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HomeMy WebLinkAboutPermit File BLD-2019-0511 1715 O Avenue (7)Job Address: APN: Remarks: Owner: Address: Phone: City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Invoice/Permit #: Applied date: Issue date: Expire date: BLD-2019-0511 08/05/2019 01 /31 /2021 Permit Type: Multi Family Residence Permit Project: 25 unit apartment complex. 21,700 sq ft, 5 story, type IIIA building. MADRONA REAL ESTATE INVESTORS VIII LL( Contractor: 2124 3RD AVE S Address SEATTLE WA 98121 Phone: License #: BYK CONSTRUCTION INC PO BOX 619 SEDRO-WOOLLEY WA 98284 General Information: Fees: Building Valuation 2827940 Plan Application Fee Building Permit Fee Plan Review Fee Sewer Inspection Fee State Building Code Fee Resi Park Impact Fee Total Calculated: Deposits/Receipts: Total Due: 200.00 12,280.95 7, 982, 62 50,00 6,50 615,00 21,135.07 0.00 21,135.07 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT f `gCO ! February 5', 2020 Memo To: Don Measamer, PCED Director and Fred Buckenmeyer, Public Works Director RE: 1715 O Ave GFCs and Impact Fees (Fees based on when applicate applied, 2019 rates) Madrona Real Estate Investors LLC is proposing a 25 unit apartment at 1715 O Ave. Storm Water GFC: Square footage/3600 X Storm GFC Rate 12,425 square feet 12,425 ft2 /31600 ft2 = 3.45 ERU X $1,646.69 = $5681.08 Less credit for two existing SFRs of $3293.38, $5,681.08 - $3293.38 = $2,387.70 Sanitary Sewer GFC: Multi -family 0.8 X (Units) X $9,774.75 (Residential Unit) 0.8 X 25 X $91774075 = $195,495.00 Sanitary Sewer GFC assessed is $195,495.00 Less credit for 2 previous SFRs of 19,549.50: 195,495.00—19549.50=175,945.50 Traffic Impact fee: Use: Apartment Mid Rise Formula per unit, Rate X units = Traffic Impact Fee $1,065.00 X 25 = $26,625.00 Less Credit for two SFRs of $5461.54, $26,625.00- $5461.54 = $21,163.46 Park Impact Fee: $615.00 X dwelling units =Park Impact Fee $615000 X 25 = $159375.00 Fire Impact Fee: Multi -family, $378.92 per dwelling unit 25 X $378,92 = $99473900 Please let me know if you concur with the total fee of $224,344.66 by signing below. Don Measamer, PLED Public Works Director Da e Date City of Anacortes � 904 6th ST, Anacortes, WA 98221 � 360-293-1901 � buildingpermit@cityofanacortes.org � www.anacorteswa.gov PLANNING, COMMUNITY, m ECONOMIC DEVELOPMENT September 19th, 2019, Memo To: Don Measamer, PCED Director and Fred Buckenmeyer, Public Works Director RE: 1715 O Ave, GFCs and Impact Fees (Fees based on when applicate applied, 2019 rates) Madrona Real Estate Investors LLC is proposing a 25 unit apartment at 1715 O Ave. Storm Water GFC: Square footage/3600 X Storm GFC Rate 12,425 square feet 12,425 ft2 /300 ft2 = 3.45 ERU X $1,646.69 = $5681.08 Less credit for two existing SFRs of $3293.38, $5,681.08 - $3293.38 = $2,387.70 Sanitary Sewer GFC: Multi -family 0.8 X (Units) X $9,774.75 (Residential Unit) 0.8 X 25 X $9,774.75 = $195,495.00 Sanitary Sewer GFC assessed is $195,495.00 Traffic Impact fee: Use: Apartment Mid Rise Formula per unit, Rate X units = Traffic Impact Fee $1,065.00 X 25 = $26,625.00 Less Credit for two SFRs of $5461.54, $26,625.00- $5461.54 = $21,163.46 Park Impact Fee: $615.00 X dwelling units =Park Impact Fee $615,00 X 25 = $155375.00 Fire Impact Fee: Multi -family, $378.92 per dwelling unit 25 X $378,92 = $9,473.00 Please let me know if you concur with the total fee of $243,894.16 by signing below. Don Measamer, PCED Fred Buckenmeyer, Public Works Director Date Date City of Anacortes � 904 6th ST, Anacortes, WA 98221 � 360-293-1901 � buildingpermit@cityofanacortes.org � www.anacorteswa.gov PMGE® I N C O R P O R A T E D Geotechnical & Earthquake Engineering Consultants December 13, 2019 File No. I M31 James Sullivan Madrona Real Estate Services, LLC 1320 E Pike Street Seattle, WA 981224020 Subject: Geotechnical Report Proposed Apartment Building 1014 & 1020 — 18th Street, Anacortes, WA Dear Mr. Sullivan, Please find attached our geotechnical report for the proposed development in Anacortes, Washington. This report summarizes the subsurface conditions at the site and our geotechnical engineering recommendations. In summary, the test pits excavated at the site encountered about one to two feet of loose fill underlain by native stiff silt. It is our opinion that the proposed building may be supported on conventional footings bearing on the stiff silt. It should be noted that the site soils are highly moisture sensitive and could easily be disturbed by exposure to moisture and construction activities. The contractor should consider over - excavating about 6 inches below the bottom of the footings and backfilled with properly compacted crushed rock to protect the footing and construction subgrade. Because the site soils are highly moisture sensitive, it is our opinion that, if schedule allowed, the earthwork construction should be conducted during the drier summer months. Although earthwork may be performed during the wet season, the cost will likely be higher and could impact project schedule. 3213 ]Eastlake Avenue East, Ste B Seattle, WA 9�102 Tel (206) 26M370 Fax (206) 262-0374 Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA December 13, 2019 We appreciate the opportunity to work with you on this project questions. Sincerely, Siew L. Tan, P.E. Principal Geotechnical Engineer Encl.: Geotechnical Report Please call if you have any TABLE OF CONTENTS 1.0 INTRODUCTION...................................................................................................................1 2.0 SITE AND PROJECT DESCRIPTION...............................................................................1 3.0 SUBSURFACE EXPLORATIONS....................................................................................... 2 4.0 SUBSURFACE CONDITIONS............................................................................................. 2 4.1 SOIL....................................................................................................................................... 2 4.2 GROUNDWATER..................................................................................................................... 3 5.0 GEOTECHNICAL RECOMMENDATIONS..................................................................... 3 5.1 SEISMIC DESIGN PARAMETERS............................................................................................... 3 5.2 FOUNDATIONS........................................................................................................................ 3 5.3 SLAB ON GRADE.................................................................................................................... 5 5.4 WALL DESIGN PARAMETERS.................................................................................................. 5 5.5 PAVEMENT DESIGN AND SUBGRADE PREPARATION.............................................................. 7 5.6 STRUCTURAL FILL.................................................................................................................. 8 6.0 CONSTRUCTION CONSIDERATIONS............................................................................ 8 6.1 TEST PIT BACKFILL................................................................................................................ 8 6.2 EROSION AND DRAINAGE CONSIDERATIONS.......................................................................... 9 6.3 WET WEATHER EARTHWORK RECOMMENDATIONS............................................................... 9 7.0 CLOSURE............................................................................................................................. 10 8.0 REFERENCES...................................................................................................................... 12 19-03118th StreetAnacortes Report 2019 PanGEO, �nC. Geotechnical Report 1014 and 1020 18" Street, Anacortes, WA December 13, 2019 TABLE OF CONTENT (CONTINUED) LIST of FIGURES Figure 1 Vicinity Map Figure 2 Site and Exploration Plan APPENDIX A SUMMARY TEST PIT LOGS Figure A-1 Terms and Symbols for Boring and Test Pit Logs Figure A-2 Log of Test Pit TP-1 Figure A-3 Log of Test Pit TP-2 Figure A4 Log of Test Pit TP-3 Figure A-5 Log of Test Pit TP-4 Figure A-6 Log of Test Pit TP-5 GEOTECHNICAL REPORT PROPOSED DEVELOPMENT 1014 AND 1020 18TH STREET, ANACORTES, WASHINGTON 1.0 INTRODUCTION This report presents the results of our geotechnical study for the proposed development. This study was conducted in accordance with our scope of work outlined in our proposal dated January 22, 2019, which was subsequently approved by you on January 23, 2019. Our service scope included reviewing readily available geologic data in the area, conducting a site reconnaissance, excavating five test pits at the site, and developing the conclusions and recommendations presented in this report. 2.0 SITE AND PROJECT DESCRIPTION The project site consists of two adjoining residential parcels located at 1014 and 1020 18th Street in Anacortes, Washington (see Figure 1, Vicinity Map). The site borders 181h Street to the south, O Avenue to the west, a strip mall to the east, and a single -story building and a parking lot to the north. The site grade is practically level. Two single-family residential dwellings and small detached sheds currently occupy the project site. The existing site conditions are shown in Plate 1, below. Plate 1. Existing site conditions, looking north (O1/30/2019) 19-031 18th Street Anacortes Report 2019 1 PanGEO, InC. Geotechnical Report 1014 and 1020 181h Street, Anacortes, WA December 13, 2019 We understand that the existing houses will be removed and an at -grade five -story apartment building will be constructed in the approximately west half of the site. The east half of the site will be a paved surface parking lot. The proposed layout is shown on the attached Figure 2. The conclusions and recommendations outlined and provided in this report are based on our understanding of the proposed development, which is in turn based on the project information provided. If the above project description is incorrect, or the project information changes, we should be consulted to review the recommendations contained in this study and make modIfications, if needed. 3.0 SUBSURFACE EXPLORATIONS Five test pits (TP-1 through TP-5) were excavated on January 31, 2019 at the approximate locations shown on Figure 2. The test pits were excavated to about 3 to 4 feet below the existing ground surface using a rubber -tired backhoe. A geologist from PanGEO was present during the field explorations to observe the test pit excavations, to obtain representative soil samples, and to describe and document the soils encountered in the explorations. The soils exposed in the test pits were described using the system outlined on Figure A-1. The test pit logs are presented in Appendix A as Figures A-2 through A-6, and provide descriptions of the materials encountered, depths to soil contacts, and depths of seepage or caving observed in the test pit sidewalls. The relative in -situ density of cohesionless soils, or the relative consistency of fine-grained soils, was estimated from the excavating action of the back -hoe, and the stability of the test pit sidewalls. Where soil contacts were gradual or undulating, the average depth of the contact was recorded in the log. After each test pit was logged, the excavation was backfilled with the excavated soils and the surface was tamped and re -graded smooth. 4.0 SUBSURFACE CONDITIONS 4.1 SoiL The soil conditions encountered in the test pits excavated at the site are quite consistent and consisted of a thin layer of topsoil and fill over native stiff silt. The surficial topsoil/fill layer was about 1 to 1'/Moot thick and generally consisted of loose, dark brown silty sand with organics. Directly below the topsoil/fill, the test pits generally encountered stiff silt with variable 19-031 18th Street Anacortes Report 2019 2 PanGEO, InC. Geotechnical Report 1014 and 1020 181h Street, Anacortes, WA December 13, 2019 amounts of sand with traces or gravel, cobbles and organics. The stiffness of this soil unit appeared to increase with depth. This is the deepest soil unit encountered in our test pits, and appeared consistent with the Glaciaomarine Drift — Everson Interstate (geologic unit Qgdme) mapped near the site. 4.2 GROUNDWATER We did not observe groundwater seepage in the test pits at the time of excavation. However, it should be noted that groundwater elevations may vary depending on the season, local subsurface conditions, and other factors. Groundwater levels are normally highest during the winter and early spring. During periods of precipitations, we anticipate that minor perched groundwater likely will be present at shallow depths. 5.0 GEOTECHNICAL RECOMMENDATIONS 5.1 SEISMIC DESIGN PARAMETERS We anticipate that the seismic evaluation of the structures will be accomplished in accordance with the 2015 International Building Code (IBC). The IBC seismic design parameters are in part based on the site soil conditions and site classifications. For design of the structures, it is our opinion that Site Class D is appropriate. Soil liquefaction is a condition where saturated cohesionless soils undergo a substantial loss of strength due to the build-up of excess pore water pressures resulting from cyclic stress applications induced by earthquakes. Soils most susceptible to liquefaction are loose, uniformly graded sands and loose silts with little cohesion. Based on the results of our test pits, subsurface conditions that are prone to soil liquefaction are not present at the site. As such, in our opinion, special design considerations associated with soil liquefaction are not needed for this project. 5.2 FOUNDATIONS In our opinion, the proposed structure may be supported on conventional footings bearing on the undisturbed native soils (i.e., stiff silt), or properly compacted crushed rock (11/4-inch minus 19-031 18th Street Anacortes Report 2019 3 PanGEO, InC. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA December 13, 2019 crushed rock) placed on the undisturbed native soils. It is anticipated that competent soils should be present within about 2 feet of the existing ground surface. Footing Bearing Pressure -All footings should be founded either on the undisturbed native stiff silt, or properly compacted fill placed on the native silt. Any soft disturbed soils should be removed from below the footing and backfilled with 11/4 inch minus crushed rock. For footings bearing on the soils described above, we recommend that an allowable bearing pressure of 3,000 pounds per square foot (psf) be used for sizing the footings. The recommended allowable bearing pressure may be increased by 1/3 for transient conditions such as wind and seismic loadings. All footings should be founded a minimum depth of 18 inches below the adjacent finish grade, or for interior footings, 12 inches below the floor slab. Spread and continuous footings should have minimum widths of 24 and 18 inches, respectively. Lateral Resistance —Lateral forces from wind or seismic loading maybe resisted by the combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pounds per cubic foot (pcf). This value includes a factor of safety of at least 1.5 assuming that a properly compacted structural fill will be placed adjacent to the sides of the footings. A coefficient of friction of 0.3 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor of safety of approximate 1.5. Anticipated Footing Performance -Total and differential settlements are anticipated to be within tolerable limits for footings designed and constructed as discussed above. Footing settlement under static loading conditions are estimated to be less than about 1 inch. Most settlement will occur during construction as loads are applied. Construction Considerations -All footing subgrade should be relatively firm and unyielding. Footing subgrade should be observed by PanGEO to confirm that the exposed footing subgrade is consistent with the expected conditions and adequate to support the design bearing pressure. The contractor should be aware that the site soils are very moisture sensitive due to their high silt content, and will become disturbed and soft when exposed to inclement weather conditions. As a result, it may be necessary to place 19-031 18th Street Anacortes Report 2019 4 PanGEO, InC. Geotechnical Report 1014 and 1020 18" Street, Anacortes, WA December 13, 2019 about 6 inches of 11/4 inch minus crushed rock on the exposed footing subgrade to protect against degradation of the subgrade from moisture and construction activities. Footing Drains -Perimeter footing drains should be installed to provide permanent control of subsurface water adjacent to the new structures. As a minimum, 4-inch diameter perforated drainpipes should be installed next to the base of the footings and embedded in 12 to 18 inches of pea or washed gravel. The gravel should be wrapped in a geotextile filter fabric to prevent the migration of fines into the drain system. The drainpipe should be graded to direct water to a suitable outlet. 5.3 SLAS ON GRADE Conventional slab -on -grade may be used for floor slab design, provided that all existing fill will be removed from below the slabs. We recommend that the proposed floor slab be placed on undisturbed native soil, or properly compacted structural fill on undisturbed soil. Any soft and disturbed soils should be removed from below the slab. Floor slabs should be constructed on a minimum 6-inch thick capillary break consisting of free - draining, crushed rock or well -graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 10 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. We also recommend that a 10-mil polyethylene vapor retarder be placed below the slab. S.4 WALL DESIGN PARAMETERS Retaining walls, if needed, should be properly designed to resist the lateral earth pressures eAC-1 ed by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater from behind the wall. Geotechnical recommendations for the design and construction of the below -grade walls are presented below. Lateral Earth Pressures —The below grade portions of the walls should be designed for an earth pressure based upon an equivalent fluid weight of 35 pcf for active conditions, and 55 pcf for at -rest conditions. A uniform pressure of 7H psf should be added to reflect the increase loading for seismic conditions, where H corresponds to the buried depth of 19-031 18th Street Anacortes Report 2019 5 PanGEO, InC. Geotechnical Report 1014 and 1020 181h Street, Anacortes, WA December 13, 2019 the wall. The recommended lateral pressures assume that the backfill behind the wall consists of a free draining and properly compacted fill with adequate drainage provisions. Surcharge Pressures — If surcharge loads, such as vehicle traffic in the parking lot, will be located within a horizontal distance equal to the height of the wall, the lateral earth pressures will need to be increased based upon the type and magnitude of surcharge. For simplicity, a uniform horizontal pressure of 25 psf may be used to model the surcharge loads imposed by driveway traffic within the height dimension of the wall. Lateral Resistance —Lateral forces from unbalanced earth pressures or seismic loading may be resisted by the combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be determined using an equivalent fluid weight of 300 pounds per cubic foot (pcf). This value includes a factor of safety of at least 1.5 assuming that a properly compacted structural fill will be placed adjacent to the sides of the footings. A coefficient of friction of 0.3 may be used to determine the frictional resistance at the base of the footings. This coefficient includes a factor of safety of approximate 1.5. Wall Backfill —The existing on -site soils are not suitable for wall backfill as they contain an excessive amount of fines. This makes the soil particularly difficult to handle and compact in wet weather; additionally, these soils have poor drainage characteristics. Where wall backfill will be needed, free draining granular soils such as Gravel Borrow (Section 9.03.14 (1) of the 2018 WSDOT Standard Specifications) are recommended. In areas where the space is limited between the wall and the face of excavation, pea gravel may be used as backfill without compaction. Wall backfill should be moisture conditioned to near its optimum moisture content, placed in loose, horizontal lifts less than 8 to 12 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density (determined by ASTM D 1557). Within 5 feet of the walls, to avoid over -stressing the walls, the backfill should be compacted using small hand-held equI pment to 90 percent of the maximum dry density. 19-031 18th Street Anacortes Report 2019 6 PanGEO, IrIC. Geotechnical Report 1014 and 1020 18th Street, Anacortes, WA December 13, 2019 Wall Drainage —Provisions for permanent control of subsurface water should be incorporated into the design and construction of the below -grade walls. As a minimum, 4-inch diameter perforated drainpipes should be installed behind and at the base of the wall footings, embedded in 12 to 18 inches of pea or washed gravel. The gravel should be wrapped in a geotextile filter fabric to prevent the migration of fines into the drain system. The drainpipe should be graded to direct water to a suitable outlet. 5.5 PAVEMENT DESIGN AND SUBGRADE PREPARATION We anticipate that new asphalt paving will be used for proposed parking and driveway areas. Assuming that the driveway and parking areas will support primarily passenger vehicles, we recommend using a pavement section consisting of a minimum of 3 inches of hot mix asphalt overlying 6 inches of Crushed Surfacing Base Course (WSDOT 9-03.09(3)). Before placing the Crushed Surfacing Base Course (i.e., 1'/4 inch minus crushed rock), the pavement subgrade should be compacted to a dense and unyielding conditions. It should be noted that, because of the fine-grained nature of the soils, pumping conditions could occur during compaction. Therefore, the use of vibratory compactor likely will not be effective and the use of static roll may be more appropriate. The pavement subgrade should be proof -rolled with afully-loaded dump truck or a static roller. Any soft and yielding areas should be removed and replaced with properly compacted structural fill. It should be noted that the site soils are highly moisture sensitive, and the weather conditions at the time of construction could significantly affect the pavement construction and cost. It should be noted that actual pavement performance will depend on a number of factors, including the actual traffic loading conditions. A thicker pavement section than recommended above will reduce the amount of pavement maintenance required, and will increase the number of years that the pavement will remain serviceable before an overlay is needed. 19-031 18th Street Anacortes Report 2019 7 PanGEO, InC. Geotechnical Report 1014 and 1020 181h Street, Anacortes, WA December 13, 2019 S.6 STRUCTURAL FILL Structural fill may be needed to backfill footing over -excavations, under slabs, behind retaining walls, or to raise grades under paved areas. Granular imported soils, such as Gravel Borrow (Section 9.03.14 (1) of the 2016 WSDOT Standard Specifications) should be used as structural fill. The structural fill should be properly moisture conditioned to near its optimum moisture content, placed in loose, horizontal lifts less than 12 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of walls, in order to avoid overstressing the walls during compaction, the backfill should be compacted with small hand-held equipment to 90 percent of the maximum dry density. During wet weather conditions, or if the subgrade soils are relatively moist to wet, it is opinion that 11/4-inch minus crushed rock should be used as structural fill, due to its performance in wet conditions. The use of crushed recycled concrete as structural fill is also acceptable, including during wet weather conditions. The on -site soils (existing fill and native soils) are highly moisture sensitive, and can become difficult to handle and compact when exposed to moisture. It is our opinion that the on -site soils are not suitable for use as structural fill. If the on -site soils will be used in non-structural areas, the excavated soils should be stockpiled and protect from exposure to moisture. 6.0 CONSTRUCTION CONSIDERATIONS 6.1 TEST PIT BACKFILL Please be aware that the test pits excavated at the site were backfilled with excavated soils and without proper compaction for structural support. If these test pits are located within structural improvement areas (e.g., buildings, pavements, etc), the existing test pit backfill should be removed and replaced with properly compacted structural fill. 19-031 18th Street Anacortes Report 2019 8 PanGEO, InC. Geotechnical Report 1014 and 1020 18" Street, Anacortes, WA December 13, 2019 6.2 EROSION AND DRAINAGE CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect runoff and prevent water from entering the excavation. All collected water should be directed to a positive and permanent discharge system such as a storm sewer. It should be noted that the site soils are prone to surficial erosion. Special care should be taken to avoid surface water on open cut excavations, and exposed slopes should be protected with visqueen. fi.3 WET WEATHER EARTHWORK RECOMMENDATIONS General recommendations relative to earthwork performed in wet weather or in wet conditions are presented below: • Because site soils are moisture sensitive, all footing subgrades should be protected against inclement weather. One option is to place a 2- to 3-inch thick layer of clean crushed rock or lean mix concrete on the footing subgrade as soon as the subgrade is exposed. • Earthwork should be performed in small areas to minimize subgrade exposure to wet weather. Excavation or the removal of unsuitable soil should be followed promptly by the placement and compaction of clean structural fill. The size and type of construction equipment used may have to be limited to prevent soil disturbance. • During wet weather, the allowable fines content of the structural fill should be reduced to no more than 5 percent by weight based on the portion passing 3/4-inch sieve. The fines should be non -plastic. • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water. • Bales of straw and/or geotextile silt fences should be strategically located to control erosion and the movement of soil. Erosion control measures should be installed along all the property boundaries. • Excavation slopes and soils stockpiled on site should also be covered with plastic sheets. 19-031 18th Street Anacortes Report 2019 9 PanGEO, Inc. Geotechnical Report 1014 and 1020 181h Street, Anacortes, WA December 13, 2019 7.0 CLOSURE We have prepared this report for use by Madrona Real Estate Services, LLC and the project team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time frOM its issuance. Land use, site conditions (both off and on -site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we mareview the applicability of our conclusi y ons considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety The use of 19-031 18th Street Anacortes Report 2019 10 PanGEO, InC. Geotechnical Report 1014 and 1020 181h Street, Anacortes, WA December 13, 2019 information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PU11 of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. We appreciate the opportunity to be of service. Sincerely, PanGEO, Inc. Z•r3.Zo�9 Siew L. Tan, P.E. Principal Geotechnical Engineer 19-031 18th Street Anacortes Report 2019 11 PanGEO, InC. Geotechnical Report 1014 and 1020 181h Street, Anacortes, WA December 13, 2019 8.0 REFERENCES International Building Code (IBC), 2015, International Code Council. Washington State Department of Transportation (WSDOT), 2018, Standard Specifications for Road, Bridges, and Municipal Construction, Olympia, Washington. 19-031 18th Street Anacortes Report 2019 12 PanGEO, InC. 5�1 3a4r� .SnaQ.lnlm�r knllonni Forepl Seattle 6 Yak.ma I He'ii-.rk Pnr�Jand 0 1 IY C O p P O R A T E D 6th Si D ` Anacortes Project Site i' Y11 1_ ,:01 R 1 Base Map: Googie Terrain SCukuie Proposed Apartment Building 1014 8 1020 18th Street Anacortes, Washington Pro jocl No IM31 VICINITY MAP I u ure No NORTH Not to Scale - O v � L 00 a vs J5,00.0 S N ><M[a65 A- A Al7N anuand p- C C.I O i N RT U � o c J [0 LL +� U N uj O Q. C s1 N Q CL m � SdS itZ V61 6ULE+l V6ue{;J umle}o{ds3 a}ig -Z 6i j 160-n1 APPENDIX A SUMMARY TEST PIT LOGS 19-03118thStreetAnacortesReport 1 PanGEO, InC. TEST SYMBOLS RELATIVE DENSITY / CONSISTENCY SAND / GRAVEL SILT / CLAY y SPT Approx. Relative Consistency SPT Approx. Undrained Shear Densit N-values : Density (%) N-values Strength (psf) Very Loose <4 <15 Very Soft <2 <250 Loose 4 to 10 15.35 Soft 2 to 4 250 - 500 Med. Dense 10 to 30 35.65 Med. Stiff 4 to 8 500.1000 Dense - 30 to 50 65.85 : Stiff 8 to 15 1000 - 2000 Very Dense >50 85.100 Very Stiff 15 to 30 2000 - 4000 Hard >30 >4000 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS Gravel � GRAVEL(<5%fines) 50% or more of the coarse .................................. fraction retained on the #4 sieve. Use dual symbols leg. GRAVEL (>12%fines) GP -GM) for 5% to 12% fines. Sand 50% or more of the coarse fraction passing the #4 sieve. Use dual symbols (eg. SP-SM) for 5% to 12% fines. SAND (<5%fines) SAND (>12%fines) Liquid Limit < 50 Silt and Clay .................................. — 50%or more passing #200 sieve Liquid Limit> 50 Hi hl Or anic Soils GROUP DESCRIPTIONS GW: Well -graded GRAVEL GP : .......... Poorly -graded GRAVEL A: ...................................................... Silty GRAVEL ............................................................ GC : Clayey GRAVEL ............................................................. SW: Well -graded SAND Poorly -graded SAND .8P SM : Silty SAND SC...Clayey SAND ML : ................................. SILT .....:...................................................... CL Lean CLAY OL : ............................................... Organic SILT or CLAY .....:...................................................... MH : Elastic SILT :..Fat CH CLAY OH : ......................................... Organic SILT or CLAY .............................................................. PT PEAT Notes: 1. Soil exploration logs contain material descriptions based on visual observation and fell tests using a system modified from the Uniform Soil Classification System (USCS). Where necessary laboratory tests have been conducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to the discussions in the report text for a more complete description of the subsurface conditions. 2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole togs. Other symbols may be used where field observations indicated mixed soil constituents or dual constituent materials. DESCRIPTIONS OF SOIL STRUCTURES Layered: Units of material distinguished by color and/or composition from material units above and below Laminated: Layers of soil typically 0.05 to 1 mm thick, max. 1 cm Lens: Layer of soil that pinches out laterally Interlayered: Alternating layers of differing soil material Pocket: Erratic, discontinuous deposit of limited extent Homogeneous: Soil with uniform color and composition throughout Fissured: Breaks along defined planes Slickensided: Fracture planes that are polished or glossy Blocky: Angular soil lumps that resist breakdown Disrupted: Soil that is broken and mixed Scattered: Less than one per foot Numerous: More than one per foot BCN: Angle between bedding plane and a plane normal to core axis COMPONENT DEFINITIONS COMPONENT SIZE /SIEVE RANGE COMPONENT SIZE /SIEVE RANGE Boulder: > 12 inches Sand Cobbles: 3 to 12 inches Coarse Sand: #4 to #10 sieve (4.5 to 2.0 mm) Gravel Medium Sand: #10 to #40 sieve (2.0 to 0.42 mm) Coarse Gravel: 3 to 3/4 inches Fine Sand: #40 to #200 sieve (0.42 to 0.074 mm) Fine Gravel: 3/4 inches to #4 sieve Silt 0.074 to 0.002 mm Clay <0.002 mm Y I N C O R P O R A T E D o Phone: 206.262.0370 Terms and Symbols for Boring and Test Pit Logs for In Situ and Laboratory Tests listed in "Other Tests" column. ATT Atterberg Limit Test Comp Compaction Tests Con Consolidation DD Dry Density DS Direct Shear %F Fines Content GS Grain Size Perm Permeability PP Pocket Penetrometer R R-value SG Specific Gravity TV Torvane TXC Triaxial Compression UCC Unconfined Compression Samplelln Situ test types and intervals 2-inch OD Split Spoon, SPT (140-lb. hammer, 30" drop) e3.25-inch OD Spilt Spoon (300-lb hammer, 30" drop) Non-standard penetration test (see boring log for details) Thin wall (Shelby) tube Grab Rock core ® Vane Shear MONITORING WELL SZ Groundwater Level at time of drilling (ATD) 1 Static Groundwater Level Cement / Concrete Seal Bentonite grout / seal Silica sand backfll Slotted tip Slough Bottom of Boring MOISTURE CONTENT Dry I Dusty, dry to the touch Moist Damp but no visible water Wet I Visible free water Figure A-1 Test Pit No. TP4 Approximate ground surface elevation: 28 feet Coordinates (WGS84): 480507886,-1220613857 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; sod, rootlets, trace 0 —1 % SM cobble [Topsoil and Fill] Stiff, moist, grey to red -brown, SILT; trace clay, trace sand, 1 %-4 ML rootlets, highly mottled [Qgdme—Glaciomarine Drift, Everson Interstade] Moi� Photos TP-1: Test Pit TP-1 god Fogg.' Floor to approximately 4 feet in depth (below); Sample 4W , IF T y":�, �",Fig.. from bottom of ,, ,,. dV roma � a:T exploration at 4 feet (left) a,,. * J . ,: ♦ ; I go ' �• It 0 IF" t.�.For do t to _ T i' yf. IF 14 In Sgo, h L L \ _ LL g N h t .: ♦ n V l or Rom." . ,i idi ; .a }, M _. ' #eI kr a! s ? s IF IF V �rFr '. -or y y* � '� [Fq �� ,o,�, IV W. rq .. _ _ PP • VIP die' y-yo , _' Tay gi �or 'IF of � _ Food �FF 11 go or TP-1 was excavated to approximately 4 feet below ground surface. No groundwater was observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-2 PanGEO, Inc. Test Pit No. TP-2 Approximate ground surface elevation: 27 feet Coordinates (WGS84): 48.5081351 -122.613832 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; brush and wood debris, 0-1 SM rootlets [Landscaping and Fill] Stiff, moist, grey to red -brown, SILT; trace clay, trace sand, 1— 4 ML rootlets, highly mottled, coarse sand pocket at 3 feet [Qgdme — Glaciomarine Drift, Everson Interstade] �, a yy >1 •� , "• Photos TP-2: Test Pit TP-2 I ?., to approximately 4 feet in depth (below); Sample ` from bottom of ,7�� •. _ _�,' exploration at 4 feet (left) .K �l 4.%;' 4 lacAIII �' „ +� i .Ir z Y,>aAV Lkf'�` y alfi r VIA I . , I AilIq +P ., a'f r. - 4 .{M1 A. WA �} !� W am '�.. 1 j }_v IL i iAI � rG TP-2 was excavated to approximately 4 feet below ground surface. No groundwater was observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-3 PanGEO, Inc. Test Pit No. TPil,3 Approximate • • surface elevation: Material Description III F710111VIIIIISER off •. • -• ••. . • • •NINE 1j�pr�' lip • • • • j It a LL Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-4 PanGEO, Inc. Test Pit No. TP-4 Approximate ground surface elevation: 30 feet Coordinates (WGS84): 48.507896,-122.614065 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; trace gravel and cobble, 0-1 SM sod, rootlets [Topsoil and Fill] Stiff to hard, moist, light brown grey, sandy SILT with gravel; trace cobbles and large dropstones, some coarse sand 1-4 M L-SM pockets, rootlets, highly mottled, possibly reworked [Qgdme— Glaciomarine Drift, Everson Interstade] Photos TP-4: Test Pit TP-4 g4 ` to approximately 4 feet in k s depth (below); Sample a.: qq from bottom of f►,�,R` ' 4 feet t exploration at (left) I Nil r" af _ 3!N♦.� t 'r YN' 'yiILL + ff t .ter (j -.�. ��"�� a •� * - M t i3 '� F c TP-4 was excavated to approximately 4 feet bel observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-5 PanGEO, Inc. Test Pit No. TP-5 Approximate ground surface elevation: 26 feet Coordinates (WGS84): 486507955/-122.613717 Depth ft USCS Material Description Loose, moist, dark brown, silty SAND; sod, rootlets, trace 0 —1 %Z SM gravel [Topsoil and Fill] Stiff, moist, grey, SILT; trace clay, trace sand, rootlets, slightly 1 %-3 ML mottled [Qgdm,, — Glaciomarine Drift, Everson Interstade] Photos TP-5: Test Pit TP-5 to approximately 3 feet in depth (below); Sample from bottom of J. r' exploration at 3 feet (left) t• 'I qV 6. ffl � �.. T �,. _.gyp T ♦',.y t!i k ,�, 1 ;�. V4rrr 1' T jJr4jy AR Y 3_: � y +, y a Zo Y VIA oil t.� �' may. aI.IN TP-5 was excavated to approximately 3 feet below ground surface. No groundwater was observed at the time of excavation. Date of Test Pit Observation: January 30, 2019 Test Pit Logged by: S. Scott Figure A-6 PanGEO, Inc. QUANTUM CONSULTING ENGINEERS October 7, 2019 Rob Frisinger City of Anacortes Planning, Community, & Economic Development 904 6th Street Anacortes9 WA 98221 Subject: Permit BLD-2019-0511-1715 O Avenue Quantum Project #19066.01 Dear Rob: OCT 08 2019 Gi r A,� „•i �� `ii We have received the correction notice on the above -referenced project dated September 18, 2019. Below are our responses to the structural comments. All changes to the drawings due to a plan check comment have been clouded on the drawings. CORRECTIONS 10. Please provide floor plans with measurements for both the architectural and engineering sets. See updated structural drawings, dirrrensions are added. 14. Engineering details limit stair stringers to 11' max. 1st floor to landing and basement to landing are in excess of that. Please bring engineering and Architectural sheets into conformity. Per the updated architectural drawings sheet A7.0, the horizontal run of the stairs is equal to or less than 11'-0': Therefore, the stair detail 1/S4.1 is adequate. 17. Please provide minimum height of top termination at rod hold-down system. See revised detail 2/S4.1. 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206,957,3900 FAX 206,957,3901 www.quantumce.com Rob Frisinger, Plans Examiner — Planning, Community, & Economic Development RE: Permit BLD-2019-0511— 1715 O Avenue October 7, 2019 Page 2 Please feel free to call me at 206-957-3900 if you have any questions regarding our responses. Sincerely, Quantum Consulting Engineers, LLC John Riley, P.E., S.E. Principal QUANTUM C 0 N S U LT I N G E N G I N E E R S October 7, 2019 OCT 0 8 2019 Rob Frisinger City of Anacortes Planning, Community, & Economic Development 904 6th Street Anacortes, WA 98221 Subject: Permit BLD-2019-0511-1715 O Avenue Quantum Project #19066.01 Dear Rob: We have received the correction notice on the above -referenced project dated September 18, 2019. Below are our responses to the structural comments. All changes to the drawings due to a plan check comment have been clouded on the drawings. CORRECTIONS 10. Please provide floor plans with measurements for both the architectural and engineering sets. See updated structural drawings, dimensions are added. 14. Engineering details limit stair stringers to 11' max. 1st floor to landing and basement to landing are in excess of that. Please bring engineering and Architectural sheets into conformity. Per the updated architectural drawings sheet A7.0, the horizontal run of the stairs is equal to or less than 11'-0': Therefore, the stair detail 1/S4.1 is adequate. 17. Please provide minimum height of top termination at rod hold-down system. See revised detail 2/S4.1. 1511 THIRD AVENUE SUITE 323 SEATTLE, WA 98101 TEL 206.957.3900 FAX 206.957,3901 www.quantumce.com Rob Frisinger, Plans Examiner — Planning, Community, & Economic Development RE: Permit BLD-2019-0511— 1715 O Avenue October 7, 2019 Page 2 Please feel free to call me at 206-957-3900 if you have any questions regarding our responses. Sincerely, Quantum Consulting Engineers, LLC John Riley, P.E., S.E. Principal City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Job Address: 1715 O AVE ANACORTES WA 98221 Invoice/Permit #: Applied date: Issue date: Expire date BLD-2019-0511 08/05/2019 01/31 /2021 Permit Type: Multi Family Residence Permit Project: Remarks: 25 unit apartment complex. 21,700 sq fl, 5 story, type IIIA building. PLN-2019-0008 Site Plan, SEPA review Owner: MADRONA REAL ESTATE INVESTORS VIII LL( Contractor: Address: 2124 3RD AVE S Address: SEATTLE WA 98121 Phone: Phone: General Information: Lot Area Use Zone Lot Coverage Occupancy Group Dwelling Units # of Stories New or Replaced Hard Surface 1 st Floor Square Footage 2nd Floor Square Footage 3rd Floor Square Footage 4th Floor Square Footage 5th Floor Square Footage Basement Square Footage # of RTU > 50 Hp Construction Type Stove, Appliance Building Valuation # of Clothes Dryers # of Clothes Washers # of Dishwashers # of Floor Sinks # of Gas Piping # of Gas Water Heaters > 100k # of Hose Bibs # of Kitchen Sinks # of Hand Sinks # of Other Mechanical Units # of Showers # of Backflow Devices >2 # of Ventilation Fans # of Wall Heaters # of Water Closets (Toilets) # of Water Piping 13000 R-4 12425 r-2 25 5 12425 4256 4256 4198 4198 4198 777 1 -b 25 2827940 25 25 25 1 2 3 4 25 25 1 34 1 89 License #: BYK CONSTRUCTION INC PO BOX 619 SEDRO-WOOLLEY WA 98284 Fees: Plan Application Fee Third Party Review Fees Building Permit Fee Plan Review Fee Plumbing Permit Fee Mechanical Permit Fees Sewer Inspection Fee State Building Code Fee Resi Multifamily Fire Impact Fee Third Party Review Fees Storm Drain GFC-Commercial Sewer GFC - Commercial Traffic Impact Fee Park Impact Fee EMS Impact Fee Total Calculated: Deposits/Receipts: Total Due: 200.00 652.47 12,280,95 7,982.62 1,435,00 2,604,50 51.08 54.50 9,473,00 307.92 2,387,70 175,945,50 21,163,46 15, 375.00 9,473,00 259,386.70 7, 982.62 251,404.08 Fe 4 NAL ECG Water Minimum Requirement ENGINEERING DEPARTMENT 904 6`h Street Anacortes, WA 98221 Official Use Only: (Information to Inspectors) uired Storm Water Facility and other related requirements: Project Address: 1014 18th Street Parcel Number: _P55160 & 55161 Permit Number: _BLD-2019- cal l FRONT OF REPORT Submittal Checklist: www.anacorteswa.gov Submittal Date: �d• �`-O1� Revision Number: 3 Acceptance Date (COA): 11. Xq%I'l- Reviewer: �er--i Lao-w� o TAB #1 through #9 -Drainage Analysis -Minimum Requirement #1 to #9 o APPENDIX 1 - Survey performed by a Professional Land Surveyor o .APPENDIX 2 -Soils Analysis (Volume 1, Chapter 3.1.1) o APPENDIX 3 -Model Soil Management Plan for BMP T5.13 o APPENDIX 4 -Determining Construction Site Sediment Damage Potential (Appendix 7) o APPENDIX 5- Site Plan with all applicable information (Minimum Size 11 x17 - 30 scale) o APPENDIX 6 -Documented Site Photos (North, South, East and West) o APPENDIX 7 -Drainage BMP Facility Maintenance Covenant, if applicable. To be recorded prior to the Temporary Certificate of Occupancy, Certificate of Occupancy or Final Acceptance. Project Description: (What is it you are looking to do? Provide details regarding, but not limited to, Lot SF, Home SF, New and Replaced Hard Surface) The project is located at 1014 and 1020 18th Street and at the corner of "O" Avenue to the west. This project is a proposed apartment building and associated parking lot on two combined lots with a total of 12,350 square foot of lot area. Two existing homes and detached garages will be removed along with there associated gravel driveways. The new and replaced hard surface will be a 4,432 square foot building, 672 square foot of on site sidewalks & patios and 5,563 square feet of paved parking. An additional 1,758 square feet of offsite sidewalk will be constructed along the street frontage of 18tn Street and "O" Avenue. Total impervious area proposed will be 12,425 square feet. Existing Site Conditions Summary: (Additionally, provide information on previous permits, if any, like Grade and Fill, Clear and Grade, topography, vegetation, drainage, Critical Areas adjacent to the site and now it may affect this project if soils are disturbed, Soils Type (Included in Soils Analysis Report), Erosion Problem Areas, Construction PhasinglSequence ) The existing site has two homes and detached garages for a total of 3,197 square feet of building area. An additional 873 square feet concrete driveway and sidewalk lie within the property. An existing curb and gutter lies along the road frontage on 18th and "O" Avenue. A majority of the site is in grass with a few small trees and brush or bushes. The site slope down to the northeast at approximately 5%. A single family lot with a house lies to the north of the property across the alley. A commercial development lies to the east and north east that includes a drive through for a Starbuck Coffee shop, a dumpster pad facing north that will lie just north of the proposed parking area and parking north of the alley and dumpster location. The alley to the north is paved. The soils have been investigate under and around the proposed parking area and are identified as poorly draining Bow -Urban land complex, hydrologic soil group C/D with shallow water table at between 17" to 22" and unsuitable soils at 19" to 22" There are no Erosion problem areas due to the flat land slope. ®eveloped Conditions Summary: (Additionally, to be shown on the site plan. Identify cut and fill areas, proposed slopes of all hard surfaces, proposed contours) This developed project is will include a 4,432 square foot building, 5,563 square foot parking lot, 1,758 square feet of sidewalk including the sidewalk within the right-of-way and patios and 672 square feet of on -site sidewalks and patios. The total new impervious area will be 12,425 square feet on proposed disturbed area of 15,980 square feet including part of the ROW including the sidewalk. Provide the Infiltration Rates found during the rainy season: _3.85_Inch\Per Hour What was the depth of the ground water table? 1.5 Feet and Inches below existing grade (See completed Soils Analysis (Volume 1, Chapter 3.1.1) Site Sediment Transport Score: _145_Total Points (High) (See Determining Construction Site Sediment Damage Potential (Appendix 7) Drainage Basin (2007 Storm Comp Plan — City website\publicworks\engineering\comprehensive plans): What Drainage Basin are you in? F3 Identify any downstream drainage issues (Storm Comp Plan: If so, describe: _X_Non Identified. The City Stormwater Management Plan identifies this site in Basin F1 is generally located north of 22"d Street and east of "K" Avenue with a central section of Commercial Avenue is zoned Commercial and High Density Residential. The pipe has no surcharging issues and discharges at Outfall #40 at the Cap Sante Marina. The basin was modeled in the Stormwater plan as 65% impervious over the entire basin including Commercial and residential sites. The basin model map Appendix. Complete the Applicability Requirements —Flow Chart (Figure I-2.4.1 Attached, Figure I-2.4.2 Attached and Figure I-2.5.1 Attached) - Highlight the path and attach DOE Stormwater Management Manual Minimum Requirements: (MR#1 to MR#5 only). Refer to the 2012 Department of Ecology Manual, as amended in 2014 for further required information. lure Here i~la 5 ` S R detr�lWlr �t rtiiBIIU ry or more of e: isl i g --- Requirements and Flow Chan irnpervi gis Coverage? (Figure 1=2A.2). does 1�'�e pr�je�.] resell it 6,000 square feel, or greater, of new talus replaceti lia.rd 5tfffare area ? Alt Alll11i11tum t otjulroarients apply to the now and replaced "hard surfaces and ccnvarted vegetation areas, I}s project conu+ert axes or more of vegetation to la�rm or landscapes areas, or convert 2.5 acres or rrrm of native vegetation to pasture Minirnurn 6+<equlrsmew>ts #1 through #6 apply tD the new and replaced hard surfaces and the Land disturbodL Q cG�V"�� (c� • 14-- lam, S� (� E7oe=s tie pr+�j r�t�lt ire 2.:13�f] square feel, or greater, of never plus replaced hard surface area's Does. the prajeci haws land distttrtiin€� awPitties. of T.t�fit]. square feet or greater? Mlttiln��► Fuirernenfi#2 �plpli- Flu FIUVVCCt fc�I c; III'I"I" F� uirut"c;"ta fir New Development C! EPAR T h1 EE N, T OF Rerised ,tune 2015 ICOL 1 I Rtewe see hr7pl,vtitiw_ecy wa.vtcpynmvht_htrnP for cacrpyright nonce InckxUV., permissions, tate of W, Ekshingttrn iirritadon of liability. and disclaimer. Figure 1-2.5.1 Flow Chart for Determining LID MR 1+5 Requirements Does the project discharge to Flow Control Exempt Waters (per Minimum Requirement (MR) #7)? Yes REQUIRED: Implement the following BMPs where feasible: • BMP T5.13: Post -Construction Soil Quality- and Depth •' BMP T5.10A1 B, or C: Downspout Full'. Infiltration, Downspout Dispersion Systems, or Perforated Stub -out Connections •: BMP T5.11 or T5.12: Concentrated Flow` Dispersion or Sheet Flow Dispersion` NOT REQUIRED: Achievement of the LID Performance Standard. Applying the other' BMPs in List #1 or List #2.' Did the project developer choose to meet the LID Performance Standard? No REQUIRED: For each surface, consider the BMPs in the order listed in List #1 for that type of surface. Use Yes the first BMP that is considered feasible. Yes NOT REQUIRED: Achievement of the LID Performance Standard. REQUIRED: Meet the LID WPerformance Standard through the use of � BMP(s) in the 2014 SMMWW except for Rain Gardens he use of bioretention is acceptable). REQUIRED for Projects Triggering MR #1-9*: Apply BMP T5.13 Post Construction Soil Quality and Depth. NOT REQUIRED: Applying the BMPs in List #1 or List #2. DEPARTMENT OF ECOLOGY State of Washington No (the Does the project project trigger only MRs #1 - triggered #5? (Per Figure 3.2 or only MR #: Figure 3.3 in Appendix 1 of the 2013-2018 WWA Phase II Permit & Phase I Permit). Yes Did the project developer choose to meet the LID Performance Standard? No No additional requirements NO (the project triggered only MRs #1 - #9) Is the project inside the UGA? No REQUIRED: For each surface, consider the BMPs in the order listed in List #2 for that type of surface. Use the first BMP that is considered feasible. NOT REQUIRED: Achievement of the LID Performance Standard. Is the project on a parcel of 5 acres or larger? Yes REQUIRED: Meet the LID Performance Standard through the use of any BMP(s) in the 2014 SWMMWW except for Rain Gardens (the use of Bioretention is acceptable). If the project can't meet the LID Performance Standard, it must seek and be granted an exceptionlvariance. REQUIRED: Apply BMP T5.13 Post -Construction Soil Quality and Depth. NOT REQUIRED: Applying the BMPs in List #1 or List #2. *Recommended by Ecology for projects triggering MRs #1 - #5. Figure I-2.5.1 A�. je,`q,``t 5�- Flow Chart for Determining LID MR #5 Requirements Revised June 2015 Please see http://www.ecy.wa.gov/copyright.html for copyright notice including permissions, limitation of liability, and disclaimer. 2014 Stormwater Management Manual for Western Washington Volume 1-Chapter 2 -Page 60 TAB 1 (MINIMUM REQUIREMENT #1) • 1-2.5.1 Minimum Requirement #1 —Prepare a Stormwater Site Plan 1.3 — Preparation of a Stormwater Site Plan - 1.3.1 — Stormwater Site Plans: Step -by -Step Note: The level of detail needed for each step depends upon the project size. Provide a narrative description of each step. 1-3.1.1 Step 1 -Site Analysis: Collect and Analyze Information on Existing Conditions Site analysis shall be submitted as part of the Existing Conditions Summary above. Part of the information in this step should be used to help prepare the Construction Stormwater Pollution Prevention Plan. Purpose of the Site Analysis is to provide for a Low Impact Development site design that is intended to compliment the predeveloped conditions of the site. The existing site has two homes and detached garages for a total of 3,197 square feet of building area that will be removed. An additional 873 square feet concrete driveway and sidewalk lie within the property. An existing curb and gutter lies along the road frontage on 18tn and "O" Avenue. A majority of the site is in grass with a few small trees and brush or bushes. The site slope down to the northeast at approximately 5%. A single family lot with a house lies to the north of the property across the alley. A commercial development lies to the east and north east that includes a drive through for a Starbuck Coffee shop, a dumpster pad facing north that will lie just north of the proposed parking area and parking north of the alley and dumpster location. The alley to the north is paved. The soils have been investigate under and around the proposed parking area and are identified as poorly draining Bow -Urban land complex, hydrologic soil group C/D with shallow water table at between 17" to 22" and unsuitable soils at 19" to 22". There are no Erosion problem areas due to the flat land slope. 1-3.1.2 Step 2 -Prepare Preliminary Development Layout Based upon the analysis of existing site conditions, locate the buildings, roads, parking lots, landscaping features, on -site stormwater management BMP's, and preliminary location of stormwater treatment and retention/detention facilities for the proposed development. This developed project is will include a 4,432 square foot building, 5,563 square foot parking lot, 1,758 square feet of sidewalk including the sidewalk within the right-of-way and patios and 672 square feet of on -site sidewalks and patios. The total new impervious area will be 12,425 square feet on proposed disturbed area of 15,980 square feet including part of the ROW including the sidewalk. The existing building are shown on the existing site plan. 1-3.1.3 Step 3 - Perform Off -site Analysis (at Local Agency's Option): Use additional Sheets, if necessary, Ecology recommends that local governments require an off -site analysis for projects that add 5,000 SF or more of new hard surfaces, or convert 3/ acres of vegetation to lawn or landscape areas, or convert 2.5 acres of forested area to pasture. Off -site analysis extends to He downstream of the project site. The total of new and replace impervious area will be a total of 12,425 square feet. Currently storm water sheets from this site to the northeast and onto the commercial property owned by the same owner. The developed storm water will be collected and conveyed to the drainage to the northeast and tie into existing catch basins with the parking lot to the north east. Storm water is conveyed to the northeast corner of the commercial site at the corner of Commercial Avenue and 17th Street and enters the city storm system at this point. The storm water flows to the north then east to the east side of Commercial Avenue entering an 18 inch storm pipe flowing to the north. The 18" concrete storm pipe transitions to a 21 inch pipe at 16th Street and continues to 14th Street where it enters a 36" concrete pipe approximately 1,320 feet from the project site or'/4 mile downstream. From here the 36 inch concrete pipe flows to the east past "Q" Avenue and discharging into the Cap Sante Marina another 670 lineal feet. The storm water is totally enclosed from the site to the discharge point at the bay. As discussed above with the City Stormwater Management Plan identifies this site in Basin F1 is generally located north of 22"d Street and east of "K" Avenue with a central section of Commercial Avenue is zoned Commercial and High Density Residential. The pipe has no surcharging issues and discharges at Outfall #40 at the Cap Sante Marina. The basin was modeled in the Stormwater plan as 65% impervious over the entire basin including Commercial and residential sites. This site is FLOW CONTROL EXEMPT. 1-3.1.4 -Determine Applicable Minimum Requirements Establish project size thresholds for the application of Minimum Requirements to new development and redevelopment projects. Figures 2.4.1 (Attached) and 2.4.2 (Attached) provide the same thresholds in a flow chart format. Based on the preliminary layout, determine whether Minimum Requirements #1 through #5 apply to the project; or, whether Minimum Requirements #1 through #9 apply. Please note, that Minimum Requirement #1 through #5 may trigger additional Minimum Requirements, such as Flow Control. We are adding or replacing 12,425 square feet of hard surfacing and removing 4,070 square feet of hard surfacing which triggers minimum requirements 1 through 9. 1-3.1.5 Step 5 - Prepare a Permanent Stormwater Control Plan (Refer to this section of the Ecology Manual for requirements.) A storm water plan is provided in the developed site plan in Appendix 5. The drainage system will be described in minimum requirement #5 below. The options for infiltration are discussed in Minimum Requirement #5 below. 1-3.1.6 Step 6 - Prepare a Construction Stormwater Pollution Prevention Plan (MR#2 —13 Elements) Refer to Chapter I1-3 —Planning for a detailed description of each element. See also attached Tables 4.1.1 (Source Control BMP's by SWPPP Element) and Table 4.2.1 (Runoff Conveyance and Treatment BMP's by SWPPP Element). See attached 13 Elements of a SWPPP 1-3.1.7 Step 7 - Complete the stormwater site plan The Stormwater Site Plan encompasses the entire submittal to the Local Agency with drainage review authority. Refer to this section of the Manual for further clarification of each item and what is required. See below: • Project Overview • Existing Conditions Summary • Off -site Analysis Report • Permanent Stormwater Control Plan • Construction Stormwater Pollution Prevention Plan • Special Reports and Studies • Other Permits • Operation and Maintenance Manual • Declaration of Covenant for Privately Maintained Flow Control and Treatment Facilities. (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Declaration of Covenant for Privately Maintained On -site Stormwater BMP's (See attached Drainage BMP Maintenance Covenant BMP Agreement) • Bond Quantities WOrksheet, if applicable The project overview has been provided at the beginning of this report along with an existing conditions description. Maps are included in the attachments. 1-3.1.8 Step 8 -Check Compliance with all Applicable Minimum Requirements A Stormwater Site Plan as designed and implemented should specifically fulfill all Minimum Requirements applicable to the project. The Stormwater Site Plan should be reviewed to check that these requirements are satisfied. To take place during review and during and after construction. TAB 2 (MINIMUM REQUIREMENT #2) • 1-2.5.2 Minimum Requirement #2 —Construction Stormwater Pollution Prevention Plan (SWPP) - All projects are required to complete Minimum Requirement 2. - Refer to the 13 Elements of the SWPP (See document below, complete and attach) - See attached Table 4.1.1, Table 4.2.1 and Table - Provide Engineering Calculations as an attachment for Sediment Ponds\Traps, Diversions, Waterways and Runoff/Stormwater Detention Calculations. See Attached SWPP. Table 4.1.1 Source Control BMP's by SWPPP Element Fence amp C105K BMP MY: Construction RoadiParking Area Sloblilludon Seeding � 0 � � 0 � 0� Pollution Prevention Sedinnent Control Lead Table 4.2.1 Runoff Conveyance and Treatment BMP's by SWPPP Element Elerr8nE�5 Eiamant Elr:ii*nti� ' Ef+allFbf7rtlg7' ;Elern©rlt 9R � Eled��nt11'� �lama�nt#'14 Element tF13 1311913 cr 5lavarttw=M Gorutnai Pr090 >'Fot9d 9iatalii s Central Central Do = 'r FI rRa�as eOn $edtrt S latex riLprain Inieis C6atfital Faal�rtanea 7lt�ttHk�] 1f61P� ImpaLt Owilrolx and atdde9x : eYulapinent. OP c : Wito"ptor Me and ammle _P C'M- Draw-Ltn d t,arur®t, F G3AN3: Channel Urdit P+2W; 4RatorDws Vf r' GIMP G204, Plpa Slope Drains F' SOAP iG2D+6 Subwortiog DmIrw +� BMP G2205l ve1 Spreader IMMP C Check Glams Brt1P CIO; Trlan lWar Ut Bike {Geine Er►tamd iCherk EkaroL B m p c2m [9uti e{ Prr trcii3aa ,+' smp 2o, Storm Draln Inlet Protedton- w BrAF C2211! Brush BWMr r BrilP C2321 Oray*l FlIber Berra BPtIP" G 3 Feed c , +t" BMP' 41W0alt413trip + BPdi� ear Watlla� rf` _ BMP'C23M V g'ItEatIve Filtiratlen BPAP d2ft Scrdirwnt Trap ,I LL BMP M41A& TtnvctrrrrySe4ftmntP"d ,+ RMP C23rt_ Owstrw lan 31lamwm4tr d Gtatti��il ii'4tit Bran G25i: Conatruc lon Steenewker Fillreilon BMR C25Z WC11I'pNNetutramstionLAMrop Y` C�5# Broil e;2M PH Control fte Nigh PH Mter ' Y 0 Planning, Community, & Economic Development Department PO Box 547, Anacortes, WA 98221 PH: 360.299.1984 -4co 13 Elements of SWPPP (Construction Stormwater Pollution Prevention Plan) Please check off boxes to show that each element has been read and understood. Provide details where applicable and if certain aspects are unnecessary or exempt, clearly justify. Details of the 13 Elements and the correlating BMPs are listed on Pg. 236 of the 2014 Stormwater Management Manual for Western Washington (SWMMWW). A link is provided on the City of Anacortes website, under Planning, Community, & Economic Development Department, as well as under Stormwater on the Engineering Division of Public Work's page. Owner Name: Madrona Real Estate Investors LLC Site Address: iota �atn street Prepared By: Dale Herrigstad, PE The Stormwater checklist or building permit determined that: ❑ The 13 elements must be addressed for construction activity adding under 2,000 sq. ft. of hard surface area. �rGGEQ'jti� .�.5 NoT� . 11-19010, Spy ❑✓ These elements must be addressed for construction activity adding 2,000 sq. ft. or more of hard surface area. This means that an attached narrative and site plan are required with this document. Under each element, explain the best management practices (BMPs) used or justify reasoning for those that will not be used. If needed, please attach a narrative to further explain plans or justification. iELEMENT 1: Preserve Vegetation/Mark Clearing Limits ❑✓ Before beginning land disturbing activities, including clearing 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 practical. A high visibility construction fence OR cyclone fence BMP C103 will be installed at the perimeter of the construction site. Silt fencing BMP C233 will be installed on the north and east property boundaries. BMP to be monitored daily and repaired as needed. This will be installed prior to beginning construction. Page 1 of 8 March, 2017 CLEMENT 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 BMPs, to minimize tracking onto 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 (ex: 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 preventing it from discharging into systems tributary to waters of the State. Install BMP C105 (Stabilized Construction Entrance). Construction traffic will enter on 18th and exit at alley to north with construction entrances until site is stabilized with crushed surfacing. Any dirt or mud that is tracked onto the roadway will be cleaned immediately. To be installed prior to construction. BMP to be monitored daily and repaired as needed. Leave curb and gutter in place until the end of the project to reduce sediment transfer. iELEMENT 3: 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 improvement (e.g. impervious surfaces). ❑ If permanent infiltration ponds are used for flow control during construction, protect these facilities from siltation during the construction phase. A silt fence BMP C233 is to be installed along the north and east property lines. A temporary Sediment trap will be used if necessary and will have to be located in the northeast corner of the site. Schedule BMP C162. /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 Page 2 of 8 March, 2017 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. 0 Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas to increase sediment removal, and maximize stormwater infiltration. ❑✓ 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. Per BMP C233 a silt fence will be installed as noted in element 3. To be installed prior to the start of construction. BMP to be monitored daily and repaired as needed. The site is relatively flat with a slight slope to the north east. BMP C162 Scheduling. Install sediment trap at the start of construction. /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. o During the dry season (May 1 — Sept 30): 7 days o During the wet season (Oct 1— Apr 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, protect 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. 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, install a construction entrance with quarry spall base from 18th Street during construction. Install plastic covering per BMP C123 on Soils Stockpiles. BMP to be monitored daily and repaired as needed. Refer to Table 4.1.1 in MR #2. ELEMENT 6: Protect Slopes ❑✓ Design and construct cut -and -fill slopes in a manner to minimize erosion. Applicable practices include, but are not limited to, reducing continuous length of slope with terracing and diversions, reducing slope steepness, and roughening slope surfaces (Ex: track walking). Page 3 of 8 March, 2017 ❑✓ Divert off -site stormwater (run-on) or ground water away from slopes and disturbed areas with interceptor dikes, pipes, and/or swales. Off -site stormwater should be managed separately from stormwater generated on the site. ✓❑ At the top of slopes, collect drainage in pipe slop drains or protected channels to prevent erosionI o *Temporary pipe slope drains must handle the peak volumetric flow rate calculated using a 10-minute time step from a Type 1A, 10-year, 24-hour frequency storm for the developed condition. Alternatively, the 10-year, 1-hour flow rate predicted/indicated by an approved continuous runoff model, increased by a factor of 1.6, may be used. The hydrologic analysis must use the existing land cover condition for predicting flow rates from tributary areas outside the project limits. For tributary areas on the project site, the analysis must use the temporary or permanent project land cover condition, whichever will produce the highest flow rates. If using the Western Washington Hydrology Model (WWHM) to predict flows, bare soil areas should be modeled as "landscaped" area. o Where 15-minute time steps are available in an approved continuous runoff model, they may be used directly without a correction factor. ❑✓ Place excavated material on the uphill side of trenches, consistent with safety and space considerations. ❑✓ Place check dams at regular intervals within constructed channels that are cut down a slope. ❑✓ Consider soil types and its potential for erosion. ❑✓ Stabilize soils on slopes, as specified in Element 5. ❑✓ BMP combinations are the most effective method of protecting slopes with disturbed soils. Ex: Use both mulching and straw erosion control blankets. The site is flat with no slopes. ELEMENT 7% Protect Drain Inlets ❑� Protect all storm drain inlets made operable during construction so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. ❑✓ Clean or remove and replace inlet protection devices when sediment has filled one-third of the available storage (unless a different standard is specified by the product manufacturer). ❑✓ Where possible, protect all existing storm drain inlets so that stormwater runoff does not enter the conveyance system without first being filtered or treated to remove sediment. � Keep all approach roads clean. Do not allow sediment and street wash water to enter storm drains without prior and adequate treatment unless treatment is provided before the storm drain discharges to waters of the State. ❑✓ inlets should be inspected weekly at a minimum and daily during storm events. Per detail I-40.20-00 Storm Drain Inlet protection devices will be installed at existing catch basins in the immediate vicinity of the project. To be installed prior to the start of any construction. Nearest CB is east on 18th Street and the corner with Commercial Avenue. as well as parking lot to the north. BMP to be monitored daily and repaired as needed. Refer to Table 4.1.1 in MR #2. March, 2017 /€CEMENT Be Stabilize Channels and Outlets ❑ Design, construct, and stabilize all on -site conveyance channels to prevent erosion from the following expected peak flows: o *Channels must handle same peak volumetric flow rate as temporary pipe slope drains listed in Element 6, above. ❑ Provide stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches at the outlets of all conveyance systems. ❑ The best method for stabilizing channels is to completely line the channel with a blanket product first, then add check dams as necessary to function as an anchor and to slow the flow of water. No stormwater runoff will be conveyed off site via channels, swales, or streams. If needed, temporary sed. trap to be installed and any runoff will a channeled or conveyed to trap. The design of the sediment trap is show in Element #10. 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 on -site 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 tank 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 land application, or to the sanitary sewer, with local sewer district approval. Wheel wash or tire bath wastewater should not include wastewater from concrete washout areas. ❑✓ 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 BMPs to prevent contamination of stormwater runoff by pH -modifying sources. The sources for this contamination include, but are not limited to: bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, waste streams generated from concrete grinding and sawing, exposed aggregate processes, dewatering concrete vaults, concrete pumping, and mixer washout waters. Adjust the pH of stormwater if necessary to prevent violations of the water quality standards. Page 5 of 8 March, 2017 ❑✓ 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. Do not use upland land applications for discharging wastewater from concrete washout areas. ❑✓ Obtain written approval from Ecology and provide to the City before using chemical treatment other than CO2 or dry ice to adjust pH. ❑✓ Woody debris may be chopped and spread on site. ❑✓ Conduct oil changes, hydraulic system drain down, solvent and de -greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff using spill prevention measures, such as drip pans. ❑✓ Clean contaminated surfaces immediately following any discharge or spill incident. Emergency repairs may be performed on -site using temporary plastic placed beneath and, if raining, over the vehicle. Per BMP C154 a Concrete Washout Area is to be installed onsite to capture contaminated water from concrete washouts. To be installed prior to foundation /concrete installation. BMP to be monitored daily and repaired as needed. Provide spill prevention kits for excavation and concrete crews are required on Site. Sw2P-j 14D ?:E. vhc.vu� P4"(::) D% SQoseD 824Dz".4 - BNP GW) Z /ELEMENT 10: Control De -Watering ❑✓ Discharge foundation, vault, and trench dewatering water, which have characteristics similar 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 or interfere with the operation of the system. 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 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. ❑✓ Construction equipment operation, clamshell digging, concrete tremie pour, or work inside a cofferdam can create highly turbid or contaminated dewatering water. ❑✓ Discharging sediment -laden (muddy) water into waters of the State likely constitutes a violation March, 2017 of water quality standards for turbidity. The easiest way to avoid discharging muddy water is through infiltration and preserving vegetation. If dewatering is needed all discharge will be directed to a temp. sed. trap BMP C240 prior to discharge to the city storm drainage system. The sediment trap will be designed for a typical 13,000 sf impervious area or 0.30 acres where the developed 2 year flow is 0.06cfs X 2080 sf/cfc flow = 62 sf surface area plan or 11'x11' square surface pond area minimum. Discharge for this site if not infiltrated will be to the gutter. Can also use sediment pump tank of a trailer. 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. Some temporary erosion and sediment control BMPs are bio-degradable and designed to remain in place following construction such as compost socks. ❑� Provide protection to all BMPs installed for the permanent control of stormwater from sediment and compaction. All BMPs that are to remain in place following completion of construction shall be examined and placed in full operating conditions. If sediment enters the BMPs during construction, it shall be removed and the facility shall be returned to the conditions specified in the construction documents. ❑✓ Remove or stabilize trapped sediment on site. Permanently stabilize disturbed soil resulting from removal of BMPs or vegetation. BMP to be monitored daily and repaired as needed and or as required by the City of Anacortes. Weekly reports are required to be submitted to the building department. ELEMENT 12: Manage the Project —Projects subject to Minimum Requirements 1-9 must have a Certified Erosion and Sediment Control Lead (CESCL) for site inspections. Projects subject to Minimum Requirements 1-5 do not require the inspector to be certified. By the initiation of construction, the SWPPP must identify the CESCL or inspector, who shall be present on -site or on -call at all times. Management details starting on Pg. 250. ❑✓ Phase development projects to the maximum degree practicable and take into account seasonal work limits to prevent soil erosion and prevent transporting sediment from the site during construction. ❑✓ Inspection and monitoring — Inspect, maintain, and repair all BMPs as needed to assure continued performance of their intended function. �✓ Maintain, update, and implement the SWPPP. Clearing and grading activities for developments shall be permitted only if conducted using an approved site development plan (e.g., subdivision approval). ❑� From Oct 1 through Apr 30, clearing, grading, and other soil disturbing activities is permitted only if shown that the site operator will prevent silt -laden runoff from leaving the site through a combination of the following: Page 7 of 8 March, 2017 1. Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters. 2. Limit activities and the extent of disturbed areas. 3. Proposed erosion and sediment control measures. Weather conditions can influence the seasonal limitation on site disturbance. The City of Anacortes has the authority to take enforcement action per AMC 19.76 Stormwater. ❑✓ The following activities are exempt from the seasonal clearing and grading limitations: 1. Routine maintenance and necessary repair of erosion and sediment control BMPs; 2. Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil 3. Activities where there is 100% infiltration of surface water runoff within the site in approveA and installed erosion and sediment control facilities. BMP to be monitored daily and repaired as needed and the responsibility of the owner. Project requires a certified CESCL. ELEMENT 13: Protect Low Impact Development BMPS ❑ If implementing any bioretention facilities or rain gardens, see Pg. 253 for requirements. Protect the Perk Filter until the site is paved and stabilized. Dale Herrigstad Applicant Signature October 16, 2019 Date March, 2017 TAB 3 IMINIMUM REQUIREMENT #3) • 1-2.5.3 Minimum Requirement #3 —Source Conn®0 ®f pollution All known, available and reasonable source control BMP's must be applied to all projects. Source control BMP's must be selected, designed, maintained according to the reference Ecology Manual. The intent of source control BMP's is to prevent stormwater from coming in contact with pollutants. They are a cost-effective means of reducing pollutants in stormwater, and, therefore, should be considered in all projects. Volume 4: Appendix IV -A: Urban Land Uses and Pollutant Generating Sources. Multi - Family Residences: Description: Multifamily residential buildings such as apartments and condominiums. The activities of concern are vehicle parking, vehicle washing and oil changing, minor repairs, and temporary storage of garbage. Potential Pollutant Generating Sources: Stormwater contamination can occur at vehicle parking lots and from washing of vehicles. Runoff from parking lots may contain undesirable concentrations of oil and grease, suspended particulates, and metals such as lead, cadmium, and zinc. • S411 BMPs for Landscaping and Lawn Vegetation Management. • S421 BMPs for Parking and Storage of Vehicles and Equipment. During construction of the site will be open and subject to erosion. BMP's as described in the erosion control plan and SWPPP must be constructed at the source to limit erosion and sediment laden runoff. The primary source for erosion is the driving path for the transportation of material to and from the site. A quarry spall construction entrance from 18th Street and gravel construction route will limit erosion and silt laded storm water. BMP 5411 Landscaping and Lawn/Vegetation Management will be utilized to limit Source pollution. See BMP 5411 at the end of this report. TAB 4 (MINIMUM REQUIREMENT #4) • Minimum Requirement #4 —Preservation of Natural Drainage Systems and Outfalls Natural drainage patterns shall be maintained and discharges from the project shall occur at the natural location, to maximum extent practicable. The manner by which runoff is discharged from the project site must not cause a significant adverse impact to downstream receiving waters and down gradient properties. All outfalls require energy dissipation. The objective is to preserve and utilize drainage systems to the fullest extent because of the multiple stormwater benefits these systems provide; and to prevent erosion at the downstream of the discharge location. Refer to the reference manual for supplemental guidelines and additional information under this section. No change in drainage is proposed for this site. Drainage will discharge to the north to an existing drainage system. TAB 5 (MINIMUM REQUIREMENT #5) • Minimum Requirement #5 — On -site Stormwater Management Project thresholds that trigger Minimum Requirements 1*1 through #5, shall utilize the On -site Stormwater Management BMP's from List #1 for all surfaces within each type of surface in List #1; or, Demonstrate compliance with the LID Performance Standard. Projects selecting this option cannot use Rain Gardens. They may choose to use Bioretention BMP 's as described in Chapter V-7 — Infiltration and Bioretention Treatment Facilities to achieve the LID Performance Standard. Refer to this section of the reference Manual for all Feasibility or Infeasibility Criteria. Is this project Flow Control Exempt? Yes (Yes\No) (See Appendix 1-E: Flow Control -Exempt Surface Water). If yes, provide reasoning from the applicability section of 1-2.5.7 Minimum Requirement #7: Flow Control). If No, then the project triggers Minimum Requirement #7 (1-2.5.7) and possibly Minimum Requirement #8 (1-2.5.8). This project discharges directly to the city storm system at the corner of 17th and Commercial Avenue. The city storm system is enclosed I pipes to the Fidalgo Bay. As discussed in Minimum requirement #7 the basin down stream system does not have flow issues and designed to 65% impervious for the entire basin. Requirements for Ftow Control Exempt site: Implement the following BMPs where feasible: All sites are required to utilize BMP T5.13 —Post Construction Soil Quality and Depth. For each surface, consider the BMP's in the order listed for that type of surface. Use the first BMP that is considered feasible. No other on -site Stormwater Management BMP is necessary for that surface. Feasiblity shall be determined by evaluation against: 1. Design criteria, limitations and infeasiblity criteria identified for each BMP in this manual, and; 2. Competing needs criteria listed in Chapter V-5 — On -site Stormwater Management. Lawn and Landscaped Area: 1. BMP T5.13: Post -Construction Soil Quality and Depth. (Attach Detail in Report) Refer to this site for requirements and specifications. All projects are required to utilize this BMP http://www.soilsforsalmon.org/pdf/Soil BMP Manual.pdf See below for the "Model Soil Management Plan for BMP T5.13" to be submitted with Drainage Report and Application Material. All disturbed site soil will be amended as required by the post construction soil quality and depth requirements and will be implemented at the building permit stage. The design guidelines for the soil requirements are included in BMP T5.13. Requirements for Flow Control Exempt site: Implement the following BMPs where feasible: 2. BMP TDal 0A: Downspout Full Infiltration Feasible\Infeasible If infeasible, explain the criteria: Minimum setbacks shall be 10 feet from any structure and 3 feet from a property line with 3 feet or more of permeable soils to the seasonal high ground water table. The water table is anticipated at a maximum of 22 and well above the 36 required for infiltration. Full infiltration infeasible. OR BMP T5.10B: Downspout Dispersion Systems Feasible\Infeasible If infeasible, explain the criteria: A downspout dispersion system requires a vegetated flow path of at least 50 feet for splash blocks and 25 feet for trenches to a property line or structure. TNs project impervious area covers most of the site with no area for dispersion. OR BMP T5.10C: Perforated Stub -out Connections Feasible\Infeasible If infeasible, explain the criteria: Perforated stub outs are not feasible due to shallow water table of 22" and can not meet the 12" separation requirement. 3. BMP T�e��: Sheet Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: Sheet flow dispersion system requires a vegetated flow path of at least 50 feet or 25 feet for trenches to a property line or hard surface such as the curb line in this case. This project impervious area covers most of the site with no area for dispersion. Or, BMP T5.11: Concentrated Flow Dispersion Feasible\Infeasible If infeasible, explain the criteria: Like BMP T5.12 flow path length of 25 feet is required prior to reaching a hard surface such as a curb line or adjoining property lines. This project impervious area covers most of the site with no area for dispersion. The 100 year peak will be determined from the developed site resulting from an impervious area of 12,425 square feet on a 15,980 square foot site and an additional 7,054 square feet of paved parking to the north is a total of 19,479 square feet (0.45 acres) of impervious area on a 0.53 total acre site. The 100 year peak flow will be 0.40 cfs. The gravity capacity of an 8 inch pvc storm pipe is approximately 0.9 cfs at 0.5 percent slope and well above the projected maximum flow. There is no capacity issue prior to discharging to the city system a the corner of Commercial Avenue and 171" Street. MITIGATED LAND USE Pervious Land Use acre C. Lawn, Flat .08 Pervious Total 0.08 Impervious Land Use acre ROADS FLAT 0.45 Impervious Total 0.45 Basin Total 0.53 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 04005705 5 year 04011244 10 year 0.01554 25 year 0602145 50 year 09026097 100 year 09030884 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow (cfs) 2 year . 5 year 10 year 25 year 50 year 100 year 0143939 0.203141 0.246937 00307688 0.356999 0.40989 0.40989 TAB 6 — (MINUMUM REQUIREMENT 6 - RUNOFF TREATMENT) Threshold requirements for determining the applicability of runoff treatment. 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 -generative pervious surfaces (PGPS)-not including permeable pavements4s 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 total PGHS projected for this site is 5,527 square feet of parking and greater than the 5,000 square foot threshold. The roof is covered with asphalt shingles and not a PGHS surface. 2012 Manual V4.1.3 Flows Requiring Treatment. The total disturbed site is 0.37 acres and less than the 3/4 acre PGPS threshold. Treatment is required. An Oldcastle Stormwater Solutions "Perk Filter" Concrete catch basin will be utilized for parking lot storm water treatment that is DOE approved for Primary Treatment. The following is the flow design for the parking lot at 0.13 acres of paved surface. ww�2 012 PROJECT REPORT Site Name: Fidalgo Flats Site Address: 1020 18th Street City Anacortes Report Date: 8/12/2019 Gage Burlington Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.83 Version Date: 2016/02/25 Version : 4.2.12 PREDEVELOPED LAND USE Pervious Land Use C, Forest, Flat Pervious Total Impervious Land Use Impervious Total Basin Total MITIGATED LAND USE Pervious Land Use Pervious Total Impervious Land Use PARKING FLAT Impervious Total Basin Total Flow Frequency Return Return Period 2 year 5 year 10 year 25 year 50 year acre acre 0 0.13 acre 0 acre 0.13 0.13 0.13 Periods for Predeveloped Flow (efs) 0a001612 0a003114 0.004295 00005953 0.007285 POC #1 100 year Flow Frequency Return Periods for Mitigated Return Period Flow(cfs) 2 year 04043118 5 year 0.060469 10 year 00073243 25 year 00090894 50 year 00105174 100 year 0.120451 Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0.0117 acre-feet On-line facility target flow: 0.0172 cfs. Adjusted for 15 min: 0.0172 cfs. Off-line facility target flow: 0.0097 cfs. Adjusted for 15 min: 0.0097 cfs. The design flow for the treatment system will be 0.02 cfs with an overflow design requirement of 0.12 cfs. The single cartridge 18" Perk Filter is designed for a treatment flow rate of 0.023 cfs and a total capacity of 1.3 cfs. The outlet pipe will be an 8" CPEP storm pipe at a depth of 2'-8" as shown on the approved shop drawings. TAB 7 — (MINUMUM REQUIREMENT 7 — FLOW CONTROL) Threshold requirements for determining the applicability of now control. • 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 3/4 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold dis-charge area, and from which there is a surface discharge in a natural or man-made 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 CA increase using 15-minute time steps). As discussed above with the City Stormwater Management Plan identifies this site in Basin F1 is generally located north of 22"d Street and east of "K" Avenue with a central section of Commercial Avenue is zoned Commercial and High Density Residential. The pipe has no surcharging issues and discharges at Outfall #40 at the Cap Sante Marina. The basin was modeled in the Stormwater plan as 65% impervious over the entire basin including Commercial and residential sites. This site is FLOW CONTROL EXEMPT. TAB 6 — (MINUMUM REQUIREMENT 8 —WETLAND PROTECTION) There are no wetlands on this site. The downstream system is enclosed to a discharge point at Fidalgo Bay. No downstream wetlands. TAB 9 - (MINUMUM REQUIREMENT 9 —OPERATION AND MAINTENANCE) The drainage system within this project will remain private and the responsibility of the homeowner for which it serves. The New Castle Perk Filter will have a maintenance plan as recommended by the manufacturer. APPENDIX 1 — Survey performed by a Professional Land Surveyor The object of this appendix is to ensure that the property has a minimum of 3 out of 5 property corners visible to ensure that the structures are placed within the required setbacks. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 C43a'kt � TvO��e to 10 mOD y ba 60 v� N c0 � ^' b VI z mm < Aye x O ozo N zz0 !n O� (") M tiOn ;m u ti 3i mmZ n �F7 M o f c=s M zl �xc o '^ . O,DQ D I C OMMM I yK m VI CZ I rmm j ZOO I"Im zMa I o N � o � xz zx LTJ m C d cn cn co Z cmi d co O 9 zC p O LJ �z a rrr vvvr 00o aaao ti �-i AAA m a s r�il�i m a � rrrxr n u m m f..) 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VJ.w.j O G O U 3 .11yO O N E z e �_ .O.m •m m; m9 °vv �um $o OHO m 2 Nm m=o-p £ E 00 060 O wo C - N J Z m Zao��®oD0• o �Ap "AnMocz Om ;N�y�momwxmmm N M. A y Z> o� D C DOO >C,mFzWFo y 'gym N Zx(o'�x 20 D ; 0 ,y ODD Z D z ,.ISO-mv OM a ^�0xmzoxO� o F'0 Finamm 0 0 m oEllE >, oOxzIxyx rt� z�m�o�o f m0 ZG N NO N <G G!• O < O N O d m v D ndi A I to J m h iO S ui I � A m w � o` of 40,0' I ogo <-1C � = z A C (> t D 3 Wmo m Q Si am rn � it ti I APPENDIX 2 — Soils Anaylsis (Volume 1, Chapter 3.1A) Version Date: October 7, 2019 Previous Version Date: February 20, 2019 Soils Report Linda Spicher, Septic System Designer (360)70&3004 Project/Glient: Madrona Real Estate Investors VIII LLC Site Address: 1014 & 1020 18th Street, Anacortes7 WA Parcel Numbers: 55161 & 55160 Date on Site: 03/22/18 Page / of srbo:s� LOU SPICHER ED dESIGNEII m Map Unit, Natural Resources Conservation Service: #20, Bow -Urban land complex, 0 to 8% slopes Bow -Urban land complex soils are very deep and somewhat poorly drained. Permeability, is slow, and available water capacity is high. Runoff is medium, and the hazard of"water erosion is slight. Hydrologic Soil Group: C/D Soil Type' Loading FZate2 Soil Log 1 dark brown medium sandy silt loam 15 —22 brown medium sandy ashy loam, fine roots to 17", 22 — 25 gray medium sandy clay, mottles roots, no mottles anticipated water table at 22" Soil. Log 2 0 — 14 dark brown medium sandy silt. loam, roots 14 - 18 brown medium sandy ashy loam 18 - 23 gray medium sandy clay anticipated water table at 18" 5 0.4 5 0.4 7 not suitable 5 0:4 5 0.4 7 not suitable One of seven numerical classificaEions of fineearth particles and rack fragments as described in WAG 247-272fA-0220 (2)(e). z From Chapter 247-272A WAC0 "Hydraulic Loading Rate" means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day (gal/sq. ft./day). Soil Lag 3 0 - 14 dark brown medium sandy sift loam, roots 5 14 - 17 brown medium sandy ashy loam 5 17 - 22 gray medium sandy clay, mottles 7 anticipated water table at 17" Sofl Type3 Soil Log 4 Page ,2 of 7 0.4 0.4 not suitable Loading Rate4 0 - 11 .dark brown medium sandy silt loam, roots. 5 0.4 11 - 19 tan very gravelly ashy loam 5 0.4 19 - 26 gray very gravelly ashy clay 7 not suitable anticipated water table at 19" Of S{R"244 LOt.I SPICHER 3 One of seven numerical classifications of fine earth particles and ..rack fragments as described in WAC 247-272A-0220 (2)(e). 4 From Chapter 247-272A WAC: "Hydraulic Loading Rate" means the amount of effluent applied to a given treatment step, in this chapter expressed as gallons per square foot per day (gal/sq. ft./day). .[J i� \JG.V VI.J141�GI� I ' ,ram-__�.._.._ ��---• k; 7 .r.. r _ r 1 � I- 4.co t 1 t , + f _ C D N C LL. C yc m �' ctQi to CO O cQi W c cco m - �aom 5, U nd E� 0 —D - N m Ev vi W O p m o t (ri M r W n n M p �a W U b oz N pop' N 3L m c « IV tC) ul v �°- p. m Sam d cl��� •mom_ c 0 N d N 0 0 �- iN$cd�$ S W V N 0 N cn 'R V w !0 � D Z v o' N o v U ' p. j f0 m f up - SPICHER - O DESIGNERLLJ ; z, EXPIRES M24-} , Ljj Z r u �3v �- H � 2 I wcu zw oti n Ln � U cic Z = w C3v 1 1 co LJ w [L C4 1� u� S m co � h - 3nN3AV lVI3d3WWOJ ci - --- S9 a w �N I N I IN F- W LLJ A �.< LL'S6� M AIL9,00.0 S o z t 3nN3Ad .0. Skagit County Areal Washington 20—Bow-Urban land complex, 0 to B percent slopes Map Unit Setting • National map unit symbol: 2hv1 • Elevation: 0 to 150 feet • Mean annual precipitation: 20 to 40 inches • Mean annual air temperature: 48 to 50 degrees F • Frost -free period: 170 to 220 days • Farmland classification; Not prime farmland Map_ Unit Composition • Baw and similar sails:. 60 percent • Urban land: 35 percent • Estimates are based on observations, descriptions; and transects of the mapunit. Description of Bow Setting • Landform: Hiilslopes, terraces • Parent material: volcanic ash, glaciolacustrine deposits, and glacial dI Typical profile • H1 - O to 7 inches: gravelly ashy loam + H2 7 to 17 inches: very gravelly ashy loam • H3 ~ 17 to 31 inches: clay loam • H4 31 to 60 inches: silty clay Properties and qualities • Slope: 0 to 8 percent • .Depth to restrictive feature: More than 80 inches • Natural drainage class: Somewhat poorly drained • Capacity of the most limiting layer to transmit water (Ksat) to moderately high (0.06 to 0.20 in/hr) • Depth to water table: About 6 to 18 inches Frequency of flooding: None Frequency of ponding: None • Available water storage in profile: High (about 10.4 inches) .Interpretive groups Mod .erately low 05 ;��r0oz�-wp7 • Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4w Hydrologic Soil Group: C/D • Forage suitability group: Seasonally Wet Soils (G002XN202WA) • Hydric soil rating: Yes Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: No APPENDIX 3 — Model Soil Management Plan for BMP T5.13 An alternate document acceptable to the City of Anacortes is a Test Report provided by the Soils Supplier that identifies the soils to be used meet the specifications outlined under Minimum Requirement 5. The specifications are in both WSDOT and CSI Formats. For specifications, refer to the above referenced PDF. This submittal can be a deferred submittal since most projects are not sure who the supplier will be at the time of building permit application. For projects that trigger Minimum Requirements 1 through 5, the Test Report will be provided to the Building Department. Projects triggering Minimum Requirements 1 through 9, the Test Report will be provided to the Engineering Department, Version Date: October 7, 2019 Previous Version Date: February 20, 2019 DEFERRED SUBMITTAL: PROVIDE A TEST REPORT FROM SOILS SUPPLIER TO THE BUILDING DEPT, PROJECT INFORMATION "Model Soil Management Plan for BMP T5.13 age # of pages Complete all information on Dage 1, only site address and permit number on additional pages. Site Address / Lot No.: Permit Type: Permit Number: Permit Holder: Phone: Mailing Address: Contact Person: Phone: Plan Prepared By: ATTACHMENTS REQUIRED (Check off required items that are attached to this plan) Site Plan showing, to scale: _ Areas of undisturbed native vegetation (no amendment required) New planting beds and turf areas (amendment required) Type of soil improvement proposed for each area Soil test results (required if proposing custom amendment rates) Product test results for proposed amendments AREA # (should match Area # on Site Plan) PLANTING TYPE _Turf _Undisturbed native vegetation Planting Beds Other: SQUARE FOOTAGE OF THIS AREA: square feet SCARIFICATION inches (depth) of scarification needed to achieve finished total 12" loosened depth. Subsoil will be scarified PRE -APPROVED inches of compost or imported topsoil applied AMENDMENT METHOD: X 3_1 (conversion factor, inches to cubic yards) PRODUCT: Topsoil import = cu. yards per 1,000 sq. ft. _ Amend with compost X _ ,000s sq.ft. in this area Stockpile and amend = cubic yards of amendment QUANTITY: CU. YDS. ( cu. yds. stockpiled) (needed to cover this area to designated depth) CUSTOM AMENDMENT Attach test results and calculations. _ Topsoil import inches organic matter or topsoil import PRODUCT: Topsoil & compost lift X 3_1 Amend = cu. yards / 1,000 sq. ft. Stockpile and amend X ,000s sq.ft. in this area ( cu. yds. stockpiled) = cubic yards of amendment QUANTITY: CU, YDS. MULCH ,000 sq.ft. PRODUCT: X 6.2 (conversion, to give 2 inch mulch depth) = cubic yards of mulch � --� ---� __* __+ __+ QUANTITY: CU. YDS. TOTAL AMENDMENT/TOPSOIL/MULCH FOR ALL AREAS (complete on page 1 only, totaling all areas/pages in this Plan) ❑ Product #1: ❑Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #2: ❑ Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch, or <35:1 for native plants) "stable" (yes/no) ❑ Product #3: ❑Quantity: cu. yds. ❑ Test Results: % organic matter C:N ratio <25:1 (except mulch. or <35:1 for native plants) "stable" (ves/no) Date: Inspector: Approved: Revisions Required: Date: Inspector: Approved: Revisions Required: Version Date: October 7, 2019 Previous Version Date: February 20, 2019 APPENDIX 4 — Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Note: See attached. All projects within the City of Ana=Les are required to complete that document under Appendix 4. Version Date: October 7, 2019 Previous Version Date: February 20, 2019 ii. APPENDIX 4 — Determining Construction Site Sediment Damage Potential (Appendix 7 — NPDES Phase II Permit) Western Washington Phase D Stormwater Permit i. APPENDIX 7 - Determining Construction Site Sediment Damage Potential The following rating system allows objective evaluation of a particular development site's potential to discharge sediment. Permittees may use the rating system below or develop alternative process designed to identify site -specific features which indicate that the site must be inspected prior to clearing and construction. Any alternative evaluation process must be documented and provide for equivalent environmental review. Step one is to determine if there is a sediment/erosion sensitive feature downstream of the development site. If there is such a site downstream complete step two, assessment of hydraulic nearness. If there is a sediment/erosion sensitive feature and it is hydraulically near the site then go to step three to determine the construction site sediment transport potential. -. a-� •� -� :•� .� Sediment erosion sensitive features are areas subject to significant degradation due to the effect of sediment deposition or erosion. Special protection must be provided to protect them. Sediment/erosion sensitive features include but are not limited to: i. Salmonid bearing fresh water streams and their tributaries or freshwater streams that would be Salmonid bearing if not for anthropogenic barriers; ii. Lakes; iii. Category I, II, and III wetlands; iv. Marine near -shore habitat; v. Sites containing contaminated soils where erosion could cause dispersal of contaminants; and vi. Steep slopes (25% or greater) associated with one of the above features. Identify any sediment/erosion sensitive features, and proceed to step two. If there are none the assessment is complete. Sites are hydraulically near a feature if the pollutant load and peak quantity of runoff from the site will not be naturally attenuated before entering the feature. The conditions that render a site hydraulically near to a feature include, but are not limited to, the following: i. The feature or a buffer to protect the feature is within 200 feet downstream of the site. lie Runoff from the site is tight -lined to the feature or flows to the feature through a channel or ditch. Acrgusf 9, 2093; Moclifiect Janciary 9&; 2095 Ap�et�riex 7- Determining Sediment Damage Potential Page 9 of 3 A site is not hydraulically near a feature if one of the following takes place to provide attenuation before runoff from the site enters the feature: iv. Sheet flow through a vegetated area with dense ground cover v. Flow through a wetland not included as a sensitive feature via Flow through a significant shallow or adverse slope, not in a conveyance channel, between the site and the sensitive feature. Identify any of the sediment/erosion sensitive features from step one that are hydraulically near the site, and proceed to step three. If none of the sediment/erosion sensitive features are hydraulically near the site, the assessment is complete. .i .� -. a-� .i ..r •. -� Using the worksheet below, determine the total points for each development site. Assign points based on the most critical condition that affects 10% or more of the site. If soil testing has been performed on site, the results should be used to determine the predominant soil type on the site. Otherwise, soil information should be obtained from the county soil survey to determine Hydrologic Soil Group (Table of Engineering Index Properties for step 1.D) and Erosion Potential (Table of Water Features for step 1.E) When using the county soil survey, the dominant soil type may be in question, particularly when the site falls on a boundary between two soil types or when one of two soil types may be present on a site. In this case, the soil type resulting in the most points on the rating system will be assumed unless site soil tests indicate that another soil type dominates the site. Use the point score from Step 3 to determine whether the development site has a high potential for sediment transport off of the site. Total Score Transport Rating <100 Low ❑ 100 High A high transport rating indicates a higher risk that the site will generate sediment contaminated runoffI Construction Site Sediment Transport Potential WOrksheet A. Existing slope of site (average, weighted by aerial extent): Points 2% or less >2-5%.............................................................................................. 5 >5-10%.......................................................................................... 15 >10-15%........................................................................................30 >15%..............................1111111111111..............................................."150 B. Site Area to be cleared and/or graded: <5,000 sq. ft......................................................................................0 5,000 sq. ft. — 1 acre...................................................................a...30 >1 acres..........................................................................................50 C. Quantity of cut and/or fill on site: <500 cubic yards............................................................................. 0 500 — 5,000 cubic yards. ............... 5 >57000 — 10,000 cubic yards. 10 >10)000 — 20,000 cubic yards.........................................................25 >20,000 cubic yards, I I I I I I I I I I I I I I 1 4 1 1 1 1 1 1 1 1 1 1 1 1 1 ............... 40 D. Runoff potential of predominant soils (Natural Resources Conservation Service): Hydrologic soil group A...................................................0 Hydrologic soil group B..............................................................10 Hydrologic soil group C..................................................................20 Hydrologic soil group D..................................................................40 E. Erosion Potential of predominant soils (Unified Classification System): GW, GP, SW, SP soils ..................................................... 0 Dual classifications (GW-GM, GP -GM, GW-GC, GP -GC, SWARM, SW -SC, SP-SM, SP-SC)...........................10 GM, GC, SM, SC soils....................................................................20 ML, CL, MH, CH soils....................................................................40 F. Surface or Groundwater entering site identified and intercepted1: Yes.................................................................................................... 0 No...................................................................................................125 G. Depth of cut or height of fill >10 feet: Yes.................................................................................................. 25 No........ man Now MEMO ONE Noon a ME MEN MR am MEN KNEEN noon 0 SAKE MEN Oman a Raman ARUBA ANNE mamma MEANER 0 Mamma MEN BEEN MENNEN MEN ENO H. Clearing and grading will occur in the wet season (October 1 — May1): Yes.. a a a am am 0 0 0 0 a am 0 0 0 a 9 0 0 0 am am 0 0 am 0 0 0 0 0 am a a am a am a a am am 0 a a a am as a a as am MR am 0 0 0 a a am 0 0 0 0 ME a 50 No.............................................................................................................0 TOTALPOINTS.............................................................................................145 APPENDIX 5 — Site Plan with aii applicable information (Minimum Size 11x17 at a legible scale) 'I` i — EX. CB I I I RIM=21. y X a X I.E,=20, CB INLET PROTECTION CONSTRUCTION ENTRANCE DOE, zQw WSDOT 1-40.20-00 BMP C105 4 INSERT FILTER SOCK I I DOE FIGURE II-4.1.1. EX. SSMH L-034 SA EXISTING ASPHALT RIM=23,65' EX. 8' PVC 28,06' sz 26.47 2 41_ _ 1710 COMMERCIAL i 0000 EX, RB O0Oo°o° 24,08 , X P 55160 o o° ° x11 000 ° ° ° EDIMENT TRAP I PARKING LOT WILL _ 26' m b 0°b° 3,88 URING 0°0° X w 29 5 BE STABILIZED WITH ONSTRUCTION A 0000 0000 25143' CRUSHED SURFACING 23,11' SILT FENCE x FOR CONSTRUCTION PARKING DOE BMP C233 g DOE FIGURE APARTMENT - r X co 27.33 619� 55 1 87 BUILDING BMP C154 co 4,432 SF 27.59' CONCRETE N ° .� WASHOUT AREA FLOOR RISER ELEV. =28,63' Roo BMP C123 Lj l' COVER SOILS I 53 23,36 STOCKPILES. co 1 0b0 026.93 W 10' 272 00 CONSTRUCTION l ' ' \ o _z J4B-SHAGK °o°o°o2' RETAP59'00000 2725'_ 27,70oO— as obb b0 26, ,x' X-p x mx` •x x 0 0bbob xis S MIS' EX, FACE F CURBv , 27,25' --- — ' 27,72" SAWCUT� 71CONSTRUCTION ENTRA CE DOE RIIm=z409 28.86' _ 18 TF i STREET � , BMP C105 _ _ _ _ DOE FIGURE II-4.1.1. _ h IGH VISIBILITY FENCE CB INLET PROTECTION WITH LONG PERIMETER WSDOT 1-40.20-00 OE BMP C103 / INSERT FILTER SOCK v EX, 6' Di WATER v v " tQi1 GRAPHIC SCALE 15 0 15 30 60 ( IN FEET ) 1 inch = 30 ft. HERRIGSTAD ENGINEERING &SURVEYING 4320 IPIIISTLE LAIC ROAD ANACORTES, 11A 98221 299-8804 Site plan Erosion Control 1014-1020 18th Street October 16, 2019 6 Q. uj I NEW SSMH (NO DOGHOUSE MH) RIM=27.54' I.E.= 15.8' 15 LF 8' PVC SS TO BLDG WITH IRON LID 77 LF 8' CPEP SD` Lop EX, CURB TYPEI IR =24.3' /NS J 36 LF 8' B' P�IC SS GA VAL r+= 21' S [METER 26, 5 POWER 5 r METERS �IV// �59_ 25,4 EX. CBI RIM=21 TC-J(S EX, SSMH L-D34 RIM=23,65' I,E: 16F �x5' CONCRETE PERK -FILTER CA BASIN RIM=25.00' INV. OUT=22.33' r28.63' �LEV. 4 L 6' VC S 19091' `- ��I�SLOPE 005 APARTMENT? 33 6,94 BUILDING co 4,432 SF 27,w9' `� FLOLOR RISER ; ELEV,=263' Roo `, 21' o' ti 19'� 1710 COMMERCIA 53 1 Y 10' T06'� ?...._... 2' RETAI �i59' 0:yY � WM 8.5' EX, FACE OF C PROVIDE ' _ SIDEWALK: GUY' WIRE O ER SIDEWAL w EX. 6" DI WATER �REM6VE WATER METER AND DISCONNECT AT MAIN ,25' �K19 -" � DRIVEWAY ENTRANCE WSDOT STND PLAN 18 T STREET F-80.10-03 TYPE 4 HERRIGSTAD ENGINEERING &SURVEYING 4320 IYHISTLE LAKE ROAD ANACORTES, VIA 90221 299-8804 6' GRAPHIC SCALE 15 0 15 30 60 ( IN FEET ) 1 inch = 30 ft. inage Site plan &Dra 1014-10z0 18th Street October 16, 2019 APPENDIX 6 — Documented Site Photos (Show all directions of the site, including frontage) (Insert Photo Here) Location: Description of the photo: Photo taken by: fir#_. ,� '; ' •t-'_i i- 'wwJ Photo looking South east from alley at "O" Avenue APPENDIX 7 — Drainage BMP Facility Maintenance Covenant Note: To be recorded prior to: 1) Temporary Certificate of Occupancy; 2) Final Certificate of Occupancy, and or; 3) Final Acceptance of the project. This is Covenant is required for any Permanent Stormwater Facility constructed on a project site. The applicant should work with the the City of Anacortes Engineering Department on formalizing the document for recording. ANACORTES PUBLICITORKS DEPARTi Lange,;eN Steven Project Manager '' stevel@cityofanacortes.org .0 Review Summary 1 Civil Plan Review Summary 2 Storm Drainage Date: October 14, 2019 To: Brad Augustine, O , From: Steven Lange Subject: Review Summary for the Fidalgo Flats — (PW#19-136-DEV) cc: Eric Shjarback, Don Measamer, Libby Grage, Kevin Cricchio, Rob Frisinger A review of the associated documents for the Fidalgo Flats was completed by the Public Works Engineering Department on October 14, 2019. Below are the findings. Construction Civil Plan —Sheet C1 1. Add Public Works Project Number PW#19-136-DEV. Typical of all sheets. 2. Provide the Concrete Workmanship and Aesthetic Policy. Construction Civil Plan —Sheet C2 1. All elevations shown at 17' Street and Commercial Avenue are shown in a diffeI ent datum. Please provide the same datum as the rest of the plans. 2. Show existing sidewalk on 17th Street to O Avenue. Construction Civil Plan —Sheet C3 (TESC Plan) 1. The Erosion and Sedimentation Plan should match the information identified in Minimum Requirement 2. 2. Improvements extend along O Avenue to 17th Street. The BMPs should be shown accordingly. 3. Show that all catch basins to the north will receive BMP C220 Storm Drain Inlet Protection (WSDOT Standard Detail I-40.20-00). 4. Show sawcutting in the Public Alley Way for new driveway entrance off of O Avenue. Identify all saw cutting and vacuuming requirements. 5. BMP C105 is shown at the ingress off of 18th Street. Recommend adding BMP C105 at the egress of the project site. Show arrows that identify the path of travel. 40 4 a�`� - ��� •Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation • Equipment • Capital Projects • Development Services q��p sly, 6. Will the Temporary Sediment Trap be utilized? The plan is to install the Perf Filter system in the area shown of the Temporary Sediment Trap. How will this function? 7. Where is the job shack for all of the construction disciplines going to be staged? Construction worker parking? Construction Civil Plan —Sheet C4 1. Provide elevations for parking lot. 2. Provide slope arrows for all impervious surfaces. 3. Provide existing and proposed contours. 4. Extend sidewalks along O Avenue to 17th Street and add sidewalk curbs and driveway approaches at the alley way. 5. Landscape should include Street Trees (Root Barrier, per STR-18). 6. Any landscaping in the Public Right -of -Way requires an Encroachment Agreement. (Irrigation, retaining walls, trees\vegetation. 7. Provide a 3rd Party Fire Flow report, per DRG meeting notes. 8. The Guy Anchor over the new proposed sidewalk ramp. Will this require a "Sidewalk Guy"? 9. Provide Dumpster Pad Design and dimensions. 10. Eliminate the Perforated Pipe and associated detail on Sheet C5. 11. Add Curb Stops to remainder of parking stalls. 12. Identify or reference all areas that will receive BMP T5.13 Post Construction Soils. No information on the civil plans identifying this requirement. 13. All signs reset shall follow the WSDOT ST-04 install method. Provide the WSDOT Standard Detail G-24.50-04. 14. Identify the new sidewalk installed as 64eet wide. 15. O Avenue: Provide clarity on the alley entrance with the new approach and how the sheet flow runoff will be collected prior to crossing the sidewalk. Construction Civil Plan —Sheet C5 and C6 1. Provide WSDOT Standard Detail I40.20-00 —Catch Basin Insert, 2. All sidewalk ramps to be stamped per ST-06 of the COA EDS Standards. The DWD are either Black or White in color. 3. Provide\Or reference WSDOT Standard Details for Traffic Curb and Gutter. 4. Provide\Or reference COA Standard Detail for structure adjustments. 5. Provide\Or reference COA Standard Detail for Trenching. 6. Provide\Or reference COA Standard Detail for manhole channeling. 7. Provide\Or reference COA Standard Water Details. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services Drainage Analysis (Dated: Revised October 7, 2019) Note: First review summary of the Drainage Report was for the SEPA determination. 1. Project Description: Provide a total for the New and Replaced Hard Surfaces, 2. Sediment Transport Score: Provide the number. 3. Applicability Flow Chart (Figure I-2.4.1): Accepted on 10-14-19. 4. Applicability Flow Chart (Figure I-2.5.1): Accepted on 10-14-19. 5. Minimum Requirement 1: Agreed. 6. Minimum Requirement 2: Note: The information identified in this minimum requirement should be shown on the Erosion and Sedimentation Plan. • Element 1: Site plan also shows BMP C233 —Silt fence along the north, east property boundaries. • Element 2: The site is set up for cone -way construction access. Ingress off of 18th Street, leaving the site to the north and out to 17th Street. Current design impacts the site and also 18th Street for trucks entering and exiting. May need to adjust for contractor parking, job shack locations, containers, etc. (BMP C107 — Construction Road/Parking Area Stabilization) • Element 3: Agreed. Although, the sediment trap is located where the Water Quality Unit is proposed. It is understood that this unit will be installed prior to the Temporary Sediment Trap. Possibly provide some clarity on how this will function on the Civil Plans. • Element 4: The site is considered a High Sediment Transport Site, Additional BMPs will be necessary to have on -site to control sediment. • Element 5: Agreed. • Element 6: Agreed. • Element 7: Description states within the vicinity of the project. BMP C220 needs to be added to all catch basin to the north as well. • Element 8: Agreed. • Element 9: Agreed. • Element 10: Temporary Sediment Pond can also be replaced with a pump and tank on a trailer. There are few sites currently using this method since space is minimal. • Element 11: Agreed. • Element 12: Agreed. • Element 13: How will the new Perk Filter System be protected? • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services 7. Minimum Requirement 3: Incomplete. Need to address source control BMPs for Commercial Property. From Volume 4: Appendix IV -A: Urban Land Uses and Pollutant Generating Sources, Multi -Family Residences Description: Multifamily residential buildings such as apartments and condominiums. The activities of concern are vehicle parking, vehicle washing and oil changing, minor repairs, and temporary storage of garbage. Potential Pollutant Generating Sources: Stormwater contamination can occur at vehicle parking lots and from washing of vehicles. Runoff from parking lots may contain undesirable concentrations of oil and grease, suspended particulates, and metals such as lead, cadmium, and zinc. Below are a few found during the review. It is recommended that the Engineer of Record identify all BMP's for long-term maintenance. • S411 BMPs for Landscaping and Lawn Vegetation Management. S421 BMPs for Parking and Storage of Vehicles and Equipment. 8. Minimum Requirement 4: Agreed. 9. Minimum Requirement 5: Flow control exemption needs to be revisited. The project site does not directly connect to a City Conveyance System. The project discharge is connected to a private 8-inch PVC Storm Drainage, which then drains to the City Conveyance. During the DRG meeting, comments were provided that the project is flow control exempt, but there still needed to be a downstream analysis performed. The direction of discharge was to the system in O Avenue. This project is proposing to discharge into a private 8-inch system that has not been analyzed to convey the additional water from this project. 10. The report references the project is flow control exempt, which eliminates the need to complete List #2. The project appears to have elected to do all of the BMPs listed (BMP T5.10A, B and C, BMP T5.11 and or BMP T5.12). Not all are required. The project needs to select one. Yet all of the items are infeasible due to high ground water table? So then, MR#5 has been met. Project can make a direct connect to the storm stub. BMP T5.13 Post Construction Soils is required on all projects. Show on landscape plan and reference on civil plans. 11. Minimum Requirement 5: Remove Figure III-3.1.8 (Perforated Stub -out Connection. 12. Minimum Requirement 6: Agreed by Gray and Osborne 13. Minimum Requirement 7: Agreed by Gray and Osborne 14. Minimum Requirement 8: Agreed by Gray and Osborne 15. Minimum Requirement 9: References the Filtera Storm Filter. Revise to read the Perk Filter product that is proposed. 16. Appendix 1: Provided. 17. Appendix 2: Provided. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services 18. Appendix 3: This item will be a deferred submittal. The applicanticontractor will need to provide a Test Report from a Soils Supplier that identifies the soils meet the Specifications outlined in Minimum Requirement 5. This will be submitted to the Public Works Engineering Department. 19, Appendix 4: Provide the sediment score at the front end of the document. 20. Appendix 5: Provided. 21. Appendix 6: Provided. 22. Appendix 7: Project will need to record a Drainage BMP Facility Maintenance Covenant prior to any occupancy permit. Public Works Engineering will draft the document and provide it to the owners for recording. • Water •Wastewater •Streets •Storm Drainage •Engineering •Solid Waste • Transportation •Equipment •Capital Projects •Development Services Ittt A 52LF8'� CPEP ROOF DRAIN TO TEE INTO 8' 17th STREET O_ O W W W W W EX, CB TYPE1 m-42) WM RIM=21,29' EX, SIDEWALK I,E,=19,68' as (Is TYPEl —T"8� PVC SD ----- EXIST. 8''-PYC SD -- EX, CB TYPEL— M=22,44' I RIM=19,94' = I,E,=17,57' =19,84 I � NEW 5' WIDE STORM o W/ OIL/WATER _ I = DRAINAGE EASEMENT OVER SEPARATOR 77 LF 8' EXISTING STORM LINE AND Q &REP SD I w NEW EXTENSION TO PARCEL EXIST. 8" PVC �� SLOPE=0,005 ill) A P55161 EX, CB TY _PAVED I I EX, CURB EXIST. 8" PVC SD RIM=20.27'1 PARKING I I -- SD I,E.=17.90' -EX, CB TYPE1 CB TYPE1 I I RIM=21,96' INGRESS/ -2IM=24,3' �,�� _ ,8 ' EGRESS INV,=20,23' I �� 0 �����v EASEMENT AF ��� #9812040003 36 LF 8'\ o� 0 SEE GENERAL CPEP SD INFORMATION SLOPE=0,005 �\ \ 2'x5' STEEL PERK -FILTER l NOTE 91 ASPHAL GAS VALVE \ \ CATCH BASIN RIM=25.00' sn ,-EX. RB INV,=20,50' APARTMENT BUILDING (J VA 2 O U W GUY TWM _18TH STREET HERRIGSTAD ENGINEERING m SURV� �1� � 4320 WHISTLE LAKE ROAD ANACORTES, SPA 98221 299-8804 7' SIDEWALK 1710 COMMERCIAL AVE EXIST. 6' SIDEWALK w STCIRM DRAINAGE EASEMENT 25 EXIST. TYPE1 CB RIM ELEV; 109.53' WV. OUT = 106,2B' EXIST. TYPEl CB I RIM ELEV. 109.70' INV. DUT = 10820' i 40,0' 0 �p11fl nu A� i�� c� �i � H�� c►�! ly I IC SCALE 25 50 1 inch = 50 ft. EXHIBIT MAP DATE 9-10-z019 SCALER N❑TED