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Home My WebLink AboutDOC-2018-Drainage Report -30t" Street & "Lk Avenue Storm Improvements And New Hotel at 3002 30t" Street City of Anacortes Project # Site Address: 3002 30th Street Anacortes, WA 98221 Prepared: August 28, 2018 Revised: Prepared For: IK Tera Asara, LLC 905 20th Street Anacortes, WA 98221 Prepared By: Schemmer Consulting Group, PLLC 30130th Street, Suite C Anacortes, WA 98221 360.293.9006 SEP 2 01019 L CI M�Y OFANACORTES James T. Schemmer r Response to Comment Letters) (to be included upon Approval) 30t" Street and Q Avenue Storm Sewer Improvements August 2018 COA Project # TABLE OF CONTENTS RESPONSETO COMMENT LETTER(S)............................................................................................................................1 TABLEOF CONTENTS...................................................................................................................................................2 INTRODUCTION...........................................................................................................................................................3 PURPOSE.....................................................................................................................................................................3 EXISTINGCONDITIONS................................................................................................................................................3 SOILS...........................................................................................................................................................................6 EXISTING STORMWATER STRUCTURES SERVING 30T" STREET......................................................................................6 PROJECTDESCRIPTION................................................................................................................................................8 DEVELOPMENT STANDARDS AND REFERENCES.........................................................................................................10 SWPPP NARRATIVE WDOE 2012 STORMWATER MANAGEMENT MANUAL FLOWCHART FOR DEVELOPMENT ..........11 Minimum Requirement#1: Preparation of Storm water5ite Plans.........................................................................12 Minimum Requirement #2: Construction Stormwater Pollution Prevention(SWPP).............................................. 12 Minimum Requirement #3: Source Control of Pollution. . d a a a 0 0 a d a a a a d a 0 a a a a a a 0 a a 0 a a 0 . . . . . . . . . . a , a d a a a a a & & a a 0 a a a a 0 a a am a a 0 0 a a 0 a 0 0 0 m a a a a a 0 a a 4 4 a a 0 4 0 18 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfolls.............................................18 Minimum Requirement #5: On -site Stormwater Management. . a 0 0 0 0 a 0 a a 0 0 a a . 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W, 18 Minimum Requirement #6: Runoff Treatment........,."", ............... d a a a I 1 0 0 a 0 4 0 a a a 0 a 0 a 0 5 0 a 0 4 9 0 0 a 0 0 a 0 ff m 0 0 a a & a a 0 a a a 0 a a 0 d a d a 0 a a d a a a a d a a a a a a a a a 0 0 18 MinimumRequirement #7: Flow Control................................................................................................................ 20 Minimum Requirement #8: Wetlands Protection.................................................................................................... 22 Minimum Requirement#9: Operation and Maintenance.......................................................................................22 CONCLUSIONS...........................................................................................................................................................23 APPENDIX1 WWHM2012 OUTPUT... a 8 0 a a a a 0 6 a 0 4 8 9 a a 0 a a 0 0 4 a 0 a I a 0 a a a a a a 8 a a a a a a a a 0 a a a a a a 0 0 0 a 0 a 0 0 a * a a a & a 4 a a a a * a a 0 a a a a a a a a 0 a a a a a a 0 a a 824 APPENDIX 2 BASIN STRUCTURES EXHIBIT..................................................................................................................32 APPENDIX3 SOILS REPORT........................................................................................................................................33 APPENDIX 4 SITE IMPROVEMENT PLANS AND TESC PLAN..........................................................................................34 APPENDIX5 ADS TN 5.05...........................................................................................................................................35 2 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Introduction The new hotel and storm sewer improvements affect 30th Street, Q Avenue, and the alley south of 30tn Street in Anacortes, Washington. See figure 1. The work proposed is between Commercial and R Avenue in the F4 Basin identified in the City of Anacortes Stormwater Management Plan 2007. The F4 Basin 48" diameter outfall #42 to salt water that serves the project area is at Fidalgo Bay along the 28th Street alignment on Fidalgo Island and accommodates the 2-Year (32.8 cfs), 25-Year (89.7 cfs) and the 100-Year (110 cfs) flows that exist now. The proposed hotel, street and storm drain �`— improvements will drain east along the 30th street 9 F alignment and then north on R Avenue into a 24" Figure 1 y IfA- _ North diameter storm sewer main line sized to accommodate the 100 year flows from the existing 65 acre basin. The proposed development will add approximately 0.53 cfs to the 100-Year flows. See the Basin Map in Figure A below. The project basin F4 is mostly flat (0% to 4% slopes) developed urban land that slopes generally to the northeast. It is on average 0% forested, 68% impervious and 32% pervious surfaces. The land in and adjacent to the project site parcels P60611 and P60612 is zoned Commercial (C). Purpose A new hotel will be located at 3002 Q Avenue. The proposed street and stormwater improvements extend from 30th Street and Commercial to 30th Street and R Avenue and will serve the new hotel and existing properties. The 12 Diameter ADS N-12 Pipe improvements proposed meet and exceed the project goal of directing stormwater flows from existing and new impervious surfaces from new street improvements and the new building and parking lot areas to R Avenue and ultimately to outfall #42, a 48" diameter pipe, along the 28th Street alignment. Existing Conditions The Project Area (PA) is a portion of the F4 Sub -Basin identified in the City of Anacortes Stormwater Management Plan, 2007 (SMP-2007). See Appendix 1 for Maps and Tables describing the F4 Sub -Basin. The Project Area (PA) is along the 30tn Street alignment in the Commercial Zone. From City of Anacortes Maps the PA is 48% impervious surface (9%:Roads[0.127 acre); 7%:Roofs[0.091 acre]; 32%:Parking[0.447 acres]) and 52% pervious [0.726 acres pasture]. The overall F4 Sub -Basin is on average 0% Forested, 68% 3 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Impervious, and 327o Pervious according to the SMP-2007. After development the PA will be 907o impervious surfaces (27%:Roads[0.379 acre); 16%:Roofs[0.227 acre]; 41%:Parking[0.564 acres], 6%:Sidewalk[0.078 acres]) and 10% pervious landscaping [0.143 acres pasture]. The figures A to D below show: • A: F4 Sub -Basin basin and PA. • B: General description of the F4 Sub -Basin. • C: General Sub -Basin flow path. • D: SMP-2007 model of the project area and Outfall 42 that serves the F4 basin. 4 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Basin F4 —This basin comprises a large area south of 32" d Street to approtullately the City Limits and east of SR 20 to approlinl<ately AAvenue. Tllis basin is zoned as High and Low DensitResidential, Canmlercial, Industrial and Public. Seventeen detention facilities are located within tills basin. Tills baSlll discharges to Outfall No. 42. �v ' Fidalg0 _- -- gay F3 F F4 C 10 5 30`h Street and Q Avenue Storm Sewer Improvements COA Project It August 2018 Basin F4 Modeling Results isA �L -( - ; CB Flooded a L _,,J , F ( z2ao � = �\L — N CB OK I J ®� r N Pipe OK N Surcharged OuNall System to be Replaced � I 27TH - - - 42 -� — �'- Project Area 1 _ �HE c, f FO ST;�PRRK E r J' PINb6W ADbO EARTLAKE _.-.. _ j - °a \ i f W - W p n} CA ter...._.., $OILS Geotest sampled the soil in the project area. The soils were identified as consistent with Glaciomarine Drift medium stiff to very stiff clay. Due to the high fines content of Glaciomarine Drift soils the site is unsuitable for infiltration of stormwater. The Hydrologic Soil Group for this area is C/D. See Appendix 3 for the Geotest Soils Report for the project area. Existing stormwater Structures Serving 30th Street The project area and basin is currently drained by a City of Anacortes stormwater network that has capacity for the 100 year storm event with the addition of the proposed new hotel and street improvements. stormwater manholes serving the basin along R Avenue, when modeled show capacity from 301h Street and R Avenue to the Intersection of 28th Street and R Avenue. The 48" diameter outfall #42 is adequate See Appendix 2 for a Basin Structures Exhibit. 6 30th Street and Q Avenue Storm Sewer Improvements COA Project It August 2018 Structure # Invert 2768 266 1510 4,25 1504 4.7 1514 5.2 1521 7.6 1523 6.2 2781 796 2371 14.2 2700 1494 MOMMEME #4063/0 u tfa 11 #42 0 7 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Project Description The approximately 22,000 square foot hotel with 43 parking spaces requires street improvements along the 30th Street and Q Avenue City of Anacortes alignments. Existing storm water conveyance pipes at driveway crossings between Q Avenue and R Avenue on the south side of the existing paved portion of 30th Street are undersized. Curb, gutter and street improvements to 30th Street and Q Avenue along with drainage from the proposed hotel and parking areas will result in the existing ditches south of existing 30th Street to flood at driveway crossings now served by 8" diameter CMP pipes. Flooding of open ditches on the east side of Q Avenue has also been reported. 8 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Z 816 810 Connection to I 2 Existing Storm w CB #1510 Storm Pipe IL I __� boa Improvements — R-25 OTEN N L F E ROU ABOUT R- 5 IW. 4 k501.5 v _ ITMIN so �xne L , ■v, zr & -� Storm Ditch ■ t Improvements 819 / 811 801 i Improving the discharge capacity for the project area draining into the R Avenue drainage network will relieve stress on adjacent City storm drain infrastructure in R Avenue. The proposed 12" diameter stormwater ADS N-12 pipes at driveway crossings on the south side of the existing paved 30th Street will improve overall drainage efficiency and will allow the existing ditch portion of the drainage network downstream of the proposed improvements to serve the additional flows created. See the site plans in Appendix 4. The soils in the project area require analysis of the Hydrostatic Uplift forces that potentially would affect the proposed pipe installation. The ADS pipe installation manual gives detailed analysis for calculating the forces involved and gives recommendations for installation procedures to counteract these forces. See Appendix 5 for more detail. 9 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Hydrostatic Uplift Due to a High Water Table Buoyancy becomes an issue in buried pipe when the groundwater encroaches into the pipe zone. For projects here a high groundwater table or water surrounding the pipe is expected, precautions should be taken to prevent the floatation of HDPE pipe. Under the right conditions and when increased cover heights are possible, providing a minimum amount of cover will help prevent flotation. The vertical hydrostatic uplift force, U, due to the water table can easily be calculated from Equation 1 belo�,•: U=-D SW (1) 4 .;here U = Ibllinear ft of pipe D = O.D. of the pipe in question, ft. SUM= unit weight of .rater = 62.4 Ib?ft' This hydrostatic uplift force must be balanced by soil overburden and the weight of the pipe in order to ensure that the pipe will not float. Soil loads experienced by a pipe at varying ,eater table depths (W,,ii) can be calculated from Equation 2. Figure 'I illustrates each of the three cases seen in field installations where buoyancy becomes a concern, and also clarifies all of the parameters contained within Equation 2. bh•'so = SdrJHdrpD + tosar S�•)(Hsub} 0.1Q73D}D (2) .vhere 4''Jso; = ti^eight of soil overburden, I1%9inear ft of pipe Sd,; = dry unit weight of the soil, Iblft3 Hc,y = depth of dry soil, ft. H;�. = depth of submerged soil over top of pipe, ft_ 5s; = saturated unit weight of the soil, Iblft' Fs ; - S„, = submerged unit weight of the soil, Ib!ft' The uplift force on 24" I.D. pipe is U = 267 Ib/lineal ft. To balance U, the weight of the soil (Wso;i) and the weight of the pipe must provide a greater counteracting force over the pipe. The weight of the proposed 24 I.D. W12 pipe is Wp;pe = 11 ID/ lineal ft. The calculated minimum cover needed in the "worst case scenario" of the water table at the ground surface is 17 from Table 2 provided in the ADS literature in Appendix 6. The minimum pipe cover for the 24" diameter N-12 ADS pipe is 32.58". Pipe installation should meet City of Anacortes and WSDOT Standard Specifications and should be inspected prior to cover by the Project Engineer and the City of Anacortes Engineer. Development Standards and References 2011 EDS Standards-2011 Edition City of Anacortes City of Anacortes Stormwater Management Plan, September 2007 WDOE 2012 Stormwater Management Manual for Western Washington 10 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 SWPPP Narrative WDOE 2012 Stormwater Management Manual Flowchart for Development S#sir# Here Daes the site have 35% or more of existing Impervious coverage? QoesGnearojectresLls n 5,C]C saLare feet• c greaser, of new plus !replaced hard surface areal Ye;R �ej See Redevelopment h9ir,imum Requirements and Flow Char. (Figure 2.4.2). Dues the project convert 3$ acres or more of vegetation to lawn or landscaped areas, or No convert 2 a, acres or rr ore of native vegetation to pasture? All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. Minimum Requirements �t through m5 apply to the navy and replaced hard surfaces and the land disturbed. Minimum Requirements �t through m5 apply to the navy and replaced hard surfaces and the land disturbed. �Q Does the project result in 2.000 square feet, or greater. of new plus rep'.acad hard sudace area? Does the project have land disturbing activities of 7,00 Yes square feet or greaser? NO Minimum Requirement �2 applies_ Figure [-2.4.1 FI{�w Chart for Determining Reyuiret�ler�ts fc_�r New Development :EPARThi=NT .�= 3et'16e7JL71e=1 �laase ees Mra:'xrvrw.ecr.aa.gou>`cot�y�nr.ntrnlier copyr'ght nailoe Inemdng p=_.-rnlselonw state a, Yvasnington InlLuc^.rl,bl:y,arKttlisCalmer 2014 StormG+later Manag�ementManua! for W1'estern 4•brashrngton Valtlme 1- Ghapfer2 -Page 37 11 30th Street and q Avenue Storm Sewer Improvements COA Project # August 2018 Minimum Requirement #1: Preparation of Stormwater Site Plans All projects meeting the thresholds in Section 2.4 shall prepare a Stormwater Site Plan for local government review. Stormwater Site Plans shall use site -appropriate development principles, as required and encouraged by local development codes, to retain native vegetation and minimize impervious surfaces to the extent feasible. Stormwater Site Plans shall be prepared in accordance with Chapter 3 of this volume. Minimum Requirement No. 1 is applicable to this project. Construction Stormwater Pollution Prevention Planning consists of the preparation of a Temporary Erosion and Sediment Control Plan (TESC). The TESC has been prepared and is made a part of the project Plans. A Spill Prevention, Control and Counter Measures Plan (SPCC) will be provided by the Contractor. Minimum Requirement #2: Construction Stormwater Pollution Prevention (SWPP) Minimum Requirement No. 2 is applicable to this project. Construction stormwater pollution prevention is documented in the TESC Plan that has been prepared for this project. Element 1: Preserve Vegetation/Mark Clearing Limits • Before beginning land disturbing activities, including clearimg and grading, clearly mark all clearing limits, sensitive areas and their buffers, and trees that are to be preserved within the construction area. • Retain the duff layer, native top soil, and natural vegetation in an undisturbed state to the maximum degree practicable. BMP C103: High Visibility Fence Element 2: Establish Construction Access • Limit construction vehicle access and exit to one route, if possible. • Stabilize access points with a pad of quarry spalls, crushed rock, or other equivalent BNIPS, to minimize tracking of sediment onto public roads. • Locate wheel wash or tire baths on site, if the stabilized construction entrance is not effective in preventing tracking sediment onto roads. • If sediment is tracked off site, clean the affected roadway thoroughly at the end of each day, or more frequently as necessary (for example, during wet weather). Remove sediment from roads by shoveling, sweeping, or pick up and transport the sediment to a controlled sediment disposal area. • Conduct street washing only after sediment is removed in accordance with the above bullet. Control street wash wastewater by pumping back on -site, or otherwise prevent it from discharging into systems tributary to waters of the State. BMP C105: Stabilized Construction Entrance /Exit BMP C106: Wheel Wash BMP C107: Construction Road/Parking Area Stabilization 12 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Element 0. Control Flow Rates • Protect properties and waterways downstream of development sites from erosion and the associated discharge of turbid waters due to increases in the velocity and peak volumetric flow rate of stormwater runoff from the project site. • Where necessary to comply with the bullet above, construct stormwater retention or detention facilities as one of the first steps in grading. Assure that detention facilities function properly before constructing site improvements (e.g. impervious surfaces). • If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. The project will provide street and drainage improvements to 30th Street and Q Avenue. Existing stormwater conveyance will be improved and tied in as the hotel portion of the project progresses. The existing outfall to Fidalgo Bay for the basin is located to the east along the 28th Street alignment. The properties downstream of the project will experience more efficient conveyance of stormwater to this as the project progresses. Element 4: Install Sediment Controls • Design, install, and maintain effective erosion controls and sediment controls to minimize the discharge of pollutants. • Construct sediment control BMPs (sediment ponds, traps, filters, etc.) as one of the first steps in grading. These BMPs shall be functional before other land disturbing activities take place. • Minimize sediment discharges from the site. The design, installation and maintenance of erosion and sediment controls must address factors such as the amount, frequency, intensity and duration of precipitation, the nature of resulting stormwater runoff, and soil characteristics, including the range of soil particle sizes expected to be present on the site. • Direct stormwater runoff from disturbed areas through a sediment pond or other appropriate sediment removal BMP, before the runoff leaves a construction site or before discharge to an infiltration facility. Runoff from fully stabilized areas may be discharged without a sediment removal BMP, but must meet the flow control performance standard in Element #3, bullet #1. • Locate BMPs intended to trap sediment on -site in a manner to avoid interference with the movement of juvenile salmonids attempting to enter off -channel areas or drainages. • Where feasible, design outlet structures that withdraw impounded stormwater from the surface to avoid discharging sediment that is still suspended lower in the water column. As the project progresses the series of roadside ditches along the south side of 30t" Street will be rebuilt after the 12" storm sewer pipes are installed. These ditches will provide water quality treatment and a natural and effective control of sediment once they are re -vegetated. During the seeding period the ditches should be protected with check dams and straw or other BMPs to enhance the establishment of the grass seedlings. 13 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 The completed project includes 2 60 diameter Type II Storm Drain Manholes and 12 Type I Storm Drain Catch Basins with 2 foot sumps for the collection of sediment. Each of the proposed manholes are located in or adjacent to City of Anacortes streets for easy maintenance. As these are installed they will be protected until project completion. BMP C2330 Silt Fence BMP C207: Check Dams Element 5: Stabilize Soils • Stabilize exposed and unworked soils by application of effective BMPs that prevent erosion. Applicable BMPs include, but are not limited to: temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics and matting, soil application of polyacrylamide (PAM), the early application of gravel base early on areas to be paved, and dust control. • Control stormwater volume and velocity within the site to minimize soil erosion. • Control stormwater discharges, including both peak flow rates and total stormwater volume, to minimize erosion at outlets and to minimize downstream channel and stream bank erosion. • Soils must not remain exposed and unworked for more than the time periods set forth below to prevent erosion: • During the dry season (May 1- Sept. 30): 7 days • During the wet season (October 1- April 30): 2 days • Stabilize soils at the end of the shift before a holiday or weekend if needed based on the weather forecast. • Stabilize soil stockpiles from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways and drainage channels. • Minimize the amount of soil exposed during construction activity. • Minimize the disturbance of steep slopes. • Minimize soil compaction and, unless infeasible, preserve topsoil. As discussed above the existing ditches will be rebuilt and reseeded as part of the project. BMP C120: Temporary and Permanent Seeding Element 6: Protect Slopes No significant slopes exist on the site. Element 7: Protect Drain Inlets Drain inlets on the project will be protected. BMP C220: Inlet Protection 14 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Element 0. Stabilize Channels and Outlets BMP C122: Nets and Blankets BMP C209: Outlet Protection Element 9: Control Pollutants • Design, install, implement and maintain effective pollution prevention measures to minimize the discharge of pollutants. • Handle and dispose of all pollutants, including waste materials and demolition debris that occur onmsite in a manner that does not cause contamination of stormwater. • Provide cover, containment, and protection from vandalism for all chemicals, liquid products, petroleum products, and other materials that have the potential to pose a threat to human health or the environment. On -site fueling tanks must include secondary containment. Secondary containment means placing tanks or containers within an impervious structure capable of containing 110% of the volume contained in the largest take within the containment structure. Double -walled tanks do not require additional secondary containment. • Conduct maintenance, fueling, and repair of heavy equipment and vehicles using spill prevention and control measures. Clean contaminated surfaces immediately following any spill incident. • Discharge wheel wash or tire bath wastewater to a separate on -site treatment system that prevents discharge to surface water, such as closed -loop recirculation or upland application, or to the sanitary sewer, with local sewer district approval. • Apply fertilizers and pesticides in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Follow manufacturers' label requirements for application rates and procedures. • Use BN[Ps to prevent contamination of stormwater runoff by pH modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement In dust, By ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping and mixer washout waters. • Adjust the pH of stormwater if necessary to prevent violations of water quality standards. • Assure that washout of concrete trucks is performed off -site or in designated concrete washout areas only. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. Do not dump excess concrete on -site, except in designated concrete washout areas. Concrete spillage or concrete discharge to surface waters of the State is prohibited. ❑ Obtain written approval from Ecology before using chemical treatment other than CO2 or dry ice to adjust pH. BMP C151: Concrete Handling BMP C152: Sawcutting and Surfacing Pollution Prevention BMP C153: Material Delivery, Storage and Containment 15 30t" Street and Q Avenue Storm Sewer Improvements COA Project * August 2018 BMP C154: Concrete Washout Area Element 10: Control De -Watering • Discharge foundation, vault, and trench de -watering water, which has similar characteristics to stormwater runoff at the site, into a controlled conveyance system before discharge to a sediment trap or sediment pond. • Discharge clean, non -turbid de -watering water, such as well -point ground water, to systems tributary to, or directly into surface waters of the State, as specified in Element #8, provided the de -watering flow does not cause erosion or flooding of receiving waters. Do not route clean dewatering water through stormwater sediment ponds. Note that "surface waters of the State" may exist on a construction site as well as off site; for example, a creek running through a site. • Handle highly turbid or otherwise contaminated dewatering water separately from stormwater. • Other treatment or disposal options may include: 1. Infiltration. 2. Transport off -site in a vehicle, such as a vacuum flush truck, for legal disposal in a manner that does not pollute state waters. 3. Ecology -approved on -site chemical treatment or other suitable treatment technologies. 4. Sanitary or combined sewer discharge with local sewer district approval, if there is no other option. 5. Use of a sedimentation bag with outfall to a ditch or Swale for small volumes of localized dewatering. Element 11: Maintain BMPs • Maintain and repair all temporary and permanent erosion and sediment control BMPs as needed to assure continued performance of their intended function in accordance with BMP specifications. • Remove all temporary erosion and sediment control BMPs within 30 days after achieving final site stabilization or after the temporary BMPs are no longer needed. Element 12: Manage The Project • Phase development projects to the maximum degree practicable and take into account seasonal work limitations. • Inspection and monitoring — Inspect, maintain and repair all BMPs as needed to assure continued performance of their intended function. Projects regulated under the Construction Stormwater General Permit must conduct site inspections and monitoring in accordance with Special Condition S4 of the Construction Stormwater General Permit. • Maintaining an updated construction SWPPP — Maintain, update, and implement the SWPPP. • Projects that disturb one or more acres must have site inspections conducted by a Certified Erosion and Sediment Control Lead (CESCL). Project sites disturbing less than one acre may have a CESCL or a person without CESCL certification conduct 16 30t" Street and Q Avenue Storm Sewer Improvements C®A Project IF August 2018 inspections® By the initiation of construction, the SWPPP must identify the CESCL or inspector, who must be present on -site or on -call at all times. • The CESCL or inspector (project sites less than one acre) must have the skills to assess the: • Site conditions and construction activities that could impact the quality of stormwater. • Effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. • The CESCL or inspector must examine stormwater visually for the presence of suspended sediment, turbidity, discoloration, and oil sheen. They must evaluate the effectiveness of BMPs and determine if it is necessary to install, maintain, or repair BMPs to improve the quality of stormwater discharges. Based on the results of the inspection, construction site operators must correct the problems identified by: • Reviewing the SWPPP for compliance with the 13 construction SWPPP elements and making appropriate revisions within 7 days of the inspection. • Immediately beginning the process of fully implementing and maintaining appropriate source control and/or treatment BMPs as soon as possible, addressing the problems not later than within 10 days of the inspection. If installation of necessary treatment BMPs is not feasible within 10 days, the construction site operator may request an extension within the initial Mday response period. ❑ site log book (sites larger than 1 acre). Documenting BMP implementation and maintenance in the • The CESCL or inspector must inspect all areas disturbed by construction activities, all BMPs, and all stormwater discharge points at least once every calendar week and within 24 hours of any discharge from the site. (For purposes of this condition, individual discharge events that last more than one day do not require daily inspections. For example, if a stormwater pond discharges continuously over the course of a week, only one inspection is required that week.) The CESCL or inspector may reduce the inspection frequency for temporary stabilized, inactive sites to once every calendar month. BMP C160: Certified Erosion and Sediment Control Lead BMP C162: Scheduling Element 13: Protect Low Impact Development BMPs • Protect all Bioretention and Rain Garden BMPs from sedimentation through installation and maintenance of erosion and sediment control BMPs on portions of the site that drain into the Bioretention and/or Rain Garden BMPs. Restore the BMPs to their fully functioning condition if they accumulate sediment during construction. Restoring the BMP must include removal of sediment and any sediment -laden Bioretention/rain garden soils, and replacing the removed soils with soils meeting the design specification. • Prevent compacting Bioretention and rain garden BMPs by excluding construction equipment and foot traffic. Protect completed lawn and landscaped areas from 17 30th Street and Q Avenue Storm Sewer Improvements C®A Project # August 2018 compaction due to construction equipment. • Control erosion and avoid introducing sediment from surrounding land uses onto permeable pavements. Do not allow muddy construction equipment on the base material or pavement. Do not allow sediment -laden runoff onto permeable pavements or base materials. • Pavement fouled with sediments or no longer passing an initial infiltration test must be cleaned using procedures in accordance with this manual or the manufacturer's procedures. • Keep all heavy equipment off existing soils under LID facilities that have been excavated to final grade to retain the infiltration rate of the soils. Minimum Requirement #3: Source Control of Pollution Existing road runoff is currently treated by roadside ditches to the south of the edge of pavement. These ditches will be rebuilt and vegetated. Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The project as designed will route water to the existing man made drainage path. Minimum Requirement #5: On -site Stormwater Management Stormwater Manholes with 2 foot deep sumps provide sediment drops to reduce the flow of sediment to the natural outfall into Fidalgo Bay. Flows and velocities modeled are below 13 cfs and below 5 fps in the final basin model. Minimum Requirement #6: Runoff Treatment Thresholds When assessing a project against the following thresholds, only consider those hard and pervious surfaces that are subject to this minimum requirement as determined in 1-2.4 Applicability of the Minimum Requirements (p.35). The following require construction of stormwater treatment facilities: Projects in which the total of, pollution -generating hard surface (PGHS) is 5,000 square feet or more in a threshold discharge area of the project, or Projects in which the total of pollution -generating pervious surfaces (PGPS) — not including permeable pavements — is three-quarters (3/4) of an acre or more in a threshold discharge area, and from which there will be a surface discharge in a natural or man-made conveyance system from the site. The site does not trigger for runoff treatment. Treatment Facility Sizing Size stormwater treatment facilities for the entire area that drains to them, even if some of those areas are not pollution -generating, or were not included in the project site threshold decisions (1=2A Applicability of the Minimum Requirements (p.35)) or the treatment threshold decisions of this minimum requirement. Water Quality Design Storm Volume: ss 30' Street and Q Avenue Storm Sewer Improvements August 2018 COA Project # • The volume of runoff predicted from a 24-hour storm with a 6-month return frequency (a.k.a., 6-month, 24-hour storm). Wetpool facilities are sized based upon the volume of runoff predicted through use of the Natural Resource Conservation Service curve number equations in Chapter III-2 - Hydrologic Analysis (p.429), for the 6-month, 24-hour storm. Alternatively, when using an approved continuous runoff model, the water quality design storm volume shall be equal to the simulated daily volume that represents the upper limit of the range of daily volumes that accounts for 91% of the entire runoff volume over a multi -decade period of record. Water Quality Design Flow Rate: • Preceding Detention Facilities or when Detention Facilities are not required. The flow rate at or below which 91% of the runoff volume, as estimated by an approved continuous runoff model, will be treated. Design criteria for treatment facilities are assigned to achieve the applicable performance goal (e.g., 80% TSS removal) at the water quality design flow rate . At a minimum, 91% of the total runoff volume, as estimated by an approved continuous runoff model, must pass through the treatment facility(ies) at or below the approved hydraulic loading rate for the facility(ies). • Downstream of Detention Facilities: The water quality design flow rate must be the full 2-year release rate from the detention facility. Treatment Facility Selection, Design, and Maintenance Stormwater treatment facilities shall be: • Selected in accordance with the process identified in Chapter I-4 - BMP and Facility Selection Process for Permanent Stormwater Control Plans (p.95), and Chapter V-2 - Treatment Facility Selection Process (p.773), • Designed in accordance with the design criteria in Volume V (p.765), and • Maintained in accordance with the maintenance schedule in Volume V (p0765)0 Additional Requirements Direct discharge of untreated stormwater from pollution -generating hard surfaces to ground water is prohibited, except for the discharge achieved by infiltration or dispersion of runoff through use of On -site Stormwater Management BMPs, in accordance with Chapter V-5 - On -Site Stormwater Management (p.903) and Chapter V-7 - Infiltration and Bioretention Treatment Facilities (p.957); or by infiltration through soils meeting the soil suitability criteria in Chapter III-3 - Flow Control Design (p.449). These areas may be amended as prescribed in the WDOE 2014 Manual to enhance their treatment capacity. Treatment for all PGIS will be achieved using an detention pond with control structureand drainage swale. 19 30`h Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Minimum Requirement #7: Flow Control Applicability Projects must provide flow control to reduce the impacts of stormwater runoff from hard surfaces and land cover conversions. The requirement below applies to projects that discharge stormwater directly, or indirectly through a conveyance system, into a fresh waterbody. This project discharges through a man made conveyance into the salt water of Fidalgo Bay. Flow Control is not required for projects that discharge directly to, or indirectly to a water listed in Appendix I=E: Flow Control -Exempt Surface Waters (p.133) subject to the following restrictions. • Direct discharge to the exempt receiving water does not result in the diversion of drainage from any perennial stream classified as Types 1, 29 3, or 4 in the State of Washington Interim Water Typing System, or Types "S", "F", or "Np" in the Permanent Water Typing System, or from any category I, II, or III wetland; and • Flow splitting devices or drainage BMP's are applied to route natural runoff volumes from the project site to any downstream Type 5 stream or category IV wetland: o Design of flow splitting devices or drainage BMP's will be based on continuous hydrologic modelling analysis. The design will assure that flows delivered to Type 5 stream reaches will approximate, but in no case exceed, durations ranging from 50% of the 2-year to the 50-year peak flow. o Flow splitting devices or drainage BMP's that deliver flow to category IV wetlands will also be designed using continuous hydrologic modeling to preserve pre -project wetland hydrologic conditions unless specifically waived or exempted by regulatory agencies with permitting jurisdiction; and • The roject site must be drained by a conveyance system that is comprised p entirely of manmade conveyance elements (e.g., pipes, ditches, outfall protection) and extends to the ordinary high water line of the exempt receiving water; and • The conveyance system between the project site and the exempt receiving water shall have sufficient hydraulic capacity to convey discharges from future build -out conditions (under current zoning) of the site, and the existing condition from non -project areas from which runoff is or will be collected; and • Any erodible elements of the manmade conveyance system must be adequately stabilized to prevent erosion under the conditions noted above. If the discharge is to a stream that leads to a wetland, or to a wetland that has an outflow to a stream, both this requirement and I-2.5.8 Minimum Requirement #13: zo 301h Street and Q Avenue Storm Sewer Improvements August 2018 Wetlands Protection (p.68) apply. Local governments may petition Ecology to exempt projects in additional areas. A petition must justify the proposed exemption based upon a hydrologic analysis that demonstrates that the potential stormwater runoff from the exempted area will not significantly increase the erosion forces on the stream channel nor have near field impacts. Thresholds When assessing a project against the following thresholds, consider only those impervious, hard, and pervious surfaces that are subject to this minimum requirement as determined in 1-2.4 Applicability of the Minimum Requirements (p.35). The following circumstances require achievement of the standard flow control requirement for western Washington: • Projects in which the total of effective impervious surfaces is 10,000 square feet or more in a threshold discharge area, or • Projects that convert % acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area, and from which there is a surface discharge in a natural or manmade conveyance system from the site, or • Projects that through a combination of effective hard surfaces and converted vegetation areas cause a 0.10 cubic feet per second increase in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one hour time steps (or a 0.15 cfs increase using 15-minute time steps).' 'The 0.10 cfs (one -hour time steps) or 0.15 cfs (15-minute time steps) increase should be a comparison of the postproject runoff to the existing condition runoff For the purpose of applying this threshold, the existing condition is either the pre -project land cover, or the land cover that existed at the site as of a date when the local jurisdiction first adopted flow control requirements into code or rules. Stormwater discharges shall match developed discharge durations to predeveloped durations for the range of pre -developed discharge rates from 50% of the 2-year peak flow up to the full 50-year peak flow. The pre -developed condition to be matched shall be a forested land cover unless. • Reasonable, historic information is provided that indicates the site was prairie prior to settlement (modeled as "pasture" in the Western Washington Hydrology Model); or, • The drainage area of the immediate stream and all subsequent downstream basins have had at least 40% total impervious area since 1985. In this case, the pre -developed condition to be matched shall be the existing land cover 21 30th Street and Q Avenue Storm Sewer Improvements August 2018 condition. The map in Appendix 1=F: Basins with 409/6 or more Total Impervious Area as of 1985 (p.139) depicts those areas which meet this criterion. Where basin -specific studies determine a stream channel to be unstable, even though the above criterion is met, the pre -developed condition assumption shall be the "historic" land cover condition, or a land cover condition commensurate with achieving a target flow regime identified by an approved basin study. This standard requirement is waived for sites that will reliably infiltrate all the runoff from hard surfaces and converted vegetation areas. The site is not suitable for infiltration. Additional Requirement Flow Control BMPs shall be selected, designed, and maintained according to Volume III (p.423) or a local government manual deemed equivalent to this manual. This standard requirement is waived for sites that will detain all the runoff from hard surfaces and converted vegetation areas and discharge through a control structure to the existing ditch serving the site. Minimum Requirement #8: Wetlands Protection All PGHS will sheet flow over vegetated ditches. Roof drains discharge through tightlines to the storm drain network installed as part of the street improvements provided. All water will eventually discharge into salt water to the north and east of the site through the pre-existing man made flow path at Outfall #42. Minimum Requirement #9: Operation and Maintenance An operation and maintenance manual that is consistent with the provisions in Volume V (p.765) shall be provided for proposed stormwater facilities and BMPs, and the party (or parties) responsible for maintenance and operation shall be identified. At private facilities, a copy of the operation and maintenance manual shall be retained on -site or within reasonable access to the site, and shall be transferred with the property to the new owner. For public facilities, a copy of the operation and maintenance manual shall be retained in the appropriate department. A log of maintenance activity that indicates what actions were taken shall be kept and be available for inspection by the local government. Operations and maintenance of the permanent features of this project site are typical for the Pacific Northwest including periodic cleanout of catch basin sumps and mowing of ditches in the City of Anacortes ROW. 22 30th Street and Q Avenue Storm Sewer Improvements CWA Project # August 2018 The WDOE 2014 manual should be consulted for guidance to ensure maintenance of stormwaLE; r facilities meets the standards set forth. Conclusions In the present condition outflow from the F4 Basin is 32.8 cfs, 89.7 cfs, and 110 cfs for the 2-Year, 25-Year, and the 100-Year flows respectively. With the present improvements to 30th Street, Q Avenue and to the subject property this outflow will increase 0.54 cfs for the 100-Year flow. The outfall #42 is presently a 48" diameter pipe served by a network of 24" diameter pipe. The project as proposed provides for significant street and storm improvements in the F3 Sub -Basin in Anacortes Washington. 23 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Appendix 1 WWHM2012 Output WWHM2012 PROJECT REPORT Project Name: 17-091 Site Name: Salish Inn Site Address: 3002 4 Ave. City aAnacortes Report Date: 9/19/2018 Gage 9Burlington Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.83 Version : 2015/09/09 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 acre SAT, Pasture, Flat .726 Pervious Total 0.726 Impervious Land Use acre ROADS FLAT 0.127 ROOF TOPS FLAT 0.091 PARKING FLAT 0.447 Impervious Total 0.665 Basin Total 1.391 Element Flows To: Surface Interflow MITIGATED LAND USE 24 30t" Street and 4 Avenue Storm Sewer Improvements COA Project # Groundwater August 2018 Name Basin 1 Bypass: No Groundwater: No Pervious Land Use acre SAT, Pasture, Flat .143 Pervious Total 0.143 Impervious Land Use acre ROADS FLAT 0.379 ROOF TOPS FLAT 0.227 SIDEWALKS FLAT 0.078 PARKING FLAT 0.564 Impervious Total 1.248 Basin Total 1.391 Element Flows To: Surface Interflow ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.726 Total Impervious Area:0.665 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.143 Total Impervious Area:1.248 Groundwater Flow Frequency Return Periods for Predeveloped. Return Period Flow(cfs) 2 year 0.221759 5 year 0.31256 10 year 0.379666 25 year 0.472677 50 year 0.548121 100 year 09628999 25 3Oth Street and Q Avenue Storm Sewer Improvements COA Project # POC #1 August 2018 Flow Frequency Return Periods for Mitigated. POC trim Return Period Flow(cfs) 2 year 0.414173 5 year 0.581137 10 year 0.704105 25 year 0.87408 50 year 10011623 100 year 1.158798 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.326 0.612 1950 0.171 0.320 1951 0.280 0.525 1952 0.300 09563 1953 09339 0.635 1954 0.168 0.315 1955 0.158 0.296 1956 0.114 0.214 1957 0.335 0.629 1958 0.149 0.280 1959 0.157 0.293 1960 0.252 0.474 1961 0.153 0.288 1962 0.260 0.487 1963 0.162 0.305 1964 0.192 0.361 1965 0.473 0.887 1966 0.202 09379 1967 0.373 0.700 1968 0.295 0.554 1969 0.151 0.280 1970 0.370 0.694 1971 0.221 0.410 1972 0.138 0.257 1973 0.244 0.459 1974 0.184 0.344 1975 0.420 0.663 1976 0.416 0.780 1977 0.183 0.343 1978 0.335 0.628 1979 0.207 0.388 1980 0.232 0.435 1981 0.2ll 0.396 1982 0.218 0.409 1983 0.193 0.363 1984 0.207 0.389 1985 0.264 0.495 1986 0.152 0.285 1987 09154 0.289 1988 0.343 0.644 1989 0.233 0.437 1990 0.212 0.394 26 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 1991 0.300 0.562 1992 0.237 0.445 1993 0.117 0.219 1994 0.157 0.293 1995 0.139 0.261 1996 0.284 0.533 1997 0.575 1.031 1998 0.223 0.419 1999 0.110 0.206 2000 0.314 0.590 2001 0.206 0.387 2002 0.151 0.283 2003 0.191 0.358 2004 0.723 1.356 2005 0.249 0.466 2006 0.244 0.445 2007 0.212 0.399 2008 0.210 0.394 2009 0.245 0.459 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.7228 1.3556 2 0.5755 1.0314 3 0.4728 0.8872 4 0.4196 0.7804 5 0.4159 0.7001 6 0.3730 0.6937 7 0.3696 0.6634 8 0.3432 0.6439 9 0.3385 0.6353 10 0.3350 0.6287 11 0.3345 0.6277 12 0.3260 0.6118 13 0.3144 0.5900 14 0.3000 0.5631 15 0.2996 0.5622 16 0.2955 0.5540 17 0.2840 0.5327 18 0.2800 0.5251 19 0.2638 0.4951 20 0.2596 0.4871 21 0.2524 0.4737 22 0<2486 0.4659 23 0.2448 0.4593 24 0.2445 0.4588 25 0.2440 0.4455 26 0.2374 0.4448 27 0.2326 0.4366 28 0.2316 0.4345 29 0.2232 0.4187 30 0.2211 0.4105 31 0.2182 0.4086 32 0.2125 0.3985 27 3Oth Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 33 0.2119 0.3962 34 0.2112 0.3940 35 0.2101 0.3938 36 0.2075 0.3894 37 0.2075 0.3879 38 0.2060 0.3867 39 0.2023 0.3793 40 0.1932 0.3626 41 0.1924 0.3611 42 0.1905 0.3575 43 0.1835 0.3442 44 0.1826 0.3426 45 0.1707 0.3201 46 0.1680 0.3153 47 0.1625 0.3048 48 0.1575 0.2956 49 0.1565 0.2931 50 0.1565 0.2930 51 0.1541 0.2891 52 0.1532 0.2875 53 0.1521 0.2854 54 0.1509 0.2831 55 0.1508 0.2803 56 0.1492 0.2798 57 0.1390 0.2608 58 0.1378 0.2566 59 0.1174 0.2194 60 0.1141 0.2140 61 0.1103 0.2065 Stream Protection Duration POC #1 Facility FAILED duration standard for 1+ flows. Flow(cfs) Predev Mit Percentage Pass/Fail 0.1109 0.1153 0.1197 0.1241 0.1285 0.1330 0.1374 0.1418 0.1462 0.1506 0.1550 0.1595 0.1639 0.1683 1209 1020 898 774 697 622 545 488 423 384 329 298 272 248 8213 7217 6530 5801 5298 4864 4355 3976 3604 3356 3069 2847 2663 2408 679 707 727 749 760 781 799 814 852 873 932 955 979 970 Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail 0.1727 0.1771 0.1815 0.1860 0.1904 237 213 196 183 168 2244 2041 1876 1751 1601 946 958 957 956 952 Fail Fail Fail Fail Fail 28 3Oth Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 0.1948 0.1992 0.2036 0.2080 0.2125 0.2169 0.2213 0.2257 0.2301 0.2345 0.2390 0.2434 0.2478 0.2522 0.2566 0.2610 0.2655 153 144 134 125 114 109 101 93 91 85 82 77 72 66 61 57 53 1493 1352 1258 1157 1074 995 914 851 782 743 706 657 614 578 545 507 475 975 938 938 925 942 912 904 915 859 874 860 853 852 875 893 889 896 Fail Fail _ Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail 002699 0.2743 0.2787 092831 0.2875 0.2920 0.2964 0.3008 0.3052 0.3096 0.3140 0.3185 0.3229 0.3273 093317 0.3361 003405 093450 0.3494 0.3538 0.3582 0.3626 0.3670 0.3715 0.3759 0.3803 0.3847 0.3891 0.3935 0.3980 0.4024 0.4068 004112 004156 0.4200 51 49 47 44 42 41 37 36 34 29 27 26 25 21 18 16 14 13 13 13 11 11 11 10 9 9 9 9 9 9 9 8 8 8 6 441 417 396 364 338 322 304 287 272 258 250 244 234 219 211 199 189 184 177 175 161 153 148 143 141 133 128 121 116 ill 109 107 102 97 93 864 851 842 827 804 785 821 797 800 889 925 938 935 1042 1172 1243 1350 1415 1361 1346 1463 1390 1345 1430 1566 1477 1422 1344 1288 1233 1211 1337 1275 1212 1550 Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail 064245 004289 0.4333 0.4377 6 6 6 6 89 89 89 82 1483 1483 1483 1366 Fail Fail Fail Fail 29 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 0.4421 0.4465 0.4510 0.4554 0.4598 0.4642 6 6 6 6 5 4 80 78 77 74 69 64 1333 1300 1283 1233 1380 1600 Fail Fail Fail Fail Fail Fail 0.4686 0.4730 0.4775 4 3 3 63 61 58 1575 2033 1933 Fail Fail Fail 0.4819 0.4863 0.4907 0.4951 0.4995 0.5040 0.5084 0.5128 0.5172 0.5216 0.5260 0.5305 0.5349 0.5393 0.5437 0.5481 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 56 54 50 48 45 45 44 43 43 41 37 36 35 34 34 33 1866 1800 1666 1600 1500 1500 1466 1433 1433 1366 1233 1200 1166 1133 1133 1100 Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. LID Report LID Technique Percent Water Quality Water Quality Infiltrated Used for Percent Treatment? Treated Total Volumn Comment Needs Treatment 30 30th Street and Q Avenue Storm Sewer Improvements Cum Project # Volumn Infiltration Cumulative Through Volumn Facility (ac-ft.) Volumn Volumn Infiltration August 2018 Perind and Impind 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. 2005-2018; All Rights Reserved. 31 30`h Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Appendix 2 Basin Structures Exhibit 32 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 Appendix 3 Soils Report SEP 2 0 2018 CI Y OF ANACoRmrES 33 30`h Street and Q Avenue Storm Sewer Improvements COA Project * August 2018 VU 1 VM21 May 7, 2018 Job No. 18-0218 EK Tera Asara LLC 905 20th Street Anacortes, Washington 98221 Attn: Ms. Kuljit Shoker 74t Marine Drive Bellingham, WA98225 20611-67U Avenue NE Arlington, WA 98223 Re: Geotechnical Engineering Report Proposed Hotel 3002 Q Avenue Anacortes, Washington Dear Ms. Shoker: FNOP�E 360 733_7318 TOLL FREE FAA 888 251_5276 360 733_7418 As requested, GeoTest Services, Inc. (GeoTest, GTS) is pleased to submit this report summarizing the results of our geotechnical engineering evaluation for the proposed hotel to be located at the above referenced address. The purpose of this evaluation was to establish general subsurface conditions beneath the site from which conclusions and recommendations for foundation design could be formulated. Specifically, our scope of services included the following tasks: • Exploration of soil and groundwater conditions underlying the site by drilling five test borings with atrack-mounted drill rig to evaluate subsurface conons. • Laboratory testing on representative samples in order to classify and evaluate the engineering characteristics of the encountered soils. • Provide this written report containing a description of subsurface conditions, boring logs, findings and recommendations pertaining to site preparation and earthwork, fill and compaction, wet weather earthwork, seismic design, foundation recommendations, concrete slab -on -grade construction, foundation and site drainage, utilities, temporary and permanent slopes, pavement structures, geotechnical consultation and construction monitoring, and lateral earth pressures for retaining wall design. PROJECT DESCRIPTION For this project, GTS was provided with preliminary drawings of the proposed hotel structure. Bruce Rustad prepared these drawings, which were dated April 13, 2017. Based on these drawings and discussions with Mr. Jim Schemmer of Schemmer Consulting Group and Ms. Shoker, GTS understands that a new hotel building will be constructed at the center of the subject property. The building will have an approximate footprint of 7,500 square feet. Although the latest drawings that were provided to us show a three story hotel building surrounded with on -grade parking, GTS understands that the proposed layout has recently changed and the proposed hotel will now consist of three stories over a ground level open parking area. At the time that this report was written, it was not known if the surrounding asphalt parking stalls will be included as part of the new development, or if the proposed swimming pool will be either on grade or on the second Page 1 of 14 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 level. GTS expects that the proposed structure will be wood framed with shallow conventional foundations and slab -on -grade floors. SITE CONDITIONS This section discusses the general surface and subsurface conditions observed at the project site at the time of our field investigation. Interpretations of the site conditions are based on the results of our review of available information, site reconnaissance, subsurface explorations, laboratory testing, and our experience in the project vicinity. Surface Conditions The generally rectangular -shaped property is located on the southwest corner of 30th Street and Q Avenue in Anacortes, Washington. The subject property is bordered to the south and west by businesses, to the north by the 30th Street right-of-way, and to the east by Q Avenue. It occupies approximately 150 feet of frontage along the southern side of the 30th Street right-of-way and approximately 100 feet of frontage along the western side of Q Avenue. At the time of our site visits, the subject property was vacant and covered with tall grass and brambles. Some standing water was observed in a small makeshift eco-block detention pond within the southeast portion of the site, as shown in Figure 2 (Site and Exploration Plan). From the southwest portion of the property, the ground generally slopes from southwest to northeast at a gentle rate over approximately 5 to 10 feet of vertical relief. A drainage ditch parallels the northern property line. Subsurface Soil Conditions Subsurface conditions were explored by drilling and sampling five exploratory borings (B-1 thI ough B-5) on April 111 2018. The borings were advanced to depths of 11.5 to 41.5 feet below ground surface (BGS) using a track -mounted drill rig subcontracted to GTS. See the attached Site and Exploration Map (Figure 2) for the approximate locations of the borings. Disturbed but representative samples were obtained during drilling by using the Standard Penetration Test (SPT) procedure in accordance with American Society for Testing and Materials ASTM D1586 during the explorations on January 19, 2018. This test and sampling method consists of driving a standard 2-inch, outside -diameter, split -barrel sampler a distance of 18 inches into the soil with a 140-pound hammer free -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 reported on the attached boring logs. The borings generally encountered approximately 2 to 2.5 feet of loose, organic topsoil underlying the surface vegetation. Below the topsoil was a medium stiff to very stiff, mottled tan, moist, sandy, lean clay interpreted to be native Glaciomarine Drift deposits. This clay extended to a depth of approximately 37 feet BGS in boring B-1, where it transitioned to a very dense/hard, grey, gravelly, very silty sand interbedded with silt. This layer was interpreted to be representative of the native Glaciomarine Outwash deposits and was encountered to the maximum explored depth of B-1. Page 2 of 14 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No, 18-0218 For more details of our subsurface explorations, please refer to the attached boring logs (Figures 5 through 9). General Geologic Conditions Geologic information for the project site was obtained from the Geologic map of the Anacortes South and La Conner 7.5-minute quadrangles, Skagit and Island Counties, Washington (Dragovich et al., 2000), published by the Washington Division of Geology and Earth Resources. According to Dragovich, near surface soils in the vicinity of the project consist of Glaciomarine Drift (Qgdme)• Glaciomarine Drift is typically described as a clayey silt, silty clay, and clay rich diamicton deposited by glacial ice in a marine environment. The native soils encountered in our explorations appeared to be generally consistent with mapped Glaciomarine Drift deposits. Groundwater Seepage and Seasonal Groundwater At the time of our investigation on April 11, 2017, no groundwater seepage was encountered in any of our explorations. The groundwater conditions reported on the exploration logs are for the specific locations and dates indicated, and therefore may not necessarily be indicative of other locations and/or times. Groundwater levels are not static and it is anticipated that groundwater conditions will vary depending on local subsurface conditions, season, precipitation, changes in land use both on- and off -site, and other factors. The wet weather season in western Washington is typically considered to be from October through April. Based on a review of nearby well logs on the Washington State Department of Ecology Well Log Viewer website, it appears that near -surface groundwater is unlikely to be present underlying the subject property. CONCLUSIONS AND RECOMMENDATIONS Based on the subsurface soil conditions observed at the site, it is our opinion that the subsurface conditions at the site are suitable for the construction of the proposed hotel, provided the recommendations contained in our geotechnical engineering report are incorporated into the project design. As discussed previously, the borings generally encountered native, medium -stiff to very stiff clay (Glaciomarine Drift) within approximately 2 to 2.5 feet BGS. We recommend that the topsoil and near -surface loose fill soils (if encountered) be removed from the proposed building footprint down to the native Glaciomarine Drift soils. Once competent native soils have been exposed, we recommend that the subgrade surface be compacted to a firm and unyielding condition with a smooth -drum roller, hoe -pack, or other appropriate piece of construction equipment. The foundations should then bear on a minimum of 2 feet of compacted structural fill placed atop these soils. Further recommendations regarding the placement and compaction of structural fill can be found in a subsequent section of this report. Due to the high fines content of the native Glaciomarine Drift soils, it does not appear that the native soils would be suitable for the conventional infiltration of stormwater. Page 3 of 14 Geo I est Services, Inc. 3002 Q Avenue, Anacortes, WA Site Preparation and Earthwork May 7, 2018 Job No. 18-0218 The portions of the site to be occupied by proposed foundations and floor slabs should be prepared by removing any existing topsoil, existing fill (if present), deleterious material and/or significant accumulations of organics from the area to be developed. GTS expects that the depth of soils to be removed to be on the order of 2 to 2.5 feet. Prior to the placement of tructural fill, the exposed subgrade under all areas to be occupied by soil -supported floor slabs and spread or continuous foundations should be recompacted to a firm and unyielding condition and proof rolled with a loaded dump truck, large self-propelled vibrating roller, hoe -pack, or similar piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify possible loose or soft soil deposits and recompact, if feasible, the soil disturbed during site excavation activities. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or over -saturation that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular materials placed in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under these conditions, qualified geotechnical personnel should observe subgrade conditions to determine if proof rolling is feasible. Fill and Compaction Structural fill used to obtain final elevations for footings and soil -supported floor slabs must be properly placed and compacted. In general, suitable, non -organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material, or construction debris will not be suitable for reuse as structural fill and should be properly disposed off -site or placed in non-structural areas. Soils containing more than approximately 5 percent fines are considered moisture sensitive. These soils are very difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Reuse of Onsite Soil Due to the high fines content and moisture sensitivity of the native Glaciomarine Drift, it is GTS's opinion that these soils should not be used as structural fill underneath foundation elements or slabs. These soils could potentially be used for non-structural applications if they are moisture conditioned, suitably compacted, and if they are allowed for use in the project plans and specifications. Thus, GTS anticipates that all structural fill will need to be imported for this project. During the wet winter and spring months, the contractor and owner should be prepared to manage over -optimum moisture content soils and subgrade conditions. If feasible, earthwork construction should occur during extended periods of dry weather. Imported Granular Structural Fill We recommend that imported granular structural fill consist of clean, well -graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) with at least 30 Page 4 of 14 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 percent retained on the No. 4 sieve, or a well -graded crushed rock. Structural fill for dry weather construction may contain on the order of 10 percent fines (that portion passing the U.S. No. 200 sieve) based on the portion passing the U.S. No. 4 sieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, non -yielding condition when the water content is greater than optimum. Accordingly, we recommend that imported structural fill with less than 5 percent fines be used during wet weather conditions. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even "clean" imported select granular fill to a firm and unyielding condition. Soils with over -optimum moisture contents should be either scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents. Backfill and Compaction Structural fill should be placed in horizontal lifts 8 to 10 inches in loose thickness and thoroughly compacted. All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D1557. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill. We recommend that compaction be tested periodically throughout the fill placement. Wet Weather Earthwork If construction is accomplished during wet weather, we recommend that structural fill consist of imported, clean, well -graded sand or sand and gravel as described above. If fill is to be placed or earthwork is to be performed in wet weather or under wet conditions, the contractor may reduce soil disturbance by: • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel "working mats" over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber - tired roller at the end of each working day • Providing up gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades. Seismic Design Considerations The Pacific Northwest is seismically active and the site could be subject to ground shaking from a moderate to major earthquake. Consequently, moderate levels of earthquake shaking should be anticipated during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. For structures designed using the seismic design provisions of the 2015 International Building Code, the native soil interpreted to underlie the site within the upper 100 feet classifies as Site Page 5 of 14 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 Class D, according to 2010 ASCE -7 Standard — Table 20.3-1, Site Class Definitions. The corresponding values for calculating a design response spectrum for the assumed soil profile type is considered appropriate for the site. Please reference the following values for seismic structural design purposes: Conterminous 48 States — 2015 International Building Code Zip Code 98221 Central Latitude = 48.497750N, Central Longitude =-122.61133°W Short Period (0.2 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of SS = 1.093(g) Site Response Coefficient, Fa = 1.063 (Site Class D) Adjusted spectral response acceleration for Site Class D, SMs = Ss x Fa = 1 A 62 (g) Design spectral response acceleration for Site Class D, Sos = 2/3 x SMs= 0.774 (g) One Second Period (1 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of S1= Site Response Coefficient, Fv= 1.567 (Site Class D) Adjusted spectral response acceleration for Site Class D, Smi = Si x Fv = 0.678 (g) Design spectral response acceleration for Site Class D, Sol = 2/3 x SM1= 0.452 (g) Foundation Support System Foundation support for the proposed hotel building may be provided by continuous or isolated spread footings founded on a minimum 2 feet of compacted, structural fill placed over competent, native Glaciomarine Drift soils. We recommend that qualified geotechnical personnel confirm that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork. To provide proper support, we recommend that existing topsoil and fill (if present) be removed from beneath the building foundation areas down to the native soils. The surface should be compacted to a firm and unyielding condition with a smooth -drum roller. hoe -pack, or a similar piece of construction equipment. Once suitable bearing conditions have been confirmed, then foundations can bear directly on the native soils, or the building pad constructed with properly compacted structural fill as described elsewhere in this report. Continuous and isolated spread footings should be founded a minimum of 18 inches below the lowest adjacent final grade for freeze/thaw protection. The footings should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous and individual spread footings founded on compacted structural fill placed atop suitably prepared, very stiff to hard, Glaciomarine Drift soils, may be proportioned using a net allowable soil bearing pressure of 2,500 pounds per square foot (psf). The term "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live loads, exclusive of the weight of Page 6 of 14 GeoTest Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 the footing or any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. Assuming construction is accomplished as previously recommended and for the maximum allowable soil bearing pressure recommended above, we estimate the total settlement of building foundations should be less than about one inch and differential settlement between two adjacent load -bearing components supported on competent soil should be less than one half the total settlement. Floor Support Conventional slab -on -grade floor construction is considered feasible for the planned site improvements. Floor slabs may be supported on properly placed and compacted structural fill placed over properly prepared native soil. Prior to placement of any new structural fill for slab subgrade preparation, the native soil subgrade should be proof -rolled as recommended in the Site Preparation and Earthwork section of this report and approved for continued construction. We recommend that interior concrete slab -on -grade floors be underlain by a minimum of 6 inches of compacted, clean, free -draining gravel with less than 3 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. If desired, additional protection against water intrusion below the slab could include a slab underdrain system to collect and direct water, if present, toward an approved discharge point. To help reduce the potential for water vapor migration through floor slabs, a continuous 10-mil minimum thickness polyethylene sheet with tape -sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured directly on the vapor barrier or on a granular curing layer placed over the vapor barrier depending on conditions anticipated during construction. We recommend that the architect or structural engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend that the vapor barrier be observed by a representative of GTS to confirm that openings have been properly sealed. Use of a curing layer is generally only recommended during drier months of the year and/or when limited rain is expected during the slab -on -grade construction process. If the slab will be constructed during the wet season, exposed to rain after construction or the site may be potentially wet, we do not recommend the use of curing layer as excessive moisture emissions through the slab may occur. Exterior concrete slabs -on -grade, such as sidewalks, may be supported directly on undisturbed native or on properly placed and compacted structural fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, well -draining granular material. Page 7 of 14 Geo I est Services, Inc. 3002 Q Avenue, Anacortes, WA Resistance to Lateral Loads May 7, 2018 Job No. 18-0218 The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted will be the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted is the at -rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. We recommend that yielding walls under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic foot (pcf) for structural fill (import pit run) in active soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of 55 pcf for structural fill in at -rest conditions. The design of walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. For uniform surcharge pressures, a uniformly distributed lateral pressure equal to 35 percent and 50 percent of the vertical surcharge pressure should be added to the lateral soil pressures for yielding and nonyielding walls, respectively. GTS also recommends that a seismic surcharge pressure of 12H be included where H is the wall height in feet. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the wall. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade, will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive resistance of well -compacted fill placed against the sides of foundations may be considered equivalent to a fluid with a density of 250 pounds per cubic feet. The recommended value includes a safety factor of about 1.5 and is based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. Retaining walls should include a drain system constructed in general accordance with the recommendations presented in the Foundation and Site Drainage section of this report. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. An allowable coefficient of base friction of 0.30, applied to vertical dead loads only, may be used between the base of the footing and the underlying imported granular structural fill and/or suitable native deposits. If passive and frictional resistance are considered together, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. We do not recommend increasing the coefficient of friction to resist seismic or wind loads. Foundation and Site Drainage To reduce the potential for perched groundwater and surface water to seep into interior spaces we recommend that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Typical Footing and Wall Drain Section, Figure 3. The drain Page 0 of 14 GeoTest Services, Inc. May 1, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 should consist of a minimum 4-inch diameter perforated PVC pipe, surrounded by a minimum 12 inches of filtering media with the discharge sloped to carry water to a suitable collection system. The filtering media may consist of open -graded drain rock wrapped by a nonwoven geotextile fabric (such as Mirafi 140N or equivalent) or a graded sand and gravel filter. The drainage backfill should be carried up the back of wall and contain less than 3 percent by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe should be placed slightly below the elevation of the bottom of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will not seep through walls or floor slabs. The footing drain should discharge to an approved drain system and include cleanouts to allow periodic maintenance and inspection. Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the foundation and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains, but should be separately discharged directly to the stormwater collection system or other appropriate outlet. Pavement and sidewalk areas should be sloped and drainage gradients should be maintained to carry all surface water away from the building towards the local stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. GTS understands that an elevator pit will be incorporated as part of the proposed development, and potentially a swimming pool. Water could potentially collect below the elevator pit or swimming pool, as these elements would be placed below existing site grades and in soils that are considered low permeability. Where appropriate, GTS recommends that the elevator pit, swimming pool, or similar below -grade element have adequate water stops and waterproofing to resist the intrusion of water into these elements. Additional measures such as gravity drains or sumps may also need to be incorporated into the drainage design for these elements. GTS should be allowed to review the final drawings to confirm that adequate drainage measures are being incorporated, and to revise our recommendations if required. Temporary and Permanent Slopes Actual construction slope configurations and maintenance of safe working conditions, including temporary excavation stability, should be the responsibility of the contractor, who is able to monitor the construction activities and has direct control over the means and methods of construction. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 feet should be shored or sloped in accordance with Safety Standards for Construction Work Part N, WAC 296-155-66403. Temporary unsupported excavations in the native soils encountered at the project site are classified as a Type B soil according to WAC 296-155-66403 and may be sloped as steep as 1 H: 1 V (Horizontal: Vertical). All soils encountered are classified as Type C soil in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. Page 9 of 14 Geo I est Services, Inc. May 7, 2018 3002 Q Avenue, Anacortes, WA Job No, 18-0218 We recommend that permanent cut or fill slopes be designed for inclinations of 2H:1 V or flatter. If used for this project, slopes for detention ponds should be designed for inclinations of 3H:1 V or flatter. All permanent cut slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Permanent slopes requiring immediate protection from the effects of erosion should be covered with either mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed -mulch -fertilizer mixture. Utilities It is important that utility trenches be properly backfilled and compacted to reduce the risk of cracking or localized loss of foundation, slab, or pavement support. It is anticipated that excavations for new underground utilities will be in native Glaciomarine Drift. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should consist of structural fill as defined earlier in this report. As discussed previously, GTS does not recommend the reuse of existing Glaciomarine Drift soils as structural fill. Thus, the use of imported, granular soil should be anticipated for backfill in improved areas. Outside of improved areas and where allowed for in the plans and specifications prepared for this project, non- structural backfill may consist of onsite soil. Trench backfill should be placed and compacted in general accordance with the recommendations presented in the Fill and Compaction section of this report. The native soil is fine-grained and is not expected to drain efficiently. It should be expected that utility trench backfill is likely to be more permeable than the native soil. As such, up -gradient utility trenches have the potential to route subsurface sources of water towards new construction. GTS recommends that low -permeability trench dams and water stops be considered should utility trenches be installed up -gradient of any planned structures. Prior to implementing these mitigations, a review of the trench depth and gradients should be performed to determine if these mitigations will be included in the final design. Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition, vibration as a result of construction activities and traffic may cause caving of the trench walls. Actual trench configurations should be the responsibility of the contractor. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. Pavement Subgrade Preparation Selection of a pavement section is typically a choice relative to higher initial cost and lower long term maintenance or lower initial cost and more frequent maintenance. For this reason, we recommend that the owner participate in the selection of proposed pavement improvements planned for the site. Site grading plans should include provisions for sloping of the subgrade soils Page 10 of 14 GeoTest Services, Inc. May 1, 2018 3002 Q Avenue, Anacortes, WA Job No. 18-0218 in proposed pavement areas, so that passive drainage of the pavement sections) can proceed uninterrupted during the life of the project. The proposed pavement areas should be prepared as indicated in the Site Preparation and Earthwork section of this report. Asphalt Pavement Sections We anticipate that asphalt pavement will be used for new access drive and parking areas. We recommend a standard, or "light duty", pavement section consist of 2.5 inches of '/z-inch HMA asphalt above 6 inches of crushed surfacing base course (CSBC) meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Areas that will be accessed by more heavily loaded vehicles, semi and garbage trucks, etc. such as the main drive paths, will require a thicker asphalt section and should be designed using a paving section consisting 4 inches of Class '/z-inch HMA asphalt surfacing above 8 inches of CSBC meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Concrete Pavement Sections Concrete pavements could be used for access and parking areas. Design of concrete pavements is a function of concrete strength, reinforcement steel, and the anticipated loading conditions for the roads. For design purposes, a vertical modulus of subgrade reaction of 150 pounds per cubic inch (pci) should be expected for concrete roadways constructed over properly placed and compacted Structural Fill. GTS expects that concrete pavement sections, if utilized, will be at least 6 inches thick and be founded on a minimum of 8 inches of compacted CSBC. The design of concrete access and parking areas will need to be performed by a structural engineer. GTS recommends that subgrade soils supporting concrete pavement sections include minor grade changes to allow for passive drainage away from the pavement. Concrete Sidewalks and Hardscapes We recommend a concrete sidewalk and hardscape section consisting of at least 4 inches of concrete above a minimum of 4 inches of CSBC. We are available to further consult, review and/or modify our pavement section recommendations based on further discussion and/or analysis with the project team/owner. The above pavement sections should be considered initial recommendations and may be accepted and/or modified by the site civil engineer based on the actual finished site grading elevations and/or the owner's preferences. Stormwater Design Recommendations The underlying native soil at the project site consists of very stiff, lean clay (Glaciomarine Drift). In our experience, very stiff clay soils such as those seen on site typically behave as "restriction layers" (Infiltration rates less than 0.3 inches per hour) per the 2012 Stormwater Management Manual for Western Washington (amended 2014). Thus, it is our opinion that conventional infiltration of stormwater, or the use of LID (low impact development) on this site is not feasible. Alternative means of stormwater management will need to be carefully considered due to the restrictive site soils. GTS can assist the design team with a peer review of finalized stormwater design concepts, as necessary. Page 11 of 14 GeoTest Services, Inc. 3002 0 Avenue, Anacortes, WA Stormwater Pollutant Treatment May 1, 2018 Job No. 18-0218 Prior to offsite discharge, stormwater may require some form of pollutant pre-treatment or treatment with an amended soil. it is our opinion, based on past experience, that the re -use of onsite topsoil is often the most sustainable and cost effective method for pollutant treatment purposes. Cation exchange capacities and organic contents of site topsoil and shallow subsurface soils were determined to establish their pollutant treatment suitability. Cation Exchange Capacity and Organic Content Testing Two composite samples were collected during our subsurface explorations for pollutant treatment purposes. Cation exchange capacity (CEC) and organic content (LOI) tests were performed by Northwest Agricultural Consultants. Laboratory test results are presented in Table 1. TABLE 1 CEC & Organic Content Laboratory Test Results Test Pit Number Sample Depth (ft) Cation Exchange Capacity (meq/100 grams) Organic Content (%) pH B-1 0.5 26 A 10.94 6.3 B-1 2.5 20.8 2.10 7.3 Based on the results listed in Table 1, the fine-grained, near -surface soil (topsoil and weathered soils) appear be to be suitable for on -site pollutant treatment purposes based on the 2012 Stormwater Management Manual for Western Washington (amended December 2014), The Manual also states that cation exchange capacity must be greater than equal to 5.0 meq/100 grams for treatment purposes. Thus, the fine-grained near -surface soils would also appear to be suitable for this purpose, although low rates of infiltration can be expected if the on -site soils are amended due to their fines contents. Geotechnical Consultation and Construction Monitoring GeoTest Services recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and incorporated in the design and specifications. We recommend that geotechnical construction monitoring services be provided. These services should include observation by GeoTest personnel during fill placement/compaction activities and subgrade preparation operations to verify that design subgrade conditions are obtained beneath the proposed building. We recommend that periodic field density testing be performed to verify that the appropriate degree of compaction is obtained for structural fill. The purpose of these services would be to observe compliance with the design concepts, specifications, and recommendations of this report. In the event subsurface conditions differ from those anticipated before the start of construction, GeoTest Services would be pleased to provide revised recommendations appropriate to the conditions revealed during construction. GeoTest Services is also available to provide a full range of materials testing and special inspection during building construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such Page 12 of 14 GBOTBSt Services, Inc. 3002 Q Avenue, Anacortes, WA May 73 2018 Job No. 18-021 B as reinforced concrete, reinforced masonry, wood framing and structural steel. These services are supported by our fully accredited materials testing laboratory. USE OF THIS REPORT GeoTest Services has prepared this report for the exclusive use of EK Tera Asara, LLC, and their design consultants for specific application to the design of the proposed hotel project at 3002 Q Avenue in Anacortes, Washington. Use of this report by others or for another project is at the user's sole risk. Our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, either express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that they are representative of subsurface conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth of our explorations at the time of our exploration program, a brief geological reconnaissance of the area, and review of published geological information for the site. We assume that the explorations are representative of the subsurface conditions throughout the site during the preparation of our recommendations. If variations in subsurface conditions are encountered during construction, we should be notified for review of the recommendations of this report, and revision of such if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthvvork contractor is responsible to perform all work in conformance with all applicable 1NISHA/OSHA regulations. GeoTest Services, Inc. should not be assumed to be responsible for job site safety on this project, and this responsibility is specifically disclaimed. We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the final design phase. If you have any questions or comments regarding the information contained in this report, or if we may be of further service, please contact the undersigned. Respectfully Submitted, GeoTest Services, Ir1c. Noah Griffin, G.I.T. Staff Geologist Gerry D. Bautista, Jr., P.E. Project Geotechnical Engineer Page13of14 GeoTest Services, Inc. 3002 Q Avenue, Anacortes, WA Attachments: Figure 1 Figure 2 Figure 3 Figure 4 Figures 5-9 Figure 10-1 Figure 12 Attachment: Attachment: REFERENCES Vicinity Map Site and Exploration Plan Typical Footing and Wall Drain Section Soil Classification System and Key Boring Logs Grain Size Analysis Atterberg Limits Analysis Northwest Agriculture Test Results (1 page) Report Limitations and Guidelines for its Use (3 pages) May 7, 2018 Job No. 18-0218 Dragovich, J.D., et al., Geologic map of the Anacortes South and La Conner 7.5-minute quadrangles, Skagit and Island Counties, Washington. Washington Division of Geology and Earth Resources Open File Report 2000-6, scale 1:24,000, Interactive Geologic Map of Washington State. Online interactive services provided by the Washington State Department of Natural Resources, Washington State Department of Ecology, 2012 (amended December 2014). Stormwater Management Manual for Western Washington. Well Log Viewer, Washington State Department of Ecology. Page 14 of 14 VIcj7J � .�rrrcrc=r1 r�rs+rri, ,, PROJECT LOCATION 1, a'°' Blancha to fy °ypfBS'lsllp4 Saimisfi Island i`,Indian Village Blakely Island: Edison Thz tcFC1 ;- GuemeS Isle. rid e :i r e Ba�:�tur fsfan�' ' 1 � P Decatur Bay ViII .i Alexander Beach t _. I I Ho}I ,4. Corner` Rc-ar c each Snee Cosh _ r 442. at1SvA CIIDnIIS?l L�CL:=' 11r7fY Village PaSs Slate ParkLO Sneltrr Bay y Fish,T€ikn � f surrey 4 F 3 Kcdu is a I I- lVctoria� El Ev r;tt4j Feld 31Nenatcfiee Septie Nat,ona7Fotest spoaa'1e 51= a . Tacoma ASNfNGTDN _ y ;fi Olympia ti PI Clear p Po gland Oak Harbor f rorc ''f MAP REFERENCED IFRQMAcrne Map,per2.1 N I 3 Miles GEOTEST SERVICES, INC. 741 Marine Drive Bellingham, WA 98225 phone: (360) 733-7318 fax: (360) 733-7418 Date: 4-17-18 By: NG Scale: As Shown Project VICINITY MAP 18-0218 PROPOSED HOTEL Figure 3002 Q AVENUE ANACORTES, WASHINGTON m H 7 e77 : � &3 N J C10 V µ U � ' c i^ y c�i a mNkm o 0 C JInd null ai •� h; � I I I l l! V � ' :1.51 F;O�iI�IV ,GF1£'Uc �91Yrti]Iti T]VA tl {~0 :. f JLW o W I �� v " e w GV, a� w, ILI,1 a E m J M, r f u.IL Fr a a >o N Q� I{ o 4 in ma OP co u N �, n a ma L IMUM P�h �CVC'u6 W I zLWC: Z� NOS xx � CIO_ _-- O 0) a fro a co - I o L o E Q 7 L N ��> 0 0 0En U not N � ' 'o O rn `v^ a ii Z E N co C%4 co co WwN C� z rn P r co cm >Q �� >b o Y/ Q M CO O 0 W` (o r Q O..v OC) W oN i� SHALLOW FOOTINGS WITH INTERIOR SLAB -ON -GRADE Compacted Impervious Soil (12 inch minimum) or Pavement (2 inch minimum) Slope to drain away from structure. - — - Suitable Soil Approved Non -woven Geotextile Filter Fabric — (18 inch minimum fabric lap) Drainage Material (Drain Rock or Clear Crushed Rock w/no fines) Typical Framing Floor Slab . . . . . . . . . . . . . . . . Coarse Gravel Capillary Break (6 inch minimum typically clear crushed) Free Draining Sand �. �. and Gravel Fill �. �. �. �. Suitable Soil Four Inch Diameter, Perforated, Rigid PVC Pipe (Perforations oriented down, wrapped in non -woven geotexule filter fabric, directed to suitable discharge) Appropriate Waterproofing Applied to Exterior of Wall Notes: Footings Should be properly buried for frost protection in accordance with International Building Code or local building codes (Typically 18 inches below exterior finished grades) The footing drain will need to be modified from this typical drawing to fit the dimensions of the planned monolithic footing and slab configuration GEOTEST SERVICES, INC. 741 Marine Drive Bellingham, WA 98225 phone: (360) 733-7318 fax: (360)733-7418 Date:4-27-18 � By: NG Scale: None � Project TYPICAL FOOTING � WALL DRAIN SECTION PROPOSED HOTEL 3002 Q AVENUE ANACORTES, WASHINGTON 18-0218 Figure 3 MAJOR nnneinki¢ Soil Classification System uscs GRAPHIC LETTER SYMROL SYMBOL TYPICAL DESCRIPTIONSil" l ° b ° p GW Well -graded gravel; gravel/sand mbdure(s); little or no fines GRAVEL AND AND CLEAN GRAVEL GRAVELLY SOIL (Little or no fines) p.O b,o°.. Gp Poorly graded gravel; gravel/sand mixture(s); little or no fines QN � "N '2 (More than 50% of GRAVEL WITH FINES Silty gravel; gravel/sand/silt mixture(s) GM m ° w E .N coarse fraction (Appreciable amount of Z o retained on No. 4 fines) GC Clayey gravel; gravel/sand/clay mixture(s) Q ° N sieve) 0 N d SW Well -graded sand; gravelly sand; little or no fines CLEAN SAND w SAND AND w w SANDY SOIL (Little or no fines) Sp Poorly graded sand; gravelly sand; little or no fines Q SM 2 (More than 50% of Silty sand; sand/silt mixture(s) coarse fraction passed SAND WITH FINES through No. 4 sieve) (Appreciable amount of SC Clayey sand; sand/clay mixture(s) fines) Inorganic silt and very fine sand; rock flour; silty or clayey fine ML sand or clayey silt with slight plasticity o SILT AND CLAY Inorganic clay of low to medium plasticity; gravelly clay; sandy O) m N CL clay; silty clay; lean clay E (Liquid limit less than 50) z° to ° OL Organic silt; organic, silty clay of low plasticity a N Z o m "a o� MH Inorganic silt; micaceous or diatomaceous fine sand SILT AND CLAY ui E CH Inorganic clay of high plasticity; fat clay ? o W (Liquid limit greater than 50) LL OH j Organic clay of medium to high plasticity; organic silt HIGHLY ORGANIC SOIL PT Peat; humus, swamp soil with high organic content OTHER MATERIALS GRAPHIC LETTER SYMBOL SYMBOL TYPICAL DESCRIPTIONS Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils (Visual -Manual Procedure), as outlined in ASTM D 2488. Where laboratory index testing has been conducted, soil classifications are based on the Standard Test Method for Classification of Soils for EngineeringPurposes, as outlined in ASTM D 2487, 2. Soil description terminology is based on visual estimates (in the absence of laboratory test data) of the percentages of each soil type and is defined as follows: > 12%and < 30%- "gravelly; "'sandy; "'silty," etc. Additional Constituents: > 5% and < 12% - "slightly gravelly... 'slightly sandy," "slightly silty," etc. < 5%- "trace gravel," "trace sand," "trace silt," etc., or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER & INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O.D., 2.42-inch I.D. Split Spoon PP = 1.0 Pocket Penetrometer, tsf b 2.00-inch O.D., 1.50-inch I.D. Split Spoon TV = 0.5 Torvane, tsf Recovery Depth Interval c Shelby Tube PID = 100 Photoionization Detector VOC screening, ppm 1� J~ Sample Depth Interval d Grab Sample W = 10 Moisture Content, % e Other - See text if applicable D = 120 Dry Density, pcf Portion of Sample Retained 1 300-lb Hammer, 30-inch Drop -200 = 60 Material smaller than No. 200 sieve, % for Archive or Analysis 2 140-lb Hammer, 30-inch Drop GS Grain Size - See separate figure for data 3 Pushed AL Atterberg Limits - See separate figure for data 4 Other - See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis Q Approximate water elevation at time of drilling (ATD) or on date noted. Groundwate ATD levels can fluctuate due to precipitation, seasonal conditions, and other factors. Primary Constituent: > 50% - "GRAVEL," "SAND," "SILT," "CLAY," etc. Secondary Constituents: > 30%and < 50% - "very gravelly," "very sandy... 'very silty," etc. C�G'OTG 5' 0 0 U' Z E 0 m 0 W B=1 SAMPLE DATA SOIL PROFILE GROUNDWATER 0)o 0 o Drilling Method: Hollow -stem Auger �, a E �0 z 0 co W T Ground Elevation (ft): Undetermined 2 LL co U n 3 m U Drilled By: Bortec1 Inc./Noah Griffin 0 0 W = 33 SM/ Loose, dark brown, moist, gravelly, very 1 = d GS OL silty, SAND (Topsoil) Groundwater not encountered. CL Stiff to very stiff, mottled tan, moist, sandy, 2 b2 15 W = 17 lean CLAY, trace gravel (Glaciomarine Drift) 5 3 b2 27 W = 16 W=17 4 b2 21 GS AL 10 5 b2 14 W=19 15 Grades to grey, no mottling, decreased 6 b2 11 W = 26 gravel content 20 7 b2 24 W = 29 Spoils extruding in wet ribbons Grades to wet and medium stiff 25 W = 28 8 b2 7 GS i i 30 9 b2 6 W=23 i i J 35 Grades to very stiff to hard 10 b2 37 W = 11 i SM Very dense, grey, moist, gravelly, very silty, SAND (Glaciomarine Outwash) i 40 W_12 117 b2 77 GS u Boring Completed 04/11/18 Total Depth of Boring = 41.5 ft. 0 45 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. D Figure Proposed Hotel OeoTe5T 3002 Q Avenue Log of Boring B-1 Anacortes, Washington 0 C7 K 0 m 0 W B=2 SAMPLE DATA SOIL PROFILE GROUNDWATER .0 90 Drilling Method: Hollow -stem Auger m a o Z F o T Ground Elevation (ft): Undetermined N Z N LL co U Cl) £ 3 m v Drilled By: Bortec1 Inc./Noah Griffin 0 0 V) C6 W Co 1-- C7 7 0 SM/ Loose, dark brown, moist, gravelly, very OL silty, SAND (Topsoil) Groundwater not encountered. 2 CL Stiff to very stiff, mottled tan, moist, sandy, lean CLAY, trace gravel (Glaciomarine 12 b2 17 W = 19 Drift) 4 13 b2 15 W - 19 6 GS 8 14 b2 21 W=18 10 151 b2 15 W = 23 12 AOO Grades to medium stiff to stiff 14 i Grades to grey, no mottling, decreased gravel content 16 b2 7 W = 28 i 16 i i 3 18 i i i > 20 i b2 13 J r 22 Boring Completed 04/11/18 Total Depth of Boring = 21.5 ft. 0 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 0 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. 9 Proposed Hotel Figure oeoTeST 3002 Q Avenue Log of Boring B-2 G Anacortes, Washington 6 c� 0 z R 0 m 0 0 a 0 J W x W 0 0 O 0- a B=3 a w F- in F Q SAMPLE DATA SOIL PROFILE GROUNDWATER Drilling Method: Hollow -stem Auger aD .0 o n E s F-QE Ground Elevation (ft): Undetermined io cL mv Drilled By: Bortec1 Inc./Noah Griffin o n ceS in m (0 0 SM/ Loose, dark brown, moist, gravelly, very OL silty, SAND (Topsoil) Groundwater not encountered. 2 CL Stiff, mottled tan, moist, sandy, lean CLAY, trace gravel (Glaciomarine Drift) W = 19 17 b2 11 GS 4 i i 9 18 b2 13 GS 6 i C 19 b2 12 W=19 0 V n i 10 L J j 20 b2 9 W = 24 L n_ J L Boring Completed 04/11/18 i 12 Total Depth of Boring = 11.5 ft. d X m Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessaryfor a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Figure Proposed Hotel OeoTe5T 3002 Q Avenue Log of Boring B-3 7 Anacortes, Washington B-4 SAMPLE DATA SOIL PROFILE GROUNDWATER a a Drilling Method: Hollow -stem Auger ro E o z — Ground Elevation (ft): Undetermined 2 o � Q 3 m v Drilled By: Bortec1 Inc./Noah Griffin o rn in 06 in m H 0 D 0 SM/ Loose, dark brown, moist, gravelly, very OL silty, SAND (Topsoil) Groundwater not encountered. 2 CL Stiff to very stiff, mottled tan, moist, sandy, lean CLAY, trace gravel (Glaciomarine Drift) b2 9 W=14 i 4 i i b2 13 W = 15 i 6 i i i i C J b2 11 W = 27 J 0 v n 10 L J b2 9 W = 30 L n J 11 Boring Completed 04/11/18 i 12 Total Depth of Boring = 11.5 ft. K Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 0 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. Figure Proposed Hotel c;eoTG 5T 3002 Q Avenue Log of Boring B-4 Anacortes, Washington B=5 SAMPLE DATA SOIL PROFILE GROUNDWATER Drilling Method: Hollow -stem Auger n E z — o Ground Elevation (ft): Undetermined a)? 47 LL* (6 UCn o m 0 Drilled By: Bortec1 Inc./Noah Griffin cn cn m i— (9 D 0 SM/ Loose, dark brown, moist, gravelly, very OL silty, SAND (Topsoil) Groundwater not encountered. 2 CL Stiff to very stiff, mottled tan, moist, sandy, lean CLAY, trace gravel (Glaciomarine Drift) W - 15 b2 19 GS 4 i W=16 b2 22 GS 6 i i i i i i 8 i b2 20 W = 22 i i J 7 10 L J J b2 16 W = 24 u 7 L Boring Completed 04/11/18 i 12 Total Depth of Boring = 11,5 ft. A Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the teat of this report is necessary for a proper understanding of subsurface conditions. 3. Refer to "Soil Classification System and Key" figure for explanation of graphics and symbols. �o Figure Proposed Hotel OeOTe5T 3002 Q Avenue Log of Boring B-5 fl 9 Anacortes, Washington U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS I HYDROMETER 6 4 3 2 1 34 1/2 3 4 6 $10 1416 20 30 40 50 60 100140200 100 90 80 70 Is >� 60 T 50 U Iv 3.40 30 20 10 0 _ 0.001 1UU I0 I v.i Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay coarse fine coarse medium fine Point Depth Classification I PL PI C� C� • 13-1 0.5 GRAVELLY, VERY SILTY, SAND (SM) m B-1 7.5 SANDY, LEAN CLAY, TRACE GRAVEL (CL) 35 17 18 A B-1 25.0 LEAN CLAY, TRACE SAND AND GRAVEL (CL) * B-1 40.0 GRAVELLY, VERY SILTY, SAND (SM) Point Depth p D lo0 D 6o D D D so 30 10 /°Coarse Gravel % Fine Gravel % Coarse Sand % Medium Sand % Fine Sand % Fines • B-1 0.5 0,525 0,271 15.5 9.5 3.6 13.7 19.3 38A m B-1 7.5.5 P37,5 0,056 0.0 2.1 2A 7.6 24.2 63.7 A B-1 25.0.5 0.0 0.6 0.1 0.8 5A 93.2 B-1 40.09 0,224 0,112 0.0 15A 5.3 11.9 23.7 43.7 Cc = D302/(D60* D,o) To be well graded: 1 < Cc < 3 and Cu = D6dD10 C� > 4 for GW or CU > 6 for SW Proposed Hotel Figure C�eOTG 5T 3002 Q Avenue Grain Size Test Data O Anacortes, Washington 3 N Z Q 7 a W 0 w O O a. N O F J 0 S 0 0 0 a m N O W U J a a W Y w rn Z 0 Q J w 0 w 0 J 7 w 00 w O 0 U w O a 0 0 0 0 w 0 0 U w 0 a c X a d U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS 6 4 3 2 1.5 1 1/2 3 4 6 $10 1416 20 30 40 so 60 ,uu1401uu 100 90 80 70 •0 60 T Q �_ 50 LL L a 40 30 20 10 0 1UU 3. 0.001 HYDROMETER Grain Size in Millimeters Cobbles Gravel Sand Silt or Clay coarse fine coarse medium fine Point Depth Classification LL PL PI C� C� • B-2 5.0 SANDY, LEAN CLAY, TRACE GRAVEL (CL) m B-3 2.5 SLIGHTLY GRAVELLY, VERY SANDY, LEAN CLAY (CL) A B-3 5.0 VERY SANDY, LEAN CLAY, TRACE GRAVEL (CL) * B-5 2.5 GRAVELLY, VERY SANDY, LEAN CLAY (CL) O B-5 Point 5.0 Depth p VERY SANDY, D ,00 LEAN D s0 CLAY, TRACE GRAVEL (CL) D D D 50 30 ,o %Coarse Gravel % Fine Gravel % Coarse Sand % Medium Sand °% Fine Sand % Fines • B-2 5.0 9.5 0.0 1.2 2.6 7.5 17.6 71.0 m B-3 2.5 19 0,107 0,056 0.0 6.5 3.5 9.8 25.8 54A A B-3 5.0 12,5 0,083 0.0 3.0 3.6 9.0 26.1 58.3 * B-5 2.5 25 0,13 0,064 8.4 5.3 2.7 7.6 23.9 52A O B-5 5.0 12.5 0.083 0.0 3.9 4.0 10.1 23A 58.5 GG'OTG 5' Proposed Hotel 3002 Q Avenue Anacortes, Washington C� = D3o2��Dso* D,o) C„ = Dso�D,o To be well graded: 1 < Cr < 3 and CU>4forGWorC�>6for SW Figure Grain Size Test Data 11 60 CL CH 50 40 a X N a 30 �U Vl f0 d 20 • 1 1 I 10 i CL-ML M or OL MH or OH 0 N 0 10 20 30 40 50 60 70 80 90 100 110 0 Liquid Limit (LL) c c u c ATTERBERG LIMIT TEST RESULTS i Exploration Sample Liquid Plastic Plasticity Natural Unified Soil Symbol Number Number Depth Limit Limit Index Moisture Soil Description Classification (ft) (%) (%) (%) (%) • B-1 4 7.5 35 17 18 17 SANDY, LEAN CLAY, TRACE GRAVEL CL L D ASTM D 4318 Test Method 'J N H U W O a 0 0 0 0 O w U F- U w O ly OF X N V N O Proposed Hotel Figure 0(aOTG 5T 3002 Q Avenue Plasticity Chart 12 Anacortes, Washington Northwest Agricultural GeoTest Services Inc. Consultants 741 Marine Drive Bellingham, WA 98225 PAP -Accredited 2545 W Falls Avenue Kennewick, WA 99336 509.783.7450 Report: 44574-1 Date: April 14, 2018 www.nwag.com Project No: 18-0218 lab@nwag.com 41 Project Name: Proposed Hotel Sample ID pH Organic Matter Cation Exchange Capacity 131 @ 0.5' 6.3 10.94% 26.1 meq/100g 61 @ 2.5' 7.3 2.10% 20.8 meq/100g Method SM 4500-H+ B ASTM D2974 EPA 9081 REPORT LIMITATIONS AND GUIDELINES FOR ITS USE Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project -Specific Factors GeoTest's geotechnical engineers consider a number of unique, project -specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes —even minor ones and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) 6C'OTG'ST Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over -rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre -bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(aste.org) GC'OTG'ST additional study to obtain the specific types of information they need or prefer. A pre -bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'Information in this document is based upon material developed by ASFE, Professional Firms Practicing in the Geosciences(asfe.org) GC'OTC'ST Appendix 4 Site Improvement Plans and TESC Plan 34 30t" Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 1. WORK HOURS: ASPHALT CONSTRUCTION: SANITARY SEWER THE CITY OF ANACORTES ORDINANCE ALLOWS WORK FROM 7:00 A.M. TO 10:00 SEE SECTION 5+J5 AND SECTION 9 OF THE CURRENT MOOT SEWER MAINS: P.M, SEVEN DAYS WEEK(COA ORD.#2316). SOMEONE IN CHARGE TO ON SITE SPECIFICATION FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION. A. ALL PVC SEWER PIPE AND FITTINGS SHALL CONFORM TO AND MEET THE AT ALL TIMES WHEN WORK IS IN PROGRESS. IF WORK IS DONE ON WEEKENDS, REQUIREMENTS OF THE LATEST ASTM SPECIFICATIONS D3034. ALSO, PLEASE INFORM THE PROJECTMANAGER SO THE CITY OF ANACORMS CAN A.ALLASPHALTTO BE REMOVED MUST BE SAW CUT. A JACKHAMMER CAN BE USED IF A - PIPE AND FITTINGS SHALL MEET STANDARD DIMENSION RATIO 35. HAVE AN INSPECTOR ON SITE. CONTRACTOR MALL BE BILLED FOR CITY OF NICE EVEN CUT IS MADE. WHEEL CUTTING IS NOT AN APPROVED METHOD UNLESS _ALL SANITARY SEWER PIPES SHALL BEAR THE MARK OF THE NATIONAL ANACORTES OVERTIME. APPROVED BY THE CITY OF ANACORMS ENGINEER IN ADVANCE. ANY DEVIATION FROM THIS SPECIFICATION SHALL BE IN WRITNG 4&HOURS BEFORE SAW CUTTING TAKES SANITATION FOUNDATION. 2. CAU.41NHOURS BEFORE THE FOLLOWING: PLACE. -ALL PIPES SHALL BE SUITABLE FOR USE AS A GRAVITY SEWER CONDUIT. FOR INSPECTION CONTACT]60299.1951. - PIPE SHALL HAVE FLEXIBLE JOINTS, A. PRIOR TO WORK START4 P B. ADDITIONAL ASPHALT MAY BE REQUIRED FOR REMOVAL BY THE CITY OF ANACORMS S. PRIOR TO ANY UTILITY CONSTRUCTION IN THE RIGHT OF WAY. ENGINEER OR INSPECTOR. B, ALL FITTINGS AND ACCESSORIES SHALL BE MANUFACTURED AND C. PRIOR TO POURING CAST4N-PLACE CONCRETE STRUCTURES. FURNISHED BY THE PIPE SUPPLIER OR BE AN APPROVED EQUIVALENT AND D, PRIOR TO PLACING ANY CRUSHED ROCK ON ROADWAY SUBGRADE. C. ALL VERTICAL DROP-0FFS WITHIN THE TRAVELED WAY WILL BE BACKMUUSO EACH HAVE BELL AND/OR SPIGOT CONFIGURATION E. PRIOR TO PLACING CURB, GUTTERS AND SIDEWALKS. NIGHT. IDENTICAL TO THAT OF THE PIPE. MANHOLE COUPLINGS CORRESPONDING F, PRIOR TO ASPHALT PAVING, O. ABUTTING EDGES AND CURBS MUST BE THOROUGHLY CLEANED. TO THE SIZE OF THE SEWER PIPE SHALL BE USED. 3. MATERIALS AND WORKMANSHIP: A. ALL MATERIALS USED, MUSTMEETWSDOT APWAAND CITY OFANACORTES E, ALL ASPHALT EDGING WILL BE TACKED PRIOR TO ASPHALTNG. C. 6ANCH PVC SANITARY SEWER PIPE SHALL BE USED FOR SIDE SEWERS, SPECIFICATIONS. SIDE SEWERS WILL BE CONSTRUCTED AT A MINIMUM SLOPE OF 2%AT THE WORK ANOMATERIALS THAT DO NOT MEET THE ABOVE F ALL ASPHALT PATCHES MUST BE A SMOOTH TRANSITION. NO BUMPS OR HIGHILOW LOCATIONS SHOWN ON THE PLANS AND HAVE A 6 INCH TEST WE AT THE SPECIFI B ALL (ADD. J INSPECTOR. MUST BE REMOVED AS DIRECTED BY THE PROJECT SPRALLEL OTH CENT1RUNE IS HEAD TRANSVERSE 1IMUM VARIATION IN IO-FEET SEWERS WE SHALL BE FACTOCKEDFORTHMAT AND FUNRFOR RUBBERSIDE INSPECTOR. PARALLEL TO THE CENTERLME151I0'ANTI TRANSVERSE'/.". SEWERS WYE SHALL BE IN TEE SHALL EPERMI PERMITTED. A SIDE RR C. SUBGRADE PEAECOMPAOTICNTESTS: WILLESDONE BEFORE ANY C.. THE IS PUT GASKETFIT TINGS,T I CUTS TEES SHALLBEPERMITTED.ASIDE SEWER MATERIAL TESTING IM NEEDS 24-HOUR NOOK COMPACTION. THE 0. SUB GRADE WILL BE COMPACTED AND TESTED PRIOR TO ASPHALTING, GRADE THAT IS LESS THAN 2%DAY RE APPROVED ONLY BY THE PROTOCOLESTINGLABNEEDSITY. ITT NOTICE. USE THE TESTING PROTOCOL PROVIDED BVTHE CITY.ITEMSTO BE COMPACTION TESTED H.AMINIMUM OF34NCH HMA PATCH TO BE COMPACTED T092%MAX RICE DENS ENGINEER AND THE CITY OFANACORTES UPON WRITTEN REQUEST. sECTON 544.3(10)B). G SE ON SURFACING ( BACKFlLL ( WILLINCWDE THE PIPE BEDDING CT VLEWER BNBSHAL L BE MARKED WITH A D E END O EACH SANITARY 3 .TH F O SUB GRADE FOR SURFACING SECTION 2-05. SECTION]-00.33 AND ( (2)) 3eB USING O THE AW CUTS TOBESEA LED (SECTION EAL A THE SHALL F AND ASPHALT I. ALL FINAL JOINTS ANDS ( ()) PRESSURE 2X4. IT BE PLACED TTH (SECTIONS-04a(10)B). POURED JOINTSEALANT(SECTION 9M2(i).APREFERREDSEALANT I5 AR�000. STUB AND EXTEN04FEETABOVE FINISHED GRADE. THERE SHALL BE D. INSPECTION: ALL ASPECTS OFTHIS PROJECTIMLL BE INSPECTED J. IN AREAS MERE ASPHALT HAS BEEN REMOVED AND CDF IS IN THE TRENCH CURING, PERMAN ENT MARK LABELED 'SEWER" WITH A DEPTH TO THE FLOW LINE INCLUDING PIPING,BACKFlLL, SUB GRADE, CONCRETE AND ASPHALT, AS A STEEL PLATE IS REQUIRED FOR COVER WHILE IT IS CURING. PROVIDE ASPHALT SHOWN ONTHE 2X4- WELL ASFORMS, CURB, GUTTERAND SIDEWALK. IFA PORTION GETS AROUND STEEL PLATE TO PREVEWTHE PLATE FROM RATTLING. THE CONTRACTOR BACKFILLED BEFORE INSPECTION, THE CONTRACTORWILL DIG UP THAT WILL BE CALLED CUTATANYTIME TO CORRECTANY RATTLING THATPROADES E. RUBBER GASKETS14ALL REINSTALLED PROPERLY TOAVOIDWATER PORTION FOR INSPECTION24HOUR NOTICE REQUIRED. KNOWTHE COMPLAINTS. INFILTRATION INTO THE MANHOLE. SCHEDULE AND LETTHE CITY KNOW. PROBLEM, THE PATCH WILL FLEXIBLE STREETS ERE TRAFFIC IS APR MANHOLES, USE A-LOK L ONMTECTED WITH WH Fl CONNECTING PIPE F WHEN CONNE TI TE UNTIL SUFFICIENTLY COOLED BE PROTECTED WTmA%INCH STEEL PLA EQUIVALENT, THE PIPE P INC- O FLEXIBLE ONN A E. TESTING PROTOCOL: PRIOR TO CONSTRUCTION, A PROCTOR AND SIEVE CONNECTOR, KOR-N-SEAL BY N , B THE CITY ECTORS SEE OFANACORMSONAL MATERIAL USE IN THE APPROVED V TO CONNECTIONS SECTION EXIBLE CONN CITYOFORTESONALLSTING AI USED IN THE RIGHT-OF-WAY. SEE THE CONCRETECON8.14 OF HE: WSDOT/APWA SPECIFICATIONS SECTION 7-05.3. co S TESTING SCHEDULE. CIFICATION FOR ROAD Gtt OFANA RTE TE TI AND THE CURRENT WSDOT SPE SECTION e-04 A F. ALL COMPACTION TESTSHALL BE APPROVED BY THE CITY OFANACORTES BRIDGE AND MUNICIPAL CONSTRUCTION. G- PICKHOLESSHRTOBA KUTEDFTHE MANHOHE LE AND CITY DE AND INSPECTOR CITY INSPECTOR E ANHOLE BY THE I PR OR TO BACKFlLL OF THE M ENGINEER AND PROJECTMANAGER PRIOR TO PLACING OF CRUSHEDSURFACIA CALL FORA FORMS INSPECTION BEFORE PLACING OF CONCRETE.CALL BE INSPECTEDI RESTORATION ENTESTMAY BE SIDEWALKACH LET), TRENCH 360299.1951 TO SCHEDULE. SEE ARCHITECTURAL PLANS FOR CONCRETE O CONFORM TO THE H. MANHOLE FRAMES AND UD S SHALL BE SLOPED T S MAY BE REQUIRED IN EACH U H AN RESTORATION WHEN TE T O FTI COLOR FINISH SPECIFICATIONS. RAN0 STREET GRADES, ALT.T THE TESTS ONSUB GRADE, TREG. CITY OFANACORTES MAY REQUIRE PAID FO A INDICATE, OR INTHEC CONTRACT COSTSOFTESTING SHALL BE E,GI MONOLENGINEER. IN OTHEHIC R WORDSRS , THEDDER THEWALK CITY OFUBB& ANACOGUTTERT RI CITY I. TOPSOF D TO FINAOLES L JUST LIC PRIOR PAVING. SHALL NOT BE PAID FORMS INDICATED IN THE CONTRACT DOCUMENTS DRIVEWAY WORDS,THE SIDEWALK CURB SO BE GUTTER, DRIVEWAYS, PAYS, DRIVEWAY APRONS, WHEELCHAIR RAMPS, ETC. ARE TO BE INDIVIDUAL POURSADJUSTED TO FINAL GRADE UNTIL JUST PRIOR TO PAVING. 4TRAFFIC CONTROL AND PUBLIC SAFETY: .FL D BY A FABRIC EXPANSION JOINT. S SHALL INCLUDE A AND SEPARATE -OUTS IN UNPAVED AREA H J. MANHOLES AND CLEAN ALL M G S MUST HAVE FLAGGING CERTIFICATES AND MUST A. FLAGGING: ALL FLAG ER HAVE ATTENDED A FLAGGING COURSE OR AN OFF DUTY POLICE OFFICER CONCRETE SEAL AROUND THE ADJUSTMENT RINGS N PER THE CURRENT EDS A REQUIRED, THEEFLAGGING.A TOPWILL WO KORDE DOWN IF UNCERTIFIED AND PEOPLE CONTRA TOR, THE CONCRETE FOOTPRINTS, S THE RESPONS BIUBEEF THE STANDARD DETAIL ST-02, "STRUCTURE ADJUSTMENT AND PERIMETER SEAL". ARE FLAGGING. PWORKORDERWILL ONISFLGGING. WORK WILL CONTRACTOR, ARKS ALL WED. IF INY FINISHINGTHISBLEMISHES OR OTHER NOT PROCEED UNTILASTBE ED THE UAL UNIFORM OBJECTIONABLE MARKSALLOWED. BE ANY OF ACED. TAKES PLACE, THE KALE MANHOLES SHALL BE OTHER DEBRIS DURING INTRUSION ROCKS, GE uG BE PROEM NAGS MLBE IN S DAMAGED WILL BE REPLACED. CONSTRUCTION. B. sIGNgGE: ALL SIGMA MUST SECTION THAT DA OTHER DEBRIS DURING GRAVEL WATERAND TH O JOB IS TO BEGIN PROPER SIGNAGE WILL BE IN PLACE DEVICES. BEFORE NEEDED. EXTRA SIGNAGE MAY BE NEEDED. WITH FLAGGERS IN PUKE IF N STRENGTH OF 3000 PSI. SHALL BE A5.5 SACK MIX WITH A28-DAY R D. CONCRETE H CONTRACTOR SHALL INSTALL , AT ALL PLUGS TO PREVENT TO EXISTING BE READY TO RENT SIGNS IF NEEDED. L THE NITRO LNG 48-HOURS ANY DEVIATION FROM THIS SPECIFICATION SHALL BE IN WRfi C.TRAFFICCONTROL PLAN: PRIG T BE SUBMITTEDANDAPPROVED BY THE DOWN SIR EAMMAN HOLES, SCREENS A PLUGS TOPREVENTFOREIGN ASSISTANT CITY ENGINEER PRIOR TO CONSTRUCTION START.TRAFFIC BEFORE CONCRETE IS PLACED. CONTROL PLAN SHALL INCLUDE THE LOCATION OF SIGNAGE, MAGGERS, MATERIAL FROM ENTERING EXISTING SANITARY SEWER SYSTEM. SCREENS Of OF WORKZONE, SAFE ZONE, AND TRAFFIC FLOWAND NEEDED DIMENSIONS. E. THE PAN AND WINGS SHALL BE STAMPED. THE USE OF IINCH PLUGSCONSHALLREMAIN IN PLACEEMOEDALOUGHOUT THEDURATIONLL NO DETOURS ALLOWED WITHOUT APPROVAL FROM THE ASSISTANTCITY CONSTRUCTION FENCING ACCEPTABLE. ROLLING IS NOT AN OPTION. DEBRIS T THE TIME AND SHALLLI REMOVED AND INWITHHE PRESENCE OF ENGINEER. DEBRIS AT THE TIME OF FINAL INSPECTION AND IN THE PRESENCE OF A O ANACORTES. CALL O MUST PROTECT DESIGNATED REPRES ENTATIVE OF THE CITY OF ET CLOSURE: CALL 911. SO CURING THE CONTRACTOR D. FOR SIRE .DURING THE FIRST I4DAY F , F E CONSTRUCTION SAFETY. IS THE REP 1 IUTY O 360 2991951 TO SCHEDULE AN INS PECTION. ALLOW 24H OURS NOTICE, S ONS B F THE CONTRACTOR FROM FREEZING. S. ROADWAY EMBANKMENT AND SUBGRADE CONSTRUCTION: X. ALL MATERIAL PLACED BELOW STRUCTURES OR PAVEMENT AREAS M. THE FLOW CHANNEL INSIDE EACH MANHOLE SHALL BE FORMED OF A -CRUSHED SURFACING SHALL BE COMPACTED TO 95%OF MAXIMUM DENSITY. SHALL BE CONSIDERED STRUCTURAL FILL CAST -IN -PLACE PORTLAND CEMENT CONCRETE. CHANNEL SHALL HAVE A NO RECYCLED MATERIAL ALLDWED, SEMI-CIRCULARCROSSSECTION AND SMOOTH, UNIFORM SLOPE FROM INLET US BE COMPACTED TO 99%OF MAXIMUM B. EMBANKMENT AND SUB GRADED T P Y. STRUCTURAL FILL MATERIAL SHALL BE FREE OF DELETERIOUS TOOUTLET. WHERE THREE CH MORE PIPES BE FORMEDCONNECTED TO O DENSITY. ONE MANHOLE, THE FLOW CHANNEL SHALL BE FORMED TO SMOOTHEN C. PROPER MOISTURE MUST BE MAINTAINED THROUGHOUT PLACING AND MATE COMPAAL,HAV TO THE REQUIRED COMPACTILE SIZE OF ON INCHES, AND BE DIRECTFLOWFROMINLETSTOOUTLET- cOAPTION TESTING COMPACTABLE TO THE REQUIRED COMPACTION LEVEL D. COMPACTION TESTING", 8E PERFORMED 8V AN INDEPENDENT LAB. USER 'MODIFIED PROCTOR^. N. STEPS CONSISTING OF ONE HA INCH DIAMETER HOT BENT) F O CANNOT BE REUSED AS FOOT SLTV AND CLAYEY SOILS CANN R INSTALLED AT ONE F T Z. NATIVEO MED BARS SHALL BE IN TA ) GALVANIZED DEFORMED ( 8 INCH ES OF SHALL BE IMPORTED. E MINIMUM OF EIGHT IN STANDARD CONSTRUCTION STRUCTURAL SITE SOILS FOR U EAL FILL HA EACH OR CONCRETE EAV A( ) fi. TRENCHES IN DEVELOPEDR STIR T FILL; CENTERS. EA SEE CITY OF THE CURRENT WSESSTANDARDCONSFORROADE AILS R]DGEAND SECTION ] APPROVE BYAGEOILSFORUSENGSTRUCTURAL FILLMUST BE IADJUSTMENT AND THE BASE OF T ETEANHOLE NG RI FRAME, BETWEEN THE TOP OF OFTCIPALC CONSTRUCTION. SPECIFICATIONS FOR ROAD,BRIDGE AND APPROVED BVAGEOTECHNICAL ENGINEER. THE CONE AND THE BASE OF THE MANHOLE FRAME. MUNICIPAL CONSTRUCTION. A. PIPE ZONE SHALL BE COMPACTED TO 90% O95 MAXIMUM DENSITY. O. ALL TESTING AND CONNECTIONS TO THE EXISTING MAINS SHALL BE DON B. TRENCH ZONE SHALL BE COMPACTED T095%OF MAXIMUM DENSITY IN STRUCTURAL ELEMENTS AN FILL MATERIAL PLACED BELOW 124NCH LIFTS. STRUCTURAL ELEMENTS AND PAVEMENT AREAS SHALL CONFORM TO IN THE PRESENCE OF A.DESIGNATED REPRESENTATIVE OF THE CITY OF C. CRUSHED SURFACING SHALL BE COMPACTED TO98%OF MAXIMUM DENSITY. ANACORTES. CALL 360.299.1955 TO SCHEDULE AN INSPECTION. ALLOW THE MOST RECENT EDITION (AT THE TIME OF CONSTRUCTION) OF NO RECYCLED MATERIAL ALLOWED. 24HOUR5 NOTICE. WSDOT SECTION 9-031N STANDARD SPECIFICATIONS FOR ROAD, DOT STANDARD SEWER MAINS ]. DRAINAGE SYSTEM CONSTRUCTION: BRIDGE, AND MUNICIPAL CONSTRUCTION (WS P. LOW-PRESSURE REQUIRED. FORIL FACILITY USED AS ATEMPORARV IS A. ANYPERMANENTBASIN SHAU B MODIFIED FA I I SPECIFICATIONS). IS RESULTIRED.PRE-TESTIN DELAY UETO RESCHEDULING ITH THEE ROJ MA SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE BB. FROZEN SOIL IS NOT SUITABLE FOR USE AS STRUCTURAL FI LL CALL 36.9.1951T SCHEDULE DUETO.CONFLICLOW24-H UR NOTICE. CAPACITY. IF THE FACIUTY IS TO FUNCTION AS AN INFILTRATION SYSTEM, CALL 360.299.1951 UL SCHEDULE AN INSPECTION. ALLOW 24HOURS NOTICE. THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND RE -INSPECTION LMLL APPLY. SIDES ARE AT LEAST THREE (3) FEET ABOVE THE FINAL GRADE OF THE CO. THE CONTRACTOR SHOULD SUBMIT SAMPLES OF EACH OF THE PERMAIENTFACIUTY. - REQUIRED EARTHWORK MATERIALS TO A GEOTECHNICAL ENGINEER Q. UPON INSPECTION APPROVAL BY THE CITY OF ANACORTES PUBLIC B.OVERFLOWS,SPILLWAYS, GRAVEL FILTER WINDOWS, MUSTBE FOR EVALUATION AND APPROVAL PRIOR TO USE THE SAMPLES WORKS INSPECTOR AND THE VIDEO INSPECTION REQUEST FORM IS CONSTRUCTED PER PLANS AND SPECIFICATIONS. NO DEV[ATIONS. SHOULD BE SUBMITTED AT LEAST 5 DAYS FRI OR TO THE]R USE AND COMPLETED BY THE CONTRACTOR, THE CITY OF ANACORTES MAINTENANCE AS -BUILT FOR VERIFICATION REQUIRED. CAMERA CREW WILL PERFORM A VIDEO INSPECTION OF THE SANITARY SEINE C, QUARRY ROCK MUSTBE SOUND•HARD"DURABLE ROCK NO RECYCLED SUFFICIENTLY IN ADVANCE OF THE WORK TO ALLOW THE MAINS TO DETERMINE CLEANLINESS, ALIGNMENT AND PROPER BEDDING MATERIAL. CONTRACTOR TO IDENTIFY ALTERNATIVE SOURCES IF 0. GRASS UNED SWALE SHALL BE CONSTRUCTED PER THE DETAILS PROVIDED.THE MATERIAL PROVES UNSATISFACTORY. AFTER LINES HAVE BEEN FLUSHED. CALL THE PUBLIC WORKS INSPECTOR AT NO DEVIATION ALLOWED. ALL SMILES MUST BE OPERATIONAL BEFORE 360,299.1955 TO SCHEDULE APPOINTMENT. 49-HOUR NOTICE ACCEPTANCE. DD.THE SUBGRADE SHOULD BE PROOF -ROLLED TO CONFIRM THAT REQUIRED.(SECTION 747.3(2)H).ARE-INSPECTION FEE WILL AP PLY PRIOR TO E. CATCH BASINS MUST BE SET TO LINE GRADE USING NO MORE THAN TWO (2) RE-INSPECTIONVIDEO OF THE SANITARY SEWER LINE. A PRE -INSPECTION ADJUSTMENTBRICKS. THE SUBGRADE DOES NOT CONTAIN SOFT OR DEFLECTING AREAS, CHECKLIST 19 AVAILABLE PRIOR TO A VIDEO REQUEST. F. MINIMUM 1-FOOT SEPARATION BETWEEN PIPES IN TYPE II CATCH BASINS. AREAS OF EXCESSIVE YIELDING SHOULD BE EXCAVATED AND S. RESTORATON OF RIGHTOF-WAY: BACKFILLED WITH PROPERLY COMPACTED STRUCTURAL FILL THE A. CONTRACTOR MUST LEAVE THE RIGHT4F-WAY, EQUAL TO EXISTING OR SUBGRADE SHALL BE PROVED BY A GEOTECHNICAL ENGINEER. fi' F TERCOMMON BEE COMPACTEDT B. PLACECOMPACTED DISTURBED EXCAVATION. (SECTION 9-142)(3))AND SEED ALL EE.AFIBERMESH CONCRETE STRUCTURAL SECTION OF 6.0 INCHES OF _ 3W CRUSHED IWSHED 01557 ADRAINAGE SYSTEMS EXCAVATION,YCLEAED, RESS CONCRETE WITH THICKENED EDGE OF 1 Z.01 NICHES WITH A MI NIMUM /PC ONESAKFILLED%5] C.ALL OPERATIONAL SYSTEMS FINALUST ACCEPTANCE, (SECTION ORETOTO). FLEXURAL STRENGTH OF 650 PSI OVER 6.0 INCHES OF CAPILLARY " WIPIPSZONEBAZ'ABO E OPERATIONAL BEFORE FINAL ACCEPTANCE, (SECTION ]-013). - _ _"-'WISANDT0/2"ABOVEPIPE i1.FINAL INSPECTION AND ACCEPTANCE: BREAK AND 12.0INCHES OFCRUSHED BALLAST (75%MIN. FRACTURE, SHALL B. COMPACTED PIPE ZONE BEE SECTION1RACT AND SECTION ETED WSDDT 9-03.9(1))PLACED AND COMPACTED, SHALL BE TO 90% A. WHEN CONTRACTOR HAS COMPLETED ALL OF THE WORK ON THE PER SEC. ]-00,3(i)L. APPROVED PLANS, THE CONTRACTOR WILL: • COMPLETE EHE'FlNALINSPEGTON GUOEUNES FOR CONTRACTORS FF. PRIOR TO PLACEMENT AND COMPACTION, STRUCTURAL FILL .mW 3"MIN. BELOW INSPECTION FORM". SHOULD BE MOISTURE CONDITIONED TO WITHIN 3 PERCENT OF ITS BELLS ORCOUPLINGSSUBGRADE • GIVE THE COMPLETED 'FINAL INSPECTION GUIDELINES FOR OPTIMUM MOISTURE CONTENT. UNDISTURBED SUBGRAOE CONTRACTORS INSPECTION FORM' O MAIN SEWER TRENCH NTS TOTHE PWINSPECTORAND REQUESTASITE INSPECTOWALLSITE GG. LOOSE UFTS OF STRUCTURAL FILL SHALL NOT EXCEED 6 INCHES INSPECTIONS ARE ON WEDNESDAYS BETWEEN 9 AM AND 12 PM, S. THE PROJECT MANAGER, ENGINEER OF RECORD, INSPECTOR, CONTRACTOR IN THICKNESS, AND OTHER CITY OF ANACORTES DEPARTMEWS WILL WALK THE SITE AND CREATE A PUNCH UST. THE CONTRACTOR WILL COMPLETE THE HH. ALL STRUCTURAL FILL SHALL BE COMPACTED TO A DENSE AND PUNCHLISTAND CHECKOFF EACH ITENSPECTRETURN _VEMFTHE UNYIELDING CONDITION AND TO A MINIMUM PERCENT COMPACTION OF INSPECTOR FOR THROUGH THE INSPECTOR WILLVERI%T1AT TENTS ON WALK TIROUGH ARE COMPLETED 95 PERCENT BASED ON ITS MODIFIED PROCTOR MAXIMUM DRY I DENSITY AS DETERMINED PER ASTM D1557. II. STRUCTURAL FILL FOR SLAB AND UTILITY TRENCHES SHALL BE COMPACTED TO 95 PERCENT.r ON ROADWAY SMOLDER OR GRAVEL F�mav i�rh�t�s bela�� Ca[I before you dig. CAD FILE: 17491-ecX PLOT DATE: 0823/2018 Ds<L�a.a.l �m.s �:.-mamT WA NCH MOTS SECTIONI T35, R02, SKAGIUNTY, WA 0 P60611,P60612 ANACORTES, WA• 98221 RANGE 02 TOWNSHIP 35 SECTION 30 - -�r-- I si l , � �F� I 10 - " BOB ` HIM 4 it I I i I • [ + I I i i 11 i I I I I I� 1 I � I L I 5 6 11 -I D 1 - I I15 J ^OCX y l �I�•uujj :I L A I I lJ l my �I 'ubLI lie 1 ••^ 1510 r 339 565 i.1 zl , ,g+ iI I I ' B DC;4 Aa I' I I� E I "I I a �I I +1 r+r _J I 'I I I I i 1 1 I 4a T' fi _ I I I I 4 - -_ ^I - I + I I j I ,I - i I �I I I I6 .I II r, C3�� I I I , I I C I I 1 I d, I i+ I I� I s it - I I #IAs WE I 1 I .■ � =100' SCALE 1"=100' I 1 0® D PLACE TESC MEASURES AND MARK BITE AND OFFSITE CLEARING UNITS. A-7 .INSTALL DOWN STREAM OFF -SITE DRAINAGE IMPROVEMENTS. A2 •SA LCUT AND REMOVE EX. ACP SURFACE IN EX."Q"STREET • INSTAU ROAD & ALLEY DRAINAGE NETWORK* GRADE OFF SITE ROAD IMPROVEMENTS. • INSTALL BASE COURSE, CSTC & ACP FOR ALL ROADS & ALLEY. • FORM AND INSTALL ALL CONCRETE CURB GUTTER & SIDEWALK AS NOTED ON PLANS. • INSTALL OFF SITE ACP AND ASPHALT. A 3 •GRADE SITE, ACCESS DRIVES AND DRIVEWAY ENTRANCES. • INSTALL SITE DRAINAGE STRUCTURES. • INSTALL HOTEL FOUNDATIONS AND SITE RETAINING WALLS. • OIG TRENCHES FOR POWER, DRAINAGE AND WATER TO HOTEL. • INGTALL PIPE & CONDUIT AS SHOWN ON PLANS. • STUB OUT WATER SEWER GAS ELECTRICAL AND CABLE SERVICES. • BUILD HOTEL. • INSTALL ALL FEATURES AS SHOWN ON CML, STRUCTURAL, & ARCHITECTURAL P PANS. MAW 30TH STREET- 71MPROVEMENTS 7L203RZOTC P OMPACT NATURAL SOIL CORTES MUNICIPAL CODE NOTES AND COMPLIANCE q.EXISRNG CONWNONS SOPLAN 60NO1E3 DEMOLITION PLAN G]: PROJEGTSffE PLAN �: LANDSCAPE PLAN PROJECr GRADING PLAN C10: JOTH STREET DRAINAGE TPUNOVE SPROFILE STA M TO STA d+fiO C11:3MH 6TREET DRAINAGE IMPROVEMENTS STA dr50 TO STA 7450 c12:30TH STREET ROAD PLAN C0: ALLY MPROVEMEM PLAN & PROFILE C14: ALLEYIMP0.0VROVEME CTIDNS OI5:0 AVENUE MPROVEMEM PLAN S PROFILE C16:QAVENUE SECTIONS C1]: PARKING PLAN C10: DE6AIL5 c19: DETAILS PROJECT CONTACTS CIVIL ENGINEER SCHEMMER CONSULTING GROUP PLLC 301 30th Street, SUITE C ANACORTES, WA 98221 360.293,9006 360,708.4386 cell JAMES T- SCHEMMER, P.E. jt-schemmer@scgeng-com LANSCAPE ARCHITECT ECCOS DESIGN LLC, PATRIK DYLAN LANDSCAPE ARCHITECTURE & PLANNING 360-419-7400 800.508-2017-fax www.eccosdesign.com PARKS & RECREATION U SFORD JONN L N P ANACORTES PARKS & RECREATION 360-299-1953 jonn@cftyofanacortes.org GARY ROBINSON acortes.o a c' ofan rg 9 rY@ rtY Ix COLE JOHNSTON I� NI nicolej@cityofanacortes.org CITY OF ANACORTES _ ..._,_.._..__. MANAGER PROJECT MA •Bf 1. STEVEN LAN GE: .�K 6 office: 360-293.1920 i ff 360-661-3468 I cell. I fax 360-293-1938 P e-mail: stevel@cityofanacortes.org } 2. ROB FRISINGER: BUILDING INSPECTOR >`--- office: 360.588-8297 1938 fax: 360.293- e-mail: robf@ cityefanacortes.org 9 0 C ENGINEER ! `a 3. ERIC SHJARBA CK: ASSISTANT CITY - e-360.293-1920 offs . _ I fax: 360-293-1936 j - ADDITIONAL CONTACT INFORMATION 1, CITY OF ANACORTES STREET DEPARTMENT MAC JACKS ON: FORMAN _ office: 360-293-1921 - ffi I ITS_ >a 2. CITY OF ANACORTES WATER DEPARTMENT --._.. TERRY NEMETH: FORMAN office: 360-293-1921 3 COMCAST CABLE CONSTRUCTION C SE JONES. _ A Y 1,T cell: 425 508-7335 fax 360.527-8302 I e-mail: caseyjones@cable,comcast,com 4. CASCADE NATURAL GAS '}! TC1S..B DEWIGHT BELL office: 360-336-2189, ext, 4211 (8-5) after hours. 1 800-552-0615 fax 360336-2564 5, PUGET SOUND ENERGY TERESA LOOP cell: 360-941-2066 fax: 360-647-6518 e-mail: teresa.loop@pse,com VICINITY MAP:NTS PROJECT AREA SEPyp2018 crn of ANAc®RTES r = N d) C fn L Cu � N M I- Y Q J J U N � +0-• 07 .C-• � � CV 0 U ¢ d M 0) JOB NO. 17-091 SHEET ZONING: • THIS PROPEfiVI51fJGTEO WITHINTHE COMMERCIALZANE BDM NTYPE: • METING PLATTED PARCELS. THE PROTECT WILL REQUIRE A BOUNDARY UNEADIUSTMENTTO AGGflEGATETHETWOPARCELS I WOONE, fDMACTTHE PLANNING DEPARTMENT gEGAPDING THE BOUNDARY UNE ADIUSTMEMPROCESSAND gE4UIREMENTS. BLA IN FiNCEii WILL BE SUBMRTEDBY DAIf HERRWSTAD. TIGIARFAs: • <ONTACTTHEDUNNING DEPARTMENT REGARDING POSSIBLE CRITIGLAREAS gEgUIPEMENR NO CRRICALAPFAS HAVE BEEN FOUNDON SITE PERMIR: RIGMOFWAY PERMIT IS REQUIRED FOR WORN BEING PERFORMED INSIDE AND OUTSIDE THE TRAVELED WAY. THE PERMIT CAN BE LOCATED ON THE CITY OFANACOATFE WEBSITE, UNDER THE PUBLIC WORKS ENGINEERING DEPARTMENT.SONOTED. RIGHT -OF -WAN NO RIGHTDFWAY 15 BEING PROPOSED TO BE VACATED. PROJECT HAS SUFFICIENT RIGHT -OF WAY TO CONSTRUCT THE REQUIRED IMPROVEMENTS. SO NOTED. SEWER: • FOR ADORIONALSEWER INPO0.MATION AND DESIGN CRITERIA, SEETHE 3011 ED5 GTANDARDS,CHAPTERS-SANITARY SEWE0. • PROJECT CAN. BE SERVICED VIA AN EXISTING S-INCH CONCRETE SANITARY SEWER CONVEYANCE MAIN THE PU BUC ALL-EYWAY. PER Sl-10, REM C: SINCETHERE ARE MORE THAN 10.MMSTHE PROJECT WILL NEED TO UTILIZE AN B-INCH PRIVATE SIDE SEWER SERVICE AND T MUST BE CONNECTEDTOA SANITARY SEWER MANHOLE. IN THIS CASE, THE PROJECT WILL NEED TO INSTALLA SANITARY SEWER MANHOLETO SERVICE THIS PWPERTT. SO NOTED. SEE SHEET ci3. 3T•1:15 STORM WATER REgUIREMENTS FAIL VNDER; • pMCCHAPTERl8.30-ILLICIT DISCHARGE ANO CONNECFIONSTOTHE STORM WATER DRAINAGE MTEM,AND; • AMCCHAPTER I9.]6-STORM WATER, WHICH INCORPORATES THE 2012/160EPARTMfMOF ECOLOGY MANUAL • ASTORM WATERDMINAGE ANALYSIS WILL NEEOTO BE SUBMITTED FOR REVIEW ANDACCEPTANCE. SEE DRAINAGE REPoRT. • THIS PgOIECT IS NOTSERVEp BYASDFFlCIENT STORM THIS PROIER WILL NEEDTO DESIGN ANDCONSHWCTA NEW CONVEYANCE M41N OTHERS. SEEABOVE NOTE. If_n:1R PROPERTY CORNERAND OEEIGNEDTD. ALLOW FOR FUNRE EXTENSIONS BY STORM DRAINAGE WILL NEEOTO 8E PROVIDED FORALL NEW IMPERVIOUS ARUS, INCW DING gAVENUESOIRHANOTHEN TO THE PUBLIC All£Y WAY. SEE PROVE NOTE ALLEY WAY; 61NCH PRIVATE STORM DRAIN STUB WILL NEEDTD BE PROVIOED50 RGN BE EXTENDED BY OTHEP6INTHE FUTURE. BOTH NORTH ANDmUTHSIDEDFTHE PUBLIC ALLEY WAY. SEESHEETC33 TOC1A. O W • WILL BE PE4UIPEDTO SUBMIT ASTORM WATERDMINAGE ANALYSIS COVERING MINIMUM 0.EQUIREMENTSb1TOb9. U • THEJPROPOSED PROTECT WILLNEEDTO PERFORM WWNSTRGM ANALTSISTO DETERMINE IF THE EXISTING SYSTEM HASTHE GPACITY PORTHIS RROPOSEDSu801VI510N. • EVEWPER NEEDSTo gNTICIPATEA 3R0 PAgtt 0.EVIEW OFTHE STORM WATER DMINAGE gNALY515 ATTHE DEVEIOPERSCOSi. DTHE z PROTECT IS REQUIREDTO UTILIZE LOW IMPACT pEVELOPMEMTECHNIQUES.THE VICINItt MAP WAS REVISEDTO INfOgPORATE PROPOSED BID -INFILTRATION SWALES. THIS WILL RE4UIRE MOVINGTHE SIDEWAI%Fll RFHER J AWAY FROMTHf NPB UNETHAN W HAT IS REQUIRED BYTHE ANACORTFS MUNI4PALCODE. • DESIGNED AS SUCHTO PROVIDE WATER 4uAUTY FORALL NEW POLLUTANT GENERATING SURFACES. J • THE PROPOSED PRWECT WILLNEEDTO PROVIDE AN EgOSION CIIMROLPGN.SEESHEET6 UANDCS. U TMFFlC SEE SHEETS [] THROUGH Ci6. G HIS PROIECTTRIGGERSgTMFFIC IMPARANpLY515. ATTHETIME OFTHIS MEMO,THE IFVELOFANALYSIS HAS NOT BEEN DETERMINED. CONTACT ERICSWARRAC%1Cltt ENGINEER) AT 360.299.E=80 FOR ADORIONALINFO0.MATION. ZO • PEDESTRIAN FACILITIES ARE REQUIREDALONG THE FRONTAGEOFTHE PROJECT WRHACONNECTION TO COMMERCIAL � U • e-FaOTSIDEWAI%S IN COMMEPCMLZONES. � 0 • IDEWALKS IN THE RA 20NE5. • APPUGBIFWSDOTSTANMPDSANDOETAILSWILLAPPLV- U'^) vJ Z W Q • PpOVIDINGATPAFFICCOMROLPIANINPREMMDTCDMANUAL)PRIORTOANY[ONSTRUCTIONTAKINGPLACEFORACCEPTANCEBYTHECIttOFANACORTESCIttENGINEER50NOTED. STREET UGFRING IS REQUIRED, PER ANACORFES MUNICIPALCODE ifi.20.060-STREETSANO ROAD$, PERTHE CITY ENGINEER.A MINIMUMOF2 DGM$ WILLBE REQUIRED.Ai GCH INTERSECTION. FINAL IOGTpNSTO BE WORKED U) V OUT WITH CITY OF ANACORTES. �/ LL. J w EET:50 NOTED, F� r •. WpADDITIONPISTNEET INFORMATION AND DESIGN CRITERIA, SEETHE 2011E055TAN0ARDS,CHAPTER}STREET. PER AMC I9-2A-300. ALLIMPROVEMENTS REQUIREDSHALI BE EXTENDED AS NECESSARY TO PROVIDE ASMOOTHTRANSITION WITH EXISTING IMPROVEMENTS BOTH IATEMLLY ACROSSTNESRYEET AND LONGfNDINALLY UP ANO < O DOWN THE STREET FOR DRAINAGE, VEHIGIIARAND PEDFSlRIAN TFAFFIC PER AMC 16.32THE COMMERCIALACCESS RIGHT-OFWAY WIDTH I560-FEET.THIS PROPERTY IS IOGTED IN AN AREA WITH A DEDIGTEDBO-FOOT RIGHT-OFWAT. rv0 flIGHF-OFWAY WILL NEEOTO BE DEOIGTED PS PAILT OFTHE PROPOSAL • PEP AMC 16.32 COMMEpCIALACCESS PEQUIRESA4GFOOT ROAD,CURB; GUTTEPAN051DEWAU(WITH PARKING DN DOTH SIDES. • 3OTHGTflEET FPOMAG E; THIS PPOJ ECF IS RE4UIREDTO PROVIDE%IMPROVEMEM STREET IMPROVEMENTS. • 30THSTREETOFFSITE; THIS PROTECT 15 PEgUIREDTO CONSTRURTPAFFICCURBANDGUTTERTO COMROLSTREET FLOW PUNOFFTOTHENEWLYINSTALLED ORAINAGESTRURUR6. • ggVENUE; THIS PROTECT IS REgUIREDTO PROVIDE FULL WIDTH STREET IMPROVEMENTS FORSTREETDMINAGE PURPOSES. • SIDEWALKSTO BE LOGTED6FEEF FROM BEHINDTHE RACKOF CURB, UNLESS BID -INFILTRATIONS IS PROPOSED FOP LOW IMPACT DEVELOPMENT. • STREET TREES; CONTACTJONN WNSFORD@36D.299.1953, PAPKS0EPARTMENT FORA UST OF qtt APPPOVEDSTREEFTREES. • SEE EDS STANDARDS,[HARER3-STREETS, SERION STR38.2 REGARDING STREETTPE6AN0 ROOT BAgRIER RE4UIPEMENIS EET:IAu9r wgvl • FORADDITIONALSRtEET INPORMATIONAND DESIGN CRRERIA,SEETHE 2011 EOS STANDARDS,CHAPTERS-STREET. • SEE CHAPTER 3-STREETS, SECTION STR-15 ROADWAY STRUCNML REgLIIREMENTS. • ASPWILT PAVING IMPROVEMENRARE REgUIREDTOA WIDTH OF 20-FEET, PERAMC36.32 PgOVIDFDTO PPpPERIY LINE;EMIRF 16 FiALLEY SPAVEOTO COMMERCIAL • PB COMAR CITY OFANACORTESSANRATION DEPARTMENT M4TT KOEGELAT 360.293.1921 FOR FURTHERINFORMATION ASTHE DESIGN MOVES PORWAPD.50 NOTED ATEq: • PORADDITIONAL WATEfl INFORMATION AND DESIGN CRRERIA,SEETHE 2D11 E0.55TANDARDS, CHAPTER6-WATER. • THERE IS NOCRY OF gNACORTES WATERTHAT SEavICESTHiS PROPERTY.4N8'001 PIPE WILL BE PROVIDED FWMCOMMERCNLTOTHE PROPERTY. • THE PflO1ER WILL NEEDTO DDA WATERSYSTEM DESIGN AND CONSTRUCTA WATERSYS?EMTO SERVICETHIS PROTECT. PROJECT MAY REQUIRE A DETECTABLE DOUBLE CHECK WHETHER IT 15 EX'FERNALTO THE BUILDING OR INTERNAL, CONTACT TERRY NEMETH AT 360.661.3519 FOR APPUCJBIE REQUIREMENTS. A DETECTABLE DOUBLE CHECK VALVE 5 PROMEED EMERNALTO THE BUILDING. RECDVERAGE: • CONTACT JACK KENNEDY,ASSISTAM FIRE CHIEF AT 360.293.1825 REGARDING FIRE COVERAGE REQUIREMENTS MR THIS PROIER. • PAOPEKTV DOES NOT HAVE SUFFICIENT FIRE COVERAGE. AS PART OFTHE WATER SYSTEM DESIGNTHE PROJECT WILL NEEDTO INSTALL FIRE HYDRANTS AS NECESSARY. SO NOTED. THIS PROJECT WILL NEED TO OBTAIN THE SERVICES OF END PARTY COMPANY TO DETERMINE THE ACNALAVAIIABLE FIRE FLOW INTHE AREA . DEPENDS ONTHE PRESSURE ZONE USED. CONTACT TERRY NEMETH AT 360.5613539 FOR PRESSUREZONE INFOPMATION.]0 psi I54VAIIABIE. SEE ANACOFTES MUNICIPALCODE, 3ECIlON S6.20.OBO-UTILITIES FOR REQUIRED FflANCHI5E0 UTILLTIESAS WELLASCItt OFANACORIES UTIUTIF5.50 NOTED. FDR GNDSGPING AND IANDSGPE REQUIREMEMS,SEE PLANNING pEPAftiMENi. MAIL PO%ES ISEE CHAPTER 3-STREETS,SECTION STR-191; Wq MAILBO%LOGTIONS, CODPpINATE IDGTION, TYPE AND52E WITHTNE ANPCOftiE3 POST MASTERTHEACCE55 AND ARCS AROUNOTHE MAILBO%ES.NEEDTO MEET AO4 PE4UIREMENis.50 NOTE0. ENCROACHMENTS ISEE CIWPFEfl 3-STREETS, SERION STR-38.31; PRIORTO ANY PIACEMENTOFgNY 84RRIGDES, MATERIAL EARTH, GPAVE4 POCK,OEBRIS OP ANY OTHER MATERIALORTHINGDVER, UNDER OR UPoNTHE PUBLIC RIGHTOFWAY OR EASEMENt, AN ENCROACHMENT AGREEMENTSHALL BEOBTAINED FPOMTHE Cltt OF ANACORTES. SO NOTED. SEETHE ANACORTES MUNICIPAL[ODE, SECTION 1230 FOR ADDITIONAL INFORMATION REGARDING THE ENCROACHMENTAGREEMEM AND PROCESSES. w V LL �1 M O OU UJ C Y Q U J J a QU 7 O N (O Uo$ M (D O � C N L U JOB NO. 17-091 CAD PILE: 17-091-ecX J PLOT DATE: 09232018 SHEET 30TH AND Q AVE H®TEL !i I 0( h Street J x U 1 DITCH 819 3001 3003 3005 II I I In II I I II ul II II I I I II h I II I I I II I LL I. I I K' 6'clw I N� C *631 78 PT v 2I` N SCALE 1"=20' o 20 Str � 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 DI LEGEND p 6URVEY CONTROL POINT • 6ANITMY SEWER MANHOLE ❑D CATCH BASIN OR INLET UIIIITY POLE f— UTINTYPOLEWn GUYANCHOR TELB TELEPHONE RISER BOX oB MaLBDX FH TRAFFICSIGN TJ FlRE HYDRANT BURIED FIBER OPTIC (PANTED) BURIED NATURAL GAB LINE (PAWED) BURIED TELEPHONE OR WMMUNICATON NNE(PANTED) EOP EOGEOFASPH T � 6'clw I N� C *631 78 PT v 2I` N SCALE 1"=20' o 20 Str � 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 DI LEGEND p 6URVEY CONTROL POINT • 6ANITMY SEWER MANHOLE ❑D CATCH BASIN OR INLET UIIIITY POLE f— UTINTYPOLEWn GUYANCHOR TELB TELEPHONE RISER BOX oB MaLBDX FH TRAFFICSIGN TJ FlRE HYDRANT BURIED FIBER OPTIC (PANTED) BURIED NATURAL GAB LINE (PAWED) BURIED TELEPHONE OR WMMUNICATON NNE(PANTED) EOP EOGEOFASPH T � J N O J W � � N � c t Q ca t N N Y Q J J a QU 6) N C) O = N O Ucnrn0 � N > N y to o t o M U M U �oQT. a M a� v JOB NO. 17-091 SHEET CAD FILE: 17-091-ecX PLOT DATE: OB/232018 G3 aP 19 30TH AND Q AVE HOTEL _ I I to of w ------------ y , -- -_ w 1 6'ACW I I ` 1 I I I - i P� Del # i I II 3 3�0 jb03 it 0 /� z it it I I�IY 4 I II 5 i� vil it ii 3002 PP�QI6117 To It li - - II - "� ➢ II 11 II I II II I I 11 1 --- -- � !i I L� 636-C13_ OFh Str U �7�:t I DI I I I - i P� Del # i I II 3 3�0 jb03 it 0 /� z it it I I�IY 4 I II 5 i� vil it ii 3002 PP�QI6117 To It li - - II - "� ➢ II 11 II I II II I I 11 1 --- -- � !i I L� 636-C13_ OFh Str U �7�:t I DI I I J N O J W ) >(6 C (n L ¢ w N : 0 M N Y Q LEGEND Q SURVEY CONTROL POINT , I I "� ❑D C.ATCHHBBASIEV.ERMET J f_ 10 I l _ _ _ I III unuTr Pole d I l y 1508I unurr PaLEvnrH curANcrloR _ -} I I4 I \. _.._ _ -- - .. _._NEW _ ;` INV. 26' CL TELg TELEPHONE RIBER eox O=^ O N O /EL 31Ij'0�� S J - Tu c2 V MAILBOX b0 TRAFFlCSION V M I 1- FH M 6" ,, 0th Street _ rs FlREHYDRANT 1 c=i —� SCALE 1"=20' BURIED HBEF OPTIC(PAWED) N > N • _-. _. _ 6 Dt W 9 BURIEDNATURALGASUNEIPPINTED) y � Vl O DITCH \ /% 2768 I N v NV.04.7 6®0 EOP FUCEOFAsBURIM��HONEORMMMUNIcIONUNEIPANTE01 U O p M PPALT CL — u I I M a — — T — / 1 1-1--,r---t--- -- 11 j I I t - - - - of t - y - - - - - - - - J I I' Ili V .c n - -- I �i it r_-- i _--'_---fi--- l__._� _ I , �t� • Ill U !>7 — 6s1 7e PT I I c .' I � I 89 I L' l I 811 i i NI 16 JOB NO. 17-091 SHEET CAD FILE: 17-091-ecX PLOT DATE: 08/232019 C3 OF 19 30TH AND Q AVE HOTEL R T M 4-�U1, fn'7 i 1 i AF 12 10021100.9 III I I I Iio P _ITT ET I (I� FND REBAR & I ji t_ , oll I 1 f r � -- : i I i „1B o, iT I tB I —�1 _ � PP I i AR VADIA ;t 1.'`i I � PP � P� I 010�' SpUTH P II , I 6'CIW N IN 510 MTV. 26" I �U _7 r---I I -----I---- - -- _ - I _- �--'�------'� - -1- I +nail ,O, Imo. I 78 PT I I �� I II rl I I I I I I 89 I i �i 811 it i i III ERQSLQN:AND SEDIMENT Q3M0LWQT w5.:: A 1. FROM OCTOBER1'THROUGHYAPML30,NOSOI:SSHAULREMMNEYPOSEDANOUNJIORK®t:W3d%kBPETHAM1 DAYS. FROAtMAY1.THROUGHSEPTOMBER30,NOSORSSHALLREMAINUPMEDANDUNV:b MFGHfa">REtH NSEVEN DAYS, 2. SOIL SHALL MANAGED IRA MANNER THATDOES NOT PERMANENTLY COMPACTOR. DEMRIIMIAIMTHEFINAL SOIL AND LANOSOAPESYSTEM. WWBNRBMICEANDIORCOMPACTIONOCCUR9HEIMPRGTM DEtTNRECfEDATTHE END OF 1}1ECONSTRUCf1OEfACTIVRI': TMS.SHALL'IN0.lAETHEiIES'R)RATONOFSOICDEPlFh: SOOLOUMUTYI PERMEABILITY, AND PERCENT'ORGMHICMATTER. CONSTRUCTION PRACTICES MUST NOT CAUSE DAMAGE TO CRTYOMPRCMISETHE DESIGN OF PERMANENTLINDSCAPE OR INFILTRATOR AREAS, 3. LOCATE ANY SOIL RUES AWAY FROM DRAIUGE SYSTEMS. SOIL PILES SHALL BE TARPED OR MULCHED UNTIL THE SOIL IS EITHER USED OR RER10VE0. PR ES SHALLBE^aRINTE650'TiAT SEDIMENT DOES NOT RUN INTOTHE'STREETOR ADJOINING YARDS: - q. R@MQfE'E%CESSSDIL FROM THESRH'AS SOOHAS POSSIBLE AFTER BACKFILLINCL. *MSNLt£UTANAIEANY SEDIMENT LOSSFROM SURPLUSFILL B. TIHECONSIRUCTION ENTRANCESHALL BE STASH 17m WHERE TRAFFIC WILL BE UEANINaTI CONSTRUCTION SITE AND TRAVELWG ON PAVED ROADS OR OTHER PAWO SURFACES, B.PRONDE FOR PERIODICSIHEETCLEANINGTOREMOVEp SEDIMEWT TMAYHAVEBEQI'fRACKMOUT. SEDIMENT sHgLLeE REMOVEDBYSHOVEUNGORSWEEPINGANOCAREFULLYREMOVEDTOASWTABL£G SAt MR WHEREIT WLL NOT BE RE{RODE0. T. SAWCUTIING SLURRY, CUTTINGS, AND PROCESS WATER SHALL NOT DRAIN TOANY NATURAL OR CONSTRUCTED DRAINGE CONVEYANCE. COLLECTED SLURRY AND CUTTINGS SHALLBE DISPOSED OF IN A MANNER THAT GOES:NOTMOLATE GROUNDWATER OR SURFACE WATER QUALITY STANDARDS CLEANING WASTE DEBRIS SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF WATER. IF THE AREA IS SWEPT WTH A PICK-UP SWEEPER, THE MATERIAL MUST BE HAULED OUT OF THE AREA TO AN APPROPRIATE DISPOSAL SITE. 0. CONCRETE TRUCK CHUTES, PUMPS, AND INTERNALS SHALL BE WASHED OUT ONLY INTO FORMED AREAS AWAITING INSTALLATION OF CONCRETE -OR ASPHALT. UNUSED CONCRETE REMAINING IN THETEUCK AND PUMP SHALL BE RETURNED TO THE ORIGINAL BATCH PLA.NTFOR RECYCLING. HAND TOOLS SHALL BE WASHED OFFODILY INTO FORMED AREAS AWNING INSTgLLATON OFCONCREM OR ASPHALT, WHEN NO FORMED AREAS ARE AVAILABLE, WASHWATER AND LEFTOVER PRODUCT SHALL BE CONTAINED IN A LINED CONTAINER, CONTAINED CONCRETESHALL BE DISPOSED OF IN A MANNER THAT DOES NOT VIOLATE GROUNDWATER OR SURFACE WATER QUALITYSTANDil 9.OPERATONAL SOURCE CONTROL BMPS: 9.1 ASSIGN ONE OR MORE INDIVIDUALS TO BE RESPONSIBLE FOR STORMWATER POLLUTION oNTROL. HOLD REGULAR MEETINGS TO REVIEW THE OVERALL OPERATOR OF THE BMPS. EST tSUSH RESPONSIBILITIES FOR INSPECTORS, OPERATION AND MAINTENANCE, AND pVAIIABIUTY FOR EMERGENCY SITUATIONS. TRAIN ALL TEAM MEMBERS IN THE OPERATOR, MAINTENANCE AND INSPECTIONS OF BMPS, AND REPORTING PROCEDURES. 5.2 PROMPTLY CONTAIN AND CLEAN UP SOLID AND LIQUID POLLUTANT LEAKS AND SPILLS INCLUDING OILS, SOLVENTS, FUELS, AND DUST FROM MANUFACTURING OPERATIONS ON ANY EXPOSED SOIL, VEGETATION, OR PAVED AREA. 9.3 SWEEP PAVED MATERIAL HANDLING AND STORAGE AREAS REGULARLY AS NEEDED, FOR THE COLLECTOR AND DISPOSAL OF DUSTAND DEBRIS THAT COULD CONTAMINATE STORMWATER. DO NOT HOSE DOWN POLLUTANTS FROM ANY AREA TO THE GROUND, STORM DRAIN, CONVEYANCE DITCH, OR RECEIVING WATER UNLESS NECESSARY FOR DUST CONTROL PURPOSES TO MEETAIR QUALITY REGULATIONS AND UNLESS THE POLLUTANTS ARE CONVEYED TO A TREATMENT SYSTEM APPROVED BY THE LOCAL JURISDICTION. 9.q PROMPTLY REPAIR OR REPLACE ALL LEAKING CONNECTIONS, PIPES, HOSES, VALVES, ETC. WITCH CAN CONTAMINATE STORMWATER. 10. SILT FENCES IN COMBINATION WITH STRAW WATTLES, SAND BAGS, GRADED BERMS OR INTERCEPTOR SWALES SHALL BE PLACED ALONG THE BELOMEGRADE PERIMETERS OF THE POROUS PAVEMENT AREAS WHILE THEY ARE UNDER CONSTRUCTION, TO ELIMINATE ANY INFLOW OF SILT, SEDIMENT OR DEBRISIADEN RUNOFF INTO THE INHLTRATON BEDS OF uj THESE FACILITIES. A A CERTIFIED EROSION AND SEDIMENT CONTROL SUPERVISOR IS REQUIRED. THE ESC SUPERVISOR MUST HAVE ATTENDED AND EROSION AND SEDIMENT CONTROL CLASS WITHIN 3- YEARSFROMTODAY'SDATE. MUS PROVIDE CERTIFICATIONC TPTROU AID. B. THE CERTIFIED EROSION AND SEDIMENT CONTROL SUPERVISOR WILL OVERSEE AND BE RESPONS BLE FOR ALL EROSION CONTROL HE FACILITIES S I I L THALL BE INSPECTED DAILY AND MAINTAINED TO ENSURE PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS ANO AFTER EVERY SIGNIFICANT STORM EVENT OF THE ESC FACILITIES DURING THE WET SEASON (OCTOBER 1 TO APRIL 3D). MONTHLY REVIEWS DURING THE DRY SEASON (MAY i TO SEPTEMBER 30), WRITTEN RECORDS SHALL BE TURNED INTO THE PROJECT MANAGER OR INSPECTOR ON A WEEKLY BASIS AT THE WEEKLY SCHEDULED PROJECT MEETINGS. C. SHALL BE IN PLACE PER THE APPROVED SET OF PLANS PRIOR TO ANY CONSTRUCTION START. D. THE EROSION CONTROL SHALL BE INSPECTED ONCE A DAY AND MODIFIED TO MEET THE SURROUNDING CONDITIONS AS NEEDED. E. PROVIDE A SIGN DISPLAYING A 24HOUR CONTACT NUMBER AND NAME OF THE ESC SUPERVISOR. THE LETTER SIZE SHALL BE A MINIMUM OF 2" LETTERS THIS SHALL BE IN PLACE PRIOR TO CONSTRUCTION START. REMEMBER THE LOOK OF THE SIGN WILL BE REFLECTION OF I THE CTOR S STEM A DEVELOPER AND DEVELOPMENT. F. THE STORM DRAIN SYSTEM AND EXISTING DITCHES SHALL BE CLEANED DAILY (SECTION 7- 07.3). ALL DRAINAGE SYSTEMS SHALL BE CLEANED TO THEACCEPTANCE OF THE CITY OF ANACORTES PRIOR TO ACCEPTANCE OF THE PROJECT. G. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED DURING THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED SUCH AS WASH PADS TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN. NO MUD IS ALLOWED TO ENTER ONTO C STREETS. m ET . H. ANV SOILS EXPOSED THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON OR SEVEN (7) DAYS IN THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS (SEEDING, MULCHING, PLASTIC COVERING, ETC.) WEEKS PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1), ALL DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH ONES CAN BE SEEDED N PREPARATION FOR THE M/INTER RAMS. DISTURBED . A SKETCHSHALL BE MAP SEEDED EWITHIN AREA ONE 1 SWEEK OF THE BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE PROJECT MANAGER. THE PROJECT MANAGER CAN REQUIRE SEEDING IN ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT PROPERTIES OR DRAINAGE FACILITIES. J. PENALTIES FOR AN EROSION CONTROL VIOLATION ARE SUBJECT TO A $300 TO $1000 FINE UNDER CHAPTER 17.66 - PENALTIES FOR VIOLATION. EACH DAY IS CONSIDERED A DIFFERENT VIOLATION. TESC SYMBOLS © BMP C101: PRESERVE NATURAL VEGETATION HO BMP C103: HIGH VISIBILITY FENCE CE BMP C105: STABILIZED CONSTRUCTION ENTRANCE N� BMP C106: WHEEL WASH CS BMP C107: CONSTRUCTION ROAD/PARKING AREA STABILIZATION S� BMP C233: SILT FENCE SE BMP C120: TEMPORARY AND PERMANENT SEEDING © BMP C151: CONCRETE HANDLING PP BMP C152: SAWCUTTING AND SURFACING POLLUTION PREVENTION 1v�D BMP C153: MATERIAL DELIVERY, STORAGE AND CONTAINMENT © BMP C154: CONCRETE WASHOUT AREA CL BMP C160: CERTIFIED EROSION AND SEDIMENT CONTROL LEAD SC BMP C162: SCHEDULING IP BMP C102: INLET PROTECTION O J W a Q C (n L O 0 M LI! U M Cc a Y Q 21 2 t, U J J d QU N N C3 O = N O 7 N O N (n (C) O C M U o o_ (Li U C JOB NO. 17-091 SHEEP CAD FILE: 17-091-ecX PLOT DATE: OB/232018 C4 QF 19 � i STANETGP TE r SSJFtO`, sTE��wm Iffudaft SIEELTWMST 2R2wGGP 1 ( 5BeM'N`TEENSIIING EsT,� RHrWSTAI`�n. nessewA I` w Eax _ . �, ELEVATION .�yy �" s ip �AArosf TYPICAL SECTION ISOMETRIC NOTE 1. po.t.nan nave Sufficient sbengal and Eumbaey b aupPan One once through me 0% of me project FENCE ON SLOPE R MarT MARK W. MADRER XIGX VISIBILITY FENCE STANDARD PLAN 140.1"'ll SHEET I OF I SHEET PROARM FOR Pasco SakotichP111 row 09-11-09 wwi es aTmw.r.i 9 iM Slit hnoe To Pont allphty upalope Be proveM o ng Smund ma ends of one bnsa. In accatlRace wim Standard SpeclBcagoM 1�pi.3(101. er be plerad In low spoil or Bump Iooellons. It ad In taco w sump emu, ms hnm may need is be n Ins Pyect Engineer approves me betel adon. parolbl m mapped contour line. d ANDRA L. SALISBGRY CONTIN14TE No. MINI PAwcro "Pi —_ •SILT FENCl. STANDARD PLAN I40.1S-02 FOR dno oyETUP. Es INGTNRoupn TIEFENCEATTNE 1r2W3 Pen Sakatich 0/ROAND SPLICEDEFAn. cvmOO Pom aNgwrp ww.N..., .. aT CAD FILE: 17-091-ecX PLOT DATE: 08232018 Re SILT FENCE DESIGN a�N.PVH FetlM$ I I � " -ENOTTrleniuFervvElrr, marlFENCR 0\S�� 00 COMPOST BERM DESIGN NpIC. Paton misrmaaBawnlala�sdgani �. soa�m BOT.3p4stl 6h19(t$.. - � NDTER 1. Sias ma BNae Inlal Grob Deface (BIGD) ror are some water eburolro g vnll aervi®. 2 The BIGD shall have a boron) hlgn-gox WW system (wregm bypass). 3. The mbieval eysYan Mat MINI removal or IM BIGD wlmola spillingme mllartetl malenal. 4. Psalms esntenance in aagCNlm with Shntlerd SWONSon U1.3(15), ORAIw.uE GR.Are � �x =O GN.BTE FRATrE- �. _ REOTANGOI.a awa"e NN NbGaRx t Q N evERFLmNarRAEa �-- G'I-BaTaYaNtETGWAreoEvw Oa/ -�i W F, W N I Y Q sXpCnOONaN EBw aEl,„NmEETaRATEbEN,GE-- \� p � aEl�eor,a.PAm,,.P, ISofE1BCMER STORM DRAIN INLET PROTECTION STANDARD PLAN 11a0.20.08 Pasco Sakouch M bAT OOL2607r � wmu.a.a1. au.aF..w U J J a QU 7 0) N (D i�cnoo �— N N (n CO U o � `mom c= E o Q d M 0) L JOB NO. 17-D91 SHEET C5 DF 19 i -pg _,J I #1 3 5 65 I 0 2758> ) - INV.2.7' a� I a� ) Q� 6" �L E T - 2757 - 3' U � I • 11 I I I, N INNC MNNI MENT I 15 y� 1 r 1I 18 19 A ---=---- _;__I-- -_ - NO MASK~----- r M 1 4-201t4b' REMOVE 3 SF FXISTING QRAVELANDACPL` 1 YG.RJ_N I0 � it i �� \ L + (30TTF s / RE5FIRFACE PV 111M�1 nlr, Oih Stye_ REMOVE EXISTIN 6' O WATE DIT itIf I i -- �, - -REMOVE EXISTINII GO G� PIPE _ - I ii I p ; ( - - - �--- 1 - T _ l I I' �I� I ._1 Q I� I' I' I't I'� - P n _ I �. 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When the uplift on the pipe or structure exceeds the downward force of the weight and load it carries, the pipe (or structure) will rise or heave. Where flotation is a possibility, proper installation and/or anchoring of the pApe is critical. This document provides an analysis on minimum cover heights required to prevent pipe flotation for HDPE pipe sizes 12"-60". Buoyant forces due to Controlled low strength material (CLSM) will also be discussed. Hydrostatic Uplift Due to a High Water Table Buoyancy becomes an issue in buried pipe when the groundwater encroaches into the pipe zone. For projects where a high groundwater table or water surrounding the pipe is expected, precautions should be taken to prevent the floatation of HDPE pipe. Under the right conditions and when increased cover heights are possible, providing a minimum amount of cover will help prevent flotation. The vertical hydrostatic uplift force, U, due to the water table can easily be calculated from Equation 1 below: U= � D28W (1) 4 where U = Ib/linear ft of pipe D = O.D. of the pipe in question, ft. SW = unit weight of water = 62.4 lb/ft' This hydrostatic uplift force must be balanced by soil overburden and the weight of the pipe in order to ensure that the pipe will not float. Soil loads experienced by a pipe at varying water table depths (Wso;i) can be calculated from Equation 2, Figure 1 illustrates each of the three cases seen in field installations where buoyancy becomes a concern, and also clarifies all of the parameters contained within Equation 2. Wsod = SdryHdryD + (bsat- sw)(Hsub+ 0.1073D)D (2) where Wso;; =weight of soil overburden, lb/linear ft of pipe bdy =dry unit weight of the soil, Ib/ft3 Hdry = depth of dry soil, ft. Hsub = depth of submerged soil over top of pipe, ft. bsat = saturated unit weight of the soil, Ib/ft3 bsat - Sw = submerged unit weight of the soil, Ib/ft3 4640 TRUEMAN BLVD. HILLIARD, OH 43026. (800) 821.6710 - www.ads•pipe.com � 1 uttt�r� Q— WATER TABLE Figure 1 Installation Conditions for Possible Flotation of HDPE Pipe BEDDING (a) Water table at pipe crown .. i \ Hoar -- - - - - - TABLE Hsue BEDDING (b) Water table exceeds pipe crown elevation The typical weights (WP;Pe) and average outside diameters are shown in Table 1. Table 1 Approximate Weights of Dual Wall HDPE Pipe Nominal Diameter in. mm Nominal OD in. (mm) Weight Ib/ft (kg/m) 4 100 4.6 117 0.44 0.6 6 150 7.0 178 0.85 1.3 8 200 9.5 241 1.5 2.2 10 250 12 305 2,1(3,1) 12 300 14.5 368 3,2(4,7) 15 375 18 457 4.6 6.8 18 450 22 559 6,4(9,5) 24 600 28 711 11.0 16.4 30 750 36 914 15.4 22.9 36 (900) 42 (1067) 19.8 (29.4) 42 1050 48 1219 26.4 39.3 48 1200 54 1372 31.3 46.6 60 1500 67 1702 45.2 67.3 (c) Water table is at ground surface 4640 TRUEMAN BLVD. HILLIARD, OH 43026. (800) 821-6710 — www.ads-pipe.com 2 Imo'' I = URRVAA The minimum depth of cover (H) required to resist uplift can be calculated by equating the sum of the downward forces to the sum of the upward or buoyant forces. While there are varying methods to account for soil load distribution on the pipe, for conservative minimum cover requirements, the soil load is assumed to be the soil column directly above the outside diameter of the pipe as illustrated in Figure 2(a). Therefore, minimum cover is calculated using Equations 3 and 4 below: where Wp;pe =weight of the pipe, Ib/linear ft of pipe H = Hdry {' Hsub (4) Figure 2 Forces Affection Flotation (a) Soil Column Loading Conditions (b) Prism Loading Conditions Table 2, below, provides the calculated minimum cover requirements to prevent flotation of HDPE pipe. Table 2 Minimum Cover* To Prevent Flotation of Dual Wall HDPE Pipe Nominal Diameter Minimum Nominal Minimum *For structural purposes, a minimum cover of 12" shall apply for 4"-42" pipe, and 24" for 48"-60" pipe. 4640 TRUEMAN BLVD. HILLIARD, OH 43026. (800) 821-6710 — www.ads-pipe.com 3 ittaLVAPM The following assumptions were used to determine minimum cover requirements listed in table 2. For applications where different installation conditions are present, the possibility of flotation should be reviewed based on the specific project conditions. 1. The pipe is assumed to be empty. This not only simplifies the calculations but creates a condition that would encourage flotation. Unless the system is constructed to be watertight, this condition would not likely be found in an actual installation. 2. The outside diameter of the corrugated pipe was used to determine soil and water displacement. 3. Saturated soil density used was 130 pcf which is typical for many saturated soil mixtures. Soils of greater densities will reduce the chance of flotation. 4. The water table was assumed to be at the ground surface, as illustrated in Figure 1(c), simulating a fully saturated soil. This assumption creates a "worst case" condition to yield more conservative results. Example 1: Calculate the minimum depth of cover required to prevent 48" N-12 from floating when the water table is at the top of grade. The dry and saturated unit weights of the soil are 110 Ib/ft3 and 130 Ib/ft3, respectively. .SOIUtIon: U � WSoil + WPlpe Wp;pe = 32.0 Ib/ft (from Table 1) The water table is at top of grade, so Figure 1(c) applies. Since Hdy 0, the first term in Equation 2 is eliminated: Therefore, Wso;; _ (130-62.4)[Hs�b + (0.1073)(4.5)](4.5) + 32 = 304.2 Hs�b + 146.9 + 32 Equation 3 then yields: 992.4 = 304.2 Hs�b + 178.9 .. Hsub = 2.67 = 32.1" Finally, calculate minimum cover from Equation 4: H = Hsub = 33" The above calculations are conservative. The angle of internal friction of the soil, �, and the coefficient of lateral earth stress, Ko, are not accounted for in the above equations. These parameters are best left to the geotechnical engineer. If these parameters are added to the above calculations, the depth of cover required would be reduced. If adequate soil cover cannot be obtained to prevent pipe flotation, an alternate method of stabilizing the pipe can be chosen. Some examples are shown in Figure 3. (a) Geotextile wrap Figure 3 Pipe Stabilizing Alternatives �T CONCRETE WEIGHT (b) Concrete collar or precast swamp weight COMMERCIALLY AVAILABLE SCREW ANCHOR ASSEMBLY (c) Screw anchor 4640 TRUEMAN BLVD. HILLIARD, OH 43026. (800) 821-6710 — www.ads-pipe.com 4 Mr %� o-. Uplift Due to CLSM Backfill Controlled low strength material (CLSM) is flowable fill which usually consists of Portland Cement, sand, water, and fly ash. Uplift due to CLSM backfill can be calculated from Equation 5. U _ AdispSCLSM (5) 144 Where, Ad;Sp =Area of pipe displaced by CLSM, inZ ScLSM = Unit weight of CLSM, Ib/ft3 U = Uplift due to CLSM backfill, lb/in Due to the vast differences in the unit weights between water and CLSM, CLSM uplift can be greater than two times that of hydrostatic uplift. When backfilling with CLSM, the absence of soil overburden will cause the pipe to float. Therefore, the pipe must be anchored to remain on its intended alignment and grade. This is commonly done by anchoring rebar in an X-pattern over the top of the pipe and into the side walls of the trench, by utilizing dry CLSM material as anchors, or by other types of commercially available anchors. Spacing of support anchors can vary depending on pipe diameter, height of CLSM lift, and anchor type. The Engineer's design should take these factors into account so to maintain the intended pipe grade. The maximum spacing between anchor supports should not exceed 10 feet. In this manner, pipe is supported at each joint and at the midpoint of each length of pipe to ensure adequate stabilization. After determining the spacing between pipe anchors, an anchor type must be chosen based on the required restraining forces to prevent flotation. Due to the variations in CLSM mixtures, in -situ soil densities, and the restraining force of the anchors, a geotechnical engineer should evaluate the project -specific conditions to determine the required anchor type and spacing to prevent flotation. Conclusion Many instances pipe flotation may simply be addressed with adequate cover, in those situations where adequate cover cannot be achieved, alternate methods for restraining the pipe are available. Even under the significant uplift conditions of placing CLSM, the pipe's embedment grade and alignment can be maintained using anchors. 4640 TRUEMAN BLVD. HILLIARD, OH 43026. (800) 821-6710 — www.ads-pipe.com 5 Single Wall HDPE Pipe IG 1.02 January 2008 The recommendations presented here detail how to install a dependable subsurface drainage or groundwater control system. Installation with proper backfill materials, compaction levels, and placement procedures are essential to achieve long term system performance. These recommendations assume that the drainage designer used design criteria available from ASTM F449 and ADS. The designer should discuss installations involving conditions not covered by these documents (poor soils, high loads, or other factors that may affect the performance of the system) with an ADS representative. Backfill Selection • Only native soil meeting class I, II, or III as described in Table 1, are acceptable backfill materials. • Class I materials can be dumped around pipe. Lightly tamp or knife to ensure voids are eliminated. • Non -cohesive sand, sand/gravel mixes and other Class II or III materials must be compacted to remove voids. • For pipe with burial depths 8' or less, compaction may not be necessary, provided the trench bottom is shaped in accordance with Figure 2. Table 1 Classes of Embedment & Backfill Materials Soil Classification Min. Compaction ASTM ASTM Required (Std. Description D2321 D2487 Proctor Density M Graded or crushed stone Class I Dumped Crushed gravel Well -graded sand, gravels, Class II GW 85% and gravel/sand mixtures; GP Poorly graded sand,gravels SW and gravel/sand mixtures; SP little or no fines Silty or clayey gravels, Class III GM 90% Gravels/sand/silt or gravels GC and/clay mixtures, silty or SM clayey sands, sand/clay or SC sand/silt mixtures Inorganic silts and low Class ML Material Not to medium plasticity clays; IVA CL Recommended gravelly, sandy, or silty clays; some fine sands Layer Heights should not exceed one-half the pipe diameter. Layer heights may also need to be reduced to accommodate compaction method. 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 1 AIG102 ©ADS 2008 Trench Construction • Trench or ditch should be just wide enough to place and compact backfill around the entire pipe. Increasing the trench width increases the soil load on the pipe. Where trench walls are stable or supported, provide a width sufficient, but no greater than necessary, to ensure working room to properly and safely place and compact embedment materials. The space between the pipe and trench wall must be enough for the compaction equipment used in the pipe zone. Minimum width shall be not less than the greater of either the pipe outside diameter plus 16 in. (400 mm) or the pipe outside diameter times 1.25, plus 12 in. (300 mm). • For parallel pipe installations, allow 12" (300mm) between the pipes. 12" (300mm) FOR 3"-24" (75-600mm) PIPE TRENCH WIDTH • As with any pipe, groundwater or seasonal high water tables may impede installation. De -watering is necessary for a safe, and effective installation. • Trench or ditch bottoms containing bedrock, soft muck or refuse, or other material unable to provide long-term pipe support are unacceptable. Unsatisfactory backfill shall be removed as specified by the design engineer. • Unless otherwise specified or instructed by a soils specialist, rock or unyielding material shall be removed to 1400t (300mm) below grade and 6" (150mm) on either side of pipe and replaced with a suitable material as directed by the design engineer. • Unless otherwise specified or instructed by a soils specialist, soft areas shall be excavated approximately 2 feet (600mm) below grade and three times pipe width and replaced with a suitable material as directed by the design engineer. • For a flat bottom trench, bedding must be used for support as in Figure 1. Bedding shall be loosely placed directly under the pipe while the remainder shall be compacted in accordance with Table 1. Shaped trench bottoms may be used in accordance with ASTM F 449, see figure 2. • If soft area remains after excavation or if native soil can migrate into backfill, use an approved synthetic fabric (geotextile) to separate native soil from backfill as recommended by the design engineer. Backfill Envelope Construction • Place and compact backfill in layers to the meet the requirements of Table 1. • Pipes laid in parallel installations require the same backfill support. • Place and compact initial backfill in layers around pipe and at least 6" (150mm) above the crown as shown in Figure 1. • Avoid impacting pipe with compaction equipment. Inspect if there is a question regarding damage. • The final minimum cover shall be 1' (300mm) for 3"-24" (75-600mm) pipe, measured from the crown of the pipe to final grade. For paved surface applications, flexible (asphalt) pavement thickness should not be included in the minimum cover as shown in Figure 1. • If sufficient cover is not provided, mound and compact material over pipe to provide minimum cover needed for load during construction. Note: Construction traffic is heavier than typical roadway vehicles and will require a greater amount of minimum cover. 2 4640 TRUEMAN BLVD. HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com AIG102 ©ADS 2008 I I Figure 1 Typical Backfill Structure FINAL BACKFILL MIN. COVER FOR RIGID PAVEMENT, H R INTIAL BACKFILL HAUNCH 4" (100mm) BEDDING SUITABLE FOUNDATION FILL AS SPECIFIED BY \\//\ DESIGN ENGINEER STRUCTURAL BACKFILL (COMPACTED CLASS I, II, OR III MATERIAL) MIN. COVER FOR iFLEXIBLE PAVEMENT, HF 6" (150mm) MIN. 1 SPRINGLINE HR,HR = 12" (300mm) FOR PIPE DIAMETERS UP TO 24" (600mm) TOTAL MINIMUM COVER INCLUDES 6" (150mm) OF STRUCTURAL BACKFILL ABOVE THE PIPE CROWN AND THE FINAL FILL IN SINGLE APPLICATIONS Alternate Backfill Methods -Shaped Trench Bottoms • Shaped trench bottoms may be used in lieu of the standard trench detail shown in Figure 1, provided a free flowing pea gravel or small rock chips are used to fill in the resultant void areas. Pea gravel or small chips shall be clean material passing a 3/8 inch (9.5mm) sieve meeting the class I, II, or III requirements of ASTM D 2321, This applies only to those insitu soil conditions where the native soil can be cut to a stable shaped trench. Line and grade may be affected due to the use of a modified trench bottom which may affect the pipe hydraulics. 2(a) "V" Groove Pipe Figure 2 Shaped Trench Bottoms 2(b) Trapezoidal Bottom Pipe 2(c) Circular Bottom Pipe Buyer/user is responsible for serviceability of the product in any given application. Seller is not responsible for injury or damage resulting from improper installation, noncompliance with guidelines for installation of product, or use outside the guidelines set forth herein. 4640 TRUEMAN BLVD, HILLIARD, OH 43026 (800) 821-6710 www.ads-pipe.com 3 AIG102 U HUS zUUts 36 30th Street and Q Avenue Storm Sewer Improvements COA Project # August 2018 PK 15 PK PK GRVL PK ..J—- PK PK I G 2707 12 2719 0 16 9 III IC SD PK 1 8' 901 a b 0� 7 PK PK I � — 29TH ST 4_ A n\M PK V 2903 911 El 908 PK 2913 ❑ PK 2915 2916 2917 908 m � � d • I 30M 3003 30M HOTEL SITE 30M 908 EA 59 I .2' 6.! 819 ue EJ 26 2618 PK 2� 2620 #1527 2. 152M 5.0' #15 6 #1 2 INv. s' I 1 #1 28 INV. 2. 8 9 81 I I -0- I P 0 I 814 #1520 d INV. 5.2 28TH ST ,52, 151 INV. 7.6 8.4 #1518 5B' 809 801, 3. I : 1'i W6 2919 816 810 n 30TH ST b 4 819 , 811 i eol i _v 719 PK im: 700 702 PK #2782 INNV .85' 2781 INV-7.6' 711 wj PK -1- �'"M M SH 2 0 2018 MY OF ANAMPTES OUTFALL #42 P2369 .INV.3.4' 0 NV.14.4' SCALE 1 "=60' 0 30 60 FI DALGO BAY .h .0.00 48' CPEP SD _ EXISTING DRAINAGE STRUCTURES BASIN F4. no