CROSS THE GOAL LINE. THIS LINE WILL BE AT A 45-DEGREE ANGLE TO THE GOAL LINE EXTENDED. THE 8-METER ARC WILL BE SECTIONED OFF BY HASH MARKS 32 CENTIMETERS, (1 FOOT) IN LENGTH, PERPENDICULAR AND BISECTING THE ARC. THESE WILL BE MEASURED 4, 8 AND 12 METERS, RESPECTIVELY, FROM EITHER SIDE OF THE CENTER HASH MARK, WHICH SHALL BE MEASURED FROM THE CENTER OF AND PERPENDICULAR TO THE CENTER OF THE GOAL LINE, (10.6 METERS/34 FEET, 9 INCHES). TWO ADDITIONAL 32 CENTIMETER (1 FOOT) HASH MARKS WILL BE MADE 8 METERS FROM THE GOAL CIRCLE, PERPENDICULAR TO THE GOAL LINE EXTENDED. THE 12-METER ARC WILL END AT THE GOAL LINE EXTENDED. ALL LINES ARE 4" WIDE EXCEPT FOR THE 2" GOAL LINE. 2. THE GOAL CIRCLE HAS A RADIUS OF 2.6 METERS (8.5 FEET) MEASURED FROM THE CENTER OF THE GOAL LINE TO THE OUTER EDGE OF THE GOAL -CIRCLE LINE. THE GOAL CIRCLE LINE SHALL BE 5 CENTIMETERS (2 INCHES) WIDE. 3. PROVIDE WOMENS LACROSSE LINES AND MARKINGS WITH 3" WIDE INLAID OR TUFTED RED TURF. j� 0 Ds FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS 0- riuGAN 119 ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0490 �0� F__E�PIRES 8/11/15 DATE 03-31-15 SCALE NTS MN; VA CHECKED RSH COPYRIGHT (D 2014 D.A. HOGAN & ASSOCIATES LACROSSE LAYOUT PLAN SHEET A BU �,DING DEPAR, .TwA;:,,X I F Or CUMONDS > 3 I _I= 3 CD �4 V) LLJ = 1= 5;1 M =E .< CD n ;= �2 4= C14 C6 " L_ 0 M — — .�_j M a I L-3 .< U , <1 C) r- 00 5V� Si �:-, or �;: w- in T_ JL a 2 I 9 i . 311 2 I V .1� I :9 IL r ,q V_ T_ W ;; a 0"Ovo - - - 5�� " n1..1'_121 - ____ - I Rv1m4: .... �, ,; �- --' ,� � � W*_V"*V_#*"VWW* ' � ,-, i I I ,I; 1, � I . 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I - I � � ?I �,l -, �, I, 11 , / `� �1. �11,1'11"1'111' I �tt , 111t� � . � ,� t�. � 11 �� .. . . �j � I. � - I " 1� . - -.1 � tL 11 , tt I , � It ��i t � �, I �', , I k1l. I ��:;t� li� tn`� . T, I I " t, I 11 _� I I 1 "I � 1� t _,� 6 , %� '. t� tl", ,�i I . t, I , , !-� �� t i 111", 1* . 11 I It- z*". � , , __ k 1� � t, t� " 1 .'_".",� '� I . .1. , % k zi - 11� I GENERAL NOTES: 1 . JUNCTION BOX LOCATIONS AND CONDUIT ROUTING ARE SCHEMATIC. ALIGN JUNCTION BOXES NTH PAVEMENT EDGES. CONDUIT ROUTING SHALL AVOID TREES. SUBMIT CONDUIT AND JUNCTION BOX LAYOUT PLAN TO ENGINEER PRIOR TO INSTALLATION. 2. MAINTAIN AND, PROTECT ALL EXISTING UNDERGROUND UTILITIES. CONTRACTOR TO PROVIDE LOCATE PRIOR TO ANY EXCAVATION. PRIOR TO STARTING CONSTRUCTION, ONE -CA FOR UTILITY LOCATIONS. 3. ALL SPARE/EMPTY CONDUIT TO BE PROVIDED NTH NYLON PULL STRINGS. � 4. AH VAULTS AND CONDUITS ARE SHOWN IN APPROXIMATE LOCATIONS. VERIFY LOCATION OF PROPERTY LINE, EASEMENTS AND UTILITIES PRIOR TO PLACEMENT. . 5. ALL CONDUITS LENGTHS ARE APPROXIMATE. REFER TO CIVIL FOR EXACT LENGTHS. 6. TO MINIMIZE CONFLICTS COORDINATE VAULT AND CONDUIT LOCATIONS NTH OTHER SITE UTILITIES PRIOR TO INSTALLATION. ADJUST LOCATIONS, DEPTHS AS REQUIRED. MAINTAIN SPECIFIED MINIMUM COVER DEPTHS FOR CONDUITS AND VAULTS. 7. VAULT -TO -VAULT CONNECTIONS ARE TO BE PLACED IN LINE, PREFERABLY WITH NO H E REQUIRED TO FOLLOW TRENCH. 8. MAXIMUM ADDITIVE BEND RADIUS BETWEEN TWO VAULTS SHALL BE 180 DEGREES. 9. GROUT AROUND ALL VAULT CONDUIT ENTRANCES., ONDUITS. W1IERE CONDUITS ARE CAPPED MARK LOCATION WITH AN ELECTRICAL MARKER. 11. FIELD BENDING OF STRAIGHT CONDUIT SECTIONS INTO LONG RADIUS SWEEPS IS PREFERRED. I 12. GROUND ALL IN GROUND MAINTENANCE HOI ES, VAULTS, HAND HOLES, AND PULL BOXES PER MOST CURRENT VERSION OF THE NESC. . 13. ALL CONDUCTORS INDICATED ARE ADDITIVE ALTERNATE. 14. CONDUCTORS, JUNCTION BOXES AND POLE FOUNDATIONS ARE BASE BID. I . - - � - - FLAG NOTES: � D,_�::> MAINTAIN AND PROTECT EXISTING PANEL E AND FEEDS TO EXISTING PORTABLES. 4 4 r')---- STUB CONDUIT UP BUILDING EXTERIOR AND EXTEND UNDER EAVE. SEE SHEET E1.2 FOR 4 L� CONTINUATION. I k LEGEND: - ----- - 0 STEEL'FLOODLIGHTING STANDARD - C> LED FLOODLIGHT WITH GLARE CONTROL SHIELDING, 208 VOLT E AREA LUMINAIRE, 100 WATT LED, 208 VOLT, FULL CUTOFF -- - RACEWAY UNDERGROUND P TYPE 11 JUNCTION BOX NTH LOCKING LID PER WSDOT STANDARD PLAN J40.10-03. BURY JUNCTION BOXES 18" BELOW FINISH GRADE. PROVIDE VISQUEUE COVER OVER BOX AND 12" DOWN EACH SIDE. PROVIDE GPS LOCATION AND DISTANCE FROM NEAREST STRUCTURE. MJB JUNCTION BOX, CHRISTY TH FL30T COVER - - - - - - _jn� J04, �_ - - -- GFCI ($ DUPLEX RECEPTACLE, 12OV, GFCI NTH WEATHERPROOF COVER AND CAST IRON FS ,��, "1111 .. - I I i I I ( �- I 1. t k �� ,��,',. 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I �, ,�, ��T,,,i,,! � SIIIR��, 12 � , ,7,,�! , 1_1�_ d . � . _11 , Ir, t . I . � . VV,',,�,5, . "'. �, � ELECTRICAL SITE PLAN SOUTH PHAaEjo 0 10 20 40 60 SCALE: AS INDICATED E:::Xmmm::::::::Nzzmmmmmmmmmmmx::::::�=1 If measurement is other than . 1 inch then the plot is reduced. 1� ,,tl 1- ,,_� . __�� -1-1- -11". �ti t;!�j�4u , -11 1114,� , * " i ,kll , I �1.1i;l ,� � , , - , " — K ", , �� I " I - , " "5", - _Iv.'�, , _i � , / �_,�,,';�� , : ,�;,', �;z�� , ,,,,, I .... . . ��"I_w ". - POLE AND FLOOD LIGHT SCHEDULE POLE HEIGHT FLOOD LIGHTS S1 90' 14 S2 90' 14 - S3 70' 10 S4 30' 10 Al 70' 14 A2 60' 6 A3 - 60' . 6 A4 70' 14 1 1 88 MINIMUM REQUIRED LIGHTING LEVELS (AVEMGE MAINTAINED) INFIELD FI MIN. MAXIMUM = 2.5 MAX COEFFICIENT OF VARIATION = 0.21 MAX OUTFIELDL$OCCER INFIELD AVERAGE FTC = 30 MIN. MAXIMUM = 3.0 MAX COEFFICIENT OF VARIATION = 0.25 MAX ADDITIVE ALTERNATE #1 . REVISION DATE . I : ., � � � � , 1 � � I . 1111 --- -, 11 � - - - "I'll, t -1 ,� I ��'N� , 1, �� ,'111',�,_ -1, `-, I'll -, 81"Y �, _�F /', - 1_.� 1111,11, , , _�qg_ ,,,� ,,- � <-,,- 1,,�_,__z i-, 1114". ... , �� ,,, ,zi a1 �-,,,`,§`,� 1_11� _1 " '.1-1-M "- "I ..... ,"'" - I- - -1-1 1115", ... �,'91! , V - 11 � 11 �� I �� " 11 I I'll - . �,, , , , I 1, 1, ,� 1:1 .". . - - t 11 I , . jlllll� : .1 i f . I � I I .. I I , , , I ' ": I . I I I " � 1, ISS I T 'A . 1: C T I 10 _ I I . 11 . DA HOGAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 S PA KL INY G WORK TOGETHER I STAND APARTTM 4100 194th Street SW, Suite 400 Lynnwood, Washington 98036-4613 206-667-0555 800-667-0610 www.sparling.com j3 1AER � WA - , .. 00 -C-) 0% -.r �_� t=1 ...... : W '00, � 31353 " 1 4p, is IP, 1 I �> ORAL 41 kX91 Emossommmunummalloommmmm=6:i: ffl: 1111111111111111112111MEM : DATE 03-31-15 SCALE AS NOTED DRAWN AALJ . . CBF . COPYRIGHT C) 2015 D.A. HOGAN & ASSOCIATES ELECTRICAL SITE PLAN SOUTH PHASE I SHEET E-1,1 RI=E"S U B APR 0 6 2015 BUILDING DEPARUMENT _______ � -Innt,' I&&- M1% I I I U.j m ,�2 0 04 c; 04 m Z (D r- 00 51� Zi E 0 c ro- IL C-4 9- W U Ir REVISION DATE S I C: - �, Hi;' D. I Si � T 'R: I Q T FORMER WOODWAY HIGH SCHOOL FIELD IMPROVEMENTS DA HOGAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 S PAKL I N'T G WORK TOGETHER I STAND APART TM 4100 194th Street SW, Suite 400 Lynnwood, Washington 98036-4613 206-667-0555 800-667-0610 www.sparling.conz �V- 7 ' �!) 31353, is O—XA DRAWN AAU CHECKED CBF COPY RIGHT 0 2015 D.A. HOGAN & ASSOCIATES ELECTRICAL SITE PLAN BUILDINGS SHEET L B:: C> hc U) C> C-4 c; C-) I Kl� C> r- 00 Z�� -zi I E L 0 REVISION DATE IMPROVEMENTS DA HOGAN 119 Ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 '1k T SPAKLING WORK TOGETHER I STAND APARTTM 4100 194th Street SW, Suite 400 Lynnwood, Washington 98036-4613 206-667-0555 800-667-0610 momsparling.com )!31353 is Diu U1 DATE 03-31-15 SCALE AS NOTED DRAWN AAU CHECKED CBF COPYRIGHT C) 2015 D.A. HOGAN & ASSOCIATES ELECTRICAL DETAILS SHEET I LEGEND: LC-1 LIGHTING CONTACTOR 3P30A REVISION DATE 0 3: C> C� C; C*4 A I C> r- 00 E- L V Sparling Panel Name FLD 120/208V 3PH 4W 400A Main CB Type: Panelboard Location Electrical Pedestal Surface Mounted 10,OOOAIC Serves: AthleticFields Feed Thru Lugs # Description Load AIBIC Load Description # 1 Lighting POLE S2 2.8250/3 CB X 50/3 CB 2.17 Lighting POLE S3 2 3 ------- POLE S2 2.82 ------- --- X ------- --- 2.17 ------- POLES3 4 5 ------- POLES2 2.82 ------- --- X -------- --- 2.17 -------- POLES3 6 .7 Lighting POLE S4 2.1750/3 CB X 50/3 CB 2.601 Lighting POLE A4 8 9 ------- POLES4 2.17 ------- --- X ------- --- 2.60 ------- POLEA4 10 11 ------- POLES4 2.17, ------- --- X ------- --- 2.60 ------- POLEA4 12 .13 Lighting POLE Al 2.6050/3 CB X 150/3 CB 0.87 Lighting POLE A3 14 15 ------- POLE Al 2.60 ------- --- X ------- --- 0.87 ------- POLEA3 16 17 ------- POLE Al 2.60 ------- --- X ------- --- 0.871 ------- POLEA3 18 .19 Lighting POLE A2 0.8750/3 CB X 50/3 CB 2.85 Lighting POLE SI 20 21 ------- POLE A2 0.87 ------- --- X -------- --- 2.85 ------- POLES1 22 23 ------- POLE A2 0.87 ------- --- X ------- --- 2.85 ------- POLES1 24 .25 Lighting POLE S2,A2,A1 LIPLIGHTS 1.0830/3 CB X 30/3 CB 1.08 Lighting POLE A4,A3,S1,S3 LIPLIGHTS 26 27 ------- POLE S2,A2,A1 LIPLIGHTS 1.08 ------- --- X ------- --- 1.08 ------- POLE A4,A3,S1,S3 LIPLIGHTS 28 29 ------- POLE S2,A2,A1 UPLIGHTS 1.08 ------- --- X ------- --- 1.08 ------- POLE A4,A3,S1,S3 LIPLIGHTS 30 31 Lighting POLE ALL AREA LIGHTS 0.2330/3 CB X 0/1 0.00 Space 32 33 ------- POLE ALL AREA LIGHTS 0.23 ------- --- X 0/1 0.00 Space 34 35 ------- POLE ALL AREA LIGHTS 0.23 ------- --- X 0/1 0.00 Space 36 37 Recept Pedestal 0.2020/1 CB X '0/1 0.00,Space 38 .39 Lighting Pedestal 0.1020/1 CB X 0/1 0.00 Space 40 41 Recept Backstop 0.3020/1 CB X 0/1 0.00 Space 42 43 Recept Backstop 0.3020/1 CB X 0/1 0.00 Space 44 45 Spare 0.0020/1 CB X .0/1 0.0O.Space 46 47 Spare 0.0020/1 CB X 0/1 0.00 Space 48 49 Spare 0.00120/1 CB X 0/1 0.00 Space 50 51 Spare 0.0020/1 CB X 0/1 0.00 Space 152 53 Spare 0.00120/1 CB X 0/1 0.00 Space 154 Rev: Revised Ckts Marked Existing Ckts Marked # B18702 File: J:\BI8702\Design\Sched\Panel FLD.PNL PHA PHB JPHC Circuit Breaker Code G = GFCI H = HID Rated 5 =Shunt Trip C = HACR Rated D =Switching Duty # =See Note Connected KVA 19.83 19.43 119.63 IA=AFCI Notes: Dem. Load Type Conn KVA NEC Demand Factor KVA Dem. Amr NEC Feed % NEC Feed Amps Lighting 58.09 X 100% 58.09 161 x 125% 202 Recept 0.80 10 KVA @ 100%, rest @ 50% 0.80 2 x 100% 2 L_ 58.89 1 63 Amps 58.89 163 204, 1 PANEL SCHEDULE E2.� SCALE: NONE POLE S2 (D : POLE S4 (D : POI E All (D : POLE A2 (D : POLE S3 0 : POLE A4 (D : POLE A3 0 : POLE S1 (D : POLE S2,A2,A1 UPILIGHTS (I t) -_ Ir POLE A4,A3,S1,S3 UPLIGHTS ( t) -E Ft _r POLE AREA LIGHTS G) 7 SPARE G LIGHTING CONTROLLER 120V,10 CONTROL POWER A LC-2 0'01� 0 H A 0 LC-2 0 A_ LC-2 0 H A LC-2 & 0.11�_ 0 H A 0 LC-2 0 0 H A_ LC-2 0 H A 0 LC-2 (a 0..10� 0 H A LC-2 0 O'le 0 H A LC-2 0 H A 0 LC-2 0 PHOTOCELL BYPASS SWITCH H A 0 0' 0 H A 0 0 0' 0 208V, 30 POWER CKT FLD-1,3,5 208V, 30 POWER CKT FLD-7,9,11 K POLE S2 POLE S4 208V, 30 POWER CKT FLD-11 3,15,17 P�-o POLE All 208V, 30 POWER CKT FLD-2,4,6 K5 POLE S3 0 208V, 30 POWER CKT FILD-114,16,118 0 K7 POI E A3 0 208V, 30 POWER CKT FILD-25,27,29 POULE S2 A2,A1 PLIG TS 208V, 30 POWER CKT FILD-311,33,35 K11 POLE AREA 0 LIGHTS LIGHTING CONTROL LOGIC. E2.2 SCALE: NONE 208V, 30 POWER CKT FILD-119,211,23 4 POLE A2 208V, 30 POWER CKT FILD-8,110,112 K POLE A4 208V, 30 POWER CKT FILD-20,22,24 POLE S1 208V, 30 POWER CKT FLD-26,28,30 . .......................................... ........ P K10 POLE A4,A3,,Sl,S3 UPLIGHTS K12 SPARE LC-2 LIGHTING CONTACTOR 3P60A A HOA SWITCH, SQUARE D 9001 SERIES 0 0 0 PHOTOCELL 105-285 V. 1800 VA. POLE LIGHTS a RELAY --- J[-- NORMALLY OPEN CONTACTOR KX IMPROVEMENTS I& § DA HOGAN 119 1st Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 S PAKL I NY G WORK TOGETHER I STAND APARTT. 4100 194th Street SW, Suite 400 Lynnwood, Washington 98036-4613 206-667-0555 800-667-0610 www.sparlingxoni 'RER WA 3131,53 IQ- tisl OKA X DRAWN AAU CHECKED CBF COPYRIGHT 0 201.5 D.A. HOGAN & ASSOCIATES ONE -LINE & PANEL SCHEDULES E-2e2 7 LLJ C) C141 cs L_ C'4 in - I C141 C1 r*- E 0 10 9L POWERLINK SUBNET CONNECTION SINGLE SINGLE BUILDING "B" —MODULA MODULAR— BLDG BLDG H1 H2 U) V) V) U) W Ln (0 0 0) 0) < 00 0 0 PO (0 LO r- 0) 0 LO PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL Pi Pi P2 P2 P3 P5 8 B H1 H2 SEC 1 SEC 2 SEC 1 SEC 2 SEC 1 SEC 2 MCE1 MLO MLO MLO MCB MCB MCE1 MLO MCB MCB 1 OkAIC 1 OkAIC 22kAIC 22kA]C 22kAIC 10kAIC 1 OkAIC 1 OkAIC 1 OkAIC 1 OkAIC 9 T .49 .4 A—.--L 4r, - 3"-3-300KCMIL, 1#3 N BUILDING "C" GYMNASIUM POWERLINK SUBNET CONNECTION LO co L6 PANEL PANEL PANEL PANEL PPANEIL PANEL C D E E X3 F SEC 1 SEC 2 MLO MLO MCB MLO MLO MLO 5kAIC 5kAIC 1 OkAIC 1 OkAIC 1 OkAIC 0 r — _F=_F_]T #8- 2Y2"-4#3/e--" 1 #1/0 Fh Fp� I Fp_� 2"-4#2 SHEET FLAG NOTES: PROVIDE NEW BREAKER IN EXISTING SWITCHBOARD. LOAD CALCULATIONS (BASED ON 30 DAY METERING DATA) MAIN ELECTRICAL SWTICHBOARD #2 1200A, 208Y/12OV, 3 PHASE 4 WIRE SECONDARY EXISTING LOAD = 134 kVA (372 AMPS) BLDG "H" +25% (PER NEC 220.87) 33.5 kVA (93 AMPS) 75KVA AUTO TRANSFORMER EXISTING LOAD: 167.5 kVA (465.2 AMPS) 1)/2)'-4#2 1 #8G PRI: 9,855A SYM 208V-30 G,\ LOAD SUMMARY - SEC: 8,125A SYM (n cn V) (n co 0 (n cn cn cn V) 240V-10 (n (n ADDED: �-1 4 "-4#4 < < �14"-4#4 < < < < < < < < < < Y4;'-4# 3< LIGHTING: 113.1 kVA 00 D c 0) (0 co 0 0) Lo 0 C) .14- (n N W 0) 0 C.0 PO �2 POWER: 0.8 kVA 00 cq -k (q "cl CD 0 0) r- I rD m 'd- ro n r- 1\1/ U5 0 Cli 0 Cli a Lri TOTAL ADDED LOAD: +113.9 kVA (316.3 AMPS) PANEL All PANEL PANEL PANEL PANEL PANEL NE PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PA PANEL PANEL PANEL PANEL PANEL PANEL DPH CPH1 CPH2 AA AA AAA BB CPU LC8 LC9 LC10 LC11 LC12 LC13 LC14 PF-1 P P 2 PF-3 PF-4 z z zz TOTAL SWITCHBOARD DEMAND LOAD: 281.4 kVA (781.67 AMPS) SEC 1 SEC 2 SEC 1 SEC 1 SEC 2 MCB MLO MLO MCB MCB MLO MLO MCB MCB MCB MCB MCB MCB MCB MCB MLO MLO MLO MCB MLO MLO 22kAIC 22kAIC 10 IC —0--L 2 kAIC 22kAIC 1 DkAIC 5kAIC 5kAIC 5kAIC 1 OkAIC 1 OkAIC 5kAIC 5kAIC 5kA1C 11 OkAIC 5kAIC 5kAIC 5kAIC OkAIC 1 OkAIC 1 OkAIC 'A #6 #8= T 2— - 11k, GROUND LEVEL 1,300A SY`I`y)_j #1/0 < 8,125A SYM P 0 po, TAP %)1-4#4� T T TAP—T 3"-4#4-/AElT T %"-4#4� lY4"-4#6j I, BUILDING "D/E" OWERLINK SUBNET CONNECTION POWERLINK SUBNET CONNECTION 9 "U, DIM ER U) (n DIM E]R V) cn U) U) U) < < < < < < 1 "-3#8 < < < < < < < 00 0) LO LO r_ 0 (0 r- (0 0) LO m 0 0 00 n r- cli - Cli (0 LO r- co .47 0 1 - n 04 1�clj �v PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL KP-1 KP-2 KP-2 S T T T U V W GTE X5 Y G H I X4 SEC 1 SEC 2 SEC 1 SEC 2 SEC 3 MCB MCB MLO MCB MLO MCB MLO MLO MCB MCB MCB MLO MLO MCB MLO MCB MLO SERIES SERIES SERIES 1 11AIC 22kAIC 22kAIC 1OkAIC 5kAIC L22kAIC 1 OkAIC 10kAIC 5kAIC 5kAIC 1 OkAIC 5kAIC 22kAIC SERIES #2 #8= 2Y2"-4#310 RD 400A mcs 10kAIC AT ATHLETIC T nELD PEDESTAL J BUILDING lY2"-4#2 & 1 #8G U) 11�_ U) ZlY4"-4#6 lY4-"-4.ff 3(a C.0 1 0) 00 00 0 Lo 0) 14� PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL i ii DPF CPF1 CPF2 L LL SECJ 1 SEC 2 MCB MLO MLO MCB MLO MLO MCB MLO 1 OkAIC 1 OkAIC 1 OkAIC 122kAIC 1 1 OkAIC 1 OkAIC �1 DkAIC �4= jil 0 6,2) GROUND LEVEL <8,995A SYM>-/ 4- L0 04 cy) r1e) 00 n AT S.W. CORNER OF BLDG "G" 'DOUBLE SIN13LE MODULAR- —MODULAR BUILDING "G" BLDG BLDG G2 G1 BUILDING "A" cf) (n V) (n cn U) U) cn 0 U) V) W < < < < < < < < < 11IY44"-4# 3< < 00 C4 to L.0 00 04 ro 0 LO a) 04 L0 0) 0) 04 00 0) 0 00 cy) 0 �04) ci cl� LQ cq �4j, L0 04 LO PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL PANEL ANE rPANEL qPANEL VICE PANEL PANEL A X2 Lci LC2 LC3 LC4 LC.5 LC6 LC7 M . M N Q QQ #3 G2 G1 SEC 1 SEC 2 MLO MLO MCB MCB MCB MCB MCB MCB MCB MCB MLO MLO MCB MLO MLO MCB Mc'B 51AIC 51AIC 51AIC I 11AIC 5 IC 5kAIC 5kAIC 5kAIC 5kAIC 10kAIC 111<AIC�f 5kAIC 1 OkAIC 10 Ic kAI C 10 0' Lo 0" m cN' cN' APANEL PANEL PANEL —SERVICE LC7 M N #3 kA Lr T, 18 #4 #8= #6— -<>-1)/4"-4#2 2Y2 " -3 #3 2'-4# 1 /0 BOILER HOUSE UTILITY VAULT 2500A BUS� SERVICE POINT—\ 500�VA UTILITY TRANSFORMER PRI: 12,470Y/7,200V S EC: 208Y/1 20V- %Z: Al Fly L CONTINUED. SEE PRIMARY C6O,464A ONE -LINE DIAGRAM 00 lY2"-4# It (6 lY4'1-4# N, PANEL P4 m IT, [11 = Cm 0 y 0 0 0 0 0 C 0 1-, 0 0 (0 `4_ N C14 2ro 2n z PANEL x 1 MLO SERIES 0 z z 0 (o _j _j U 0 0 0 0 0 0 0 0 0 Ln C14 N N K) I I n r-0 04 C-4 04 C-4 ro S _1_ Ll T I P1_1_ �L DPHJ_ I BB L Ll B I P5 KP AA E KP-2 Uj LU Q:: of 0- a- cn cn Ld CD !;Tc tTE WU 0 a) c� C�p Ln U') U-) LO CD CD CD < CD C) C) C) CD U') CD c� CD CD 2 2 �1! r- CD CD CD 0- CD C) CD CD T) rl- CD CD C) CD 0 0 LL_ CD CD CD LO LO LO LO CD CD L LL < CD C,4 C) 04 Csl C14 CD CD CD (D c14 C14 eq q- C14 LO CD CD c14 C*4 C*4 C14 CD (D CD Lr) -C:) Lr) Lo C < < < < < < < < < < < < < < < < < < < L L L_ L LL SERVICE SWITCH BOARD-LIL 208Y/12OV, 30, 4W, 100KA 2500A BUS -1 lY4"-4#6-j L 4# 1 G-j 1 "-4#8 BUILDING "D/E- _j _j 0 0 0 0 0 04 I'll 0 0 04 Zvi- zt� (0 zl� It zttz ----------- I (/34,5,36A SYI�v N 2 04 to 2 V) C14 UTILITY VAULT . I 225KVA UTILITY TRANSFORMER PRI: 12,470Y/7,200V SEC: 208Y/120V %Z: CONTINUED. SEE PRIMARY ONE -LINE DIAGRAM L C) y 0 L0 n 0 741111111 MENEROW Lc) Lo >_ I V) 0 C� GROUND LEVEL N Q L PF z G X4 M i DPF H I (N :5� F -F T_'_ F T 0 6 C) C) c"! C3 CD LO C) c� LL_ < C) L0 r1_ LO C) CD CD LE) CR L0 LL. L L<L L<L L 0 0 LC<L, LL_ '0 C) < LO < Lo < C�' Lo < a C�' ul < Lo < C, < C> < C> CN cq C:, C*" CD CD CD L 1200A BUS GROUND LEVEL (3)3Y2"-4-5O0KCMIL SERVICE SERVICE SWITCHBOARD #2 SERVICE SWITCH #3 POINT 1200AMPS, 208Y/12OV, 208Y/12OV, 30, 4W 30, 4W, 65KA d mm E111111111111) A 5 0 1111111111111111 A H N 119 Ist Avenue South, Suite 110 p. 206.285.0400 Seattle, Washington 98104 f. 206.285.0480 SPAKLING WORK TOGETHER I STAND APARTTM 4100 194th Street SW, Suite 400 Lynnwood, Washington 98036-4613 206-667-0555 800-667-0610 www.sparling.com 31353 S. 10ATA I 9!9 i6i DATE 03-31-15 SCALE AS NOTED DRAWN AAUI