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126 4TH AVE N (3).PDF111111111111 5017 126 4TH AVE N 7 4- fn'.1S90 CITY OF EDMONDS BARBARAFAHEY MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 FAX (425) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works 6 Planning/Building • Parks and Recreation • Engineering a Wastewater Treatment Plant November 12, 1997 Marvin E. Smith 126 4th Avenue North Edmonds, WA 98020 RE: Letter dated 11/5/97 Dear Mr. Smith: In response to your letter dated 11/5/97 (received on 11/7/97), our previous letter (dated 11/5/97) was responding to RCW Chapter 70.92 as referenced in your letter, so there is confusion as to why additional information is needed from the City on this issue since it originated with your letter of 10/27/97. Regarding WAC 51-30, the City letter is clear that Section 1107 in its entirety is applicable to this project. As also explained, Section 1112 applies to all new facilities and elements which are part of a grandfathered building. I am`unsure how to clarify these items more for you, however, for your convenience I am including copies of WAC 51-30-1107 and 51-30-1112. Thank you, Jeannine L. Graf Building Official ® Incorporated August 11, 1890 Sister Cities International — Hekinan, Japan APPROVED 8Y PLANNING MX P RAMP m IWGr. NO aaaam unwi° s e rm I a cme as+n. 6 rmuc LPARICINCx SIGN o — 4 X 4 CIT-Y �► _ BELL STREET I SPA losi i i �usxr au. iV-a I� a. i i n.n�wu...w ar j i es srtrac�vi i w h � i i WXF RAMP-w:cnCN i YAbW-W M�Z� NEW BUILDING w rs' h^ C _._._______ .__.____ _ -_ EXISTING BUILDING II ( \e, -Y/ m CCJ �Z 8RE PUW ar."T." �`. `' f '�j" I.�. ior.aao� iawroa+ow.maowmrwna■v wcwsmw wu6 ic►�u»nwrsonisno.o aons, oa.m,or.sTcw NORM ..r• tax NId1CeR a.r nm w• w (do v rr .Tr .To• w ■� avn, LM CRM BECnaO ■"Mr EXIST. PAWNG 6 i I I 1 I 1 I 6 ' I HEIGHT CALCULATICNS: ee� ■oeattr m.a . v wwe�erT on.a.. rr• aunarr m........ aim• wcnaawc � Q ` nrr wca mom av GEOTECHNICAL ENGINEERING EVALUATION NEW OFFICE BUILDING FOR RICK STEVES EDMONDS, WASHINGTON FOR MR. RICH SORENSON NELSON-COUVRETTE & ASSOCIATES, INC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS 17311-135th Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 • Fax 481-2510 April 7, 1999 Mr. Rich Sorenson 120 Fourth Avenue North P.O. Box 2009 Edmonds, Washington 98020 Geotechnical Engineering Evaluation New Office Building for Rick Steves Edmonds, Washington NCA File No 254499 Dear Mr. Sorenson: Snohomish County (425) 337-1669 Wenatchee/Chelan (509) 784-2756 INTRODUCTION This report summarizes the results of our geotechnical engineering investigation for your planned office building addition in Edmonds, Washington. The site is located at 126 and 130 — A Avenue North, as shown on the Vicinity Map in Figure 1. You have retained us to explore the subsurface conditions in the vicinity of the planned structure, and provide a geotechnical evaluation of the planned development. For our use in completing this study, we have been provided with Sheets A-1 and A-2 of the project plans, prepared by Warren Lafon Architect, dated June 11 and May 27, 1998, respectively. The project plans include the construction of an approximately 60-foot by 100-foot, two-story office building with an underground basement. The new building will be an addition to an existing office building to the south. The construction of the basement will require an approximately 10- to 11-foot deep excavation below the existing building subgrade. The basement excavation will undermine the existing building and 4th Avenue sidewalk, on the southern and western sides of the excavation, respectively. It is our understanding that a temporary construction easement for work within the sidewalk, area will be obtained from the City, and that shoring of the sidewalk would not be necessary. The southern side of the excavation would need a shoring or underpinning system to protect the existing building footing line. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 2 It is our understanding that shoring of the southern side of the excavation will be accomplished by excavating individual slot -type trenches underneath the existing building footing line, and supporting the exposed foundation on temporary concrete piers. The shoring system will be designed by your structural engineer. SCOPE The purpose of this study is to explore the subsurface conditions within the site by excavating backhoe test pits, and provide recommendations for site grading and building foundation support, as well as recommendations for temporary shoring of the existing building foundation. Specifically, the services to be provided by NCA are as follows: 1. Review available soils and geologic maps of the area. 2. Explore the near -surface soils and hydrologic conditions at the site by excavating backhoe test pits. 3. Provide recommendations for basement excavation and temporary support of the existing building foundation. 4. Provide recommendations for building foundation support. 5. Provide recommendations for retaining wall design. 6. Provide recommendations for subsurface drains where appropriate. 7. Summarize our observations, findings, conclusions and recommendations in a written report. SITE CONDITIONS Surface Conditions The nearly square site is located along the eastern side of 4th Avenue North and measures approximately 120 by 120 feet. The site is currently occupied by an existing office building within the southern portion. The area of the planned addition (the northern portion of the site) is occupied partially by a paved parking area and partially by an approximately 50-foot-long by 40-foot-wide by 5-foot-deep excavation. This excavation resulted from the removal of a residence that occupied the northwestern portion of the site. The planned excavation for the basement would extend approximately 5 to 6 feet below the bottom of the existing excavation. The northern footing line of the existing office building has been partially exposed in this excavation. The exposed footing appears to be a typical shallow spread footing. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves ' - April 7, 1999 NCA File No. 254499 I Page 3 Subsurface conditions Geology: The site is shown on the Preliminary Surficial Geologicp of the Edmonds East and west Quadrangle, Snohomish and King Counties, Washington, by Mackey Smith (U.S.G.S. 1975). The ' geologic unit mapped for this site is Vashon Till (Qvt). The till is an unsorted mixture of sand, silt and gravel deposited at the base of the continental glaciers. Our explorations encountered outwash sand. IThe outwash typically consists of fine to medium sand with varying amounts of silt and gravel. ' Subsurface: The subsurface conditions within the site were explored on February 24, 1999, by excavating five test pits, using a rubber -tired backhoe that was provided by you. The approximate ' locations of the explorations are indicated on the Site Plan in Figure 2.. The explorations were located in the field by a geologist representing this firm, who maintained logs of the conditions encountered, and ' obtained representative samples of the different soils encountered in the excavations. These samples were used for further examination of the subsurface conditions in our laboratory. The soils were classified in general accordance with the Unified Soil Classification system, a copy of which is presented on Figure 3. The test pit logs, edited to reflect examination of soil samples in our laboratory, are shown in Figures 4 and 5. Three of the test pits (Test Pits 1 through 3) were located within the existing excavation area. The other two test pits were excavated within the pavement area to the east. The explorations were advanced to depths of approximately 7 to 12 feet below the ground surface. ■ We encountered about 1 foot of undocumented fill in all of the test pits. The fill was encountered at the surface in Test Pits I through 3, and underneath an approximately 0.3-foot thick asphalt pavement, in Test Pits 4 and 5. In Test Pits 1 through 3, the fill consisted of a loose, light brown fine to medium sand with brick, asphalt and wood pieces. In Test Pits 4 and 5 the fill consisted of a medium dense, light brown fine to medium sand mixed with crushed rock. ' In Test Pit 5, the fill was underlain by an approximately 4-foot-thick layer of dark brown fine to medium sand with organics, trace gravel, silt and roots. This material and the undocumented fill found in the rest ' of the test pits were underlain by medium dense to dense, stratified, gray sand with varying grain sizes and varying amounts of silt and gravel to the extent explored. We have interpreted this to be native outwash deposits. We would expect that the outwash would be underlain by glacial till at some depth. I' NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves I- April 7, 1999 NCA File No. 254499 0 Page 4 This depth is unknown to us. Ground Water and Caving Conditions: All test pits had moderate to heavy ground water seepage and severe caving. Heavy ground water seepage was encountered at about 4 feet below surface elevation in ' Test Pit 1. Moderate to heavy ground water seepage was encountered at 4 feet below existing surface elevation in Test Pit 2. Test Pit 3 had moderate.to heavy ground water seepage at 3.5 and 6.0 feet below Isurface elevation. Test Pit 4 and Test Pit 5 had moderate to heavy ground water seepage between 8.5 and 9.0 feet below surface elevation. Severe caving occurred when ground water entered the test pit. Severe ' caving occurred in Test Pit 1 and Test Pit 3 for the entire depth of the test pits. Test Pit 2 had severe caving from 3 to 8 feet below surface elevation. Test Pit 4 had severe caving from about 7 feet to the ' bottom of the test pit, and Test Pit 5 caved from about 5 feet to the bottom of the test pit. ' Ground water elevations observed in the explorations are currently at an average depth of approximately 8 to 9 feet below the existing building subgrade. The excavation for the basement may extend up to 3 ' feet (or more) below current ground water levels. Our test pits were excavated in late winter, and ground I water levels observed in the explorations should represent high ground water levels. These elevations could fluctuate throughout the year and water levels may drop below the bottom of planned excavation in late summer or early fall. However, this is unknown and would have to be verified at the time of construction. The level of ground water table at the time of construction will play an important role in ' the installation of the basement, and the overall construction plans. We recommend that ground water levels be checked at the time of construction, and construction plans alered accordingly. We have ' provided recommendations for ground water control in this report. ' CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the planned development is feasible from a geotechnical standpoint. The site is underlain by outwash sand deposits, which will provide good foundation support. The critical design aspect will be dealing with ground water. The currently planned foundation elevations are about three feet below the ground water elevations measured in our explorations. We do not consider it feasible to II' excavate the on -site soils under these conditions without dewatering wells. A dewatering well system cannot be designed at this time, as the thickness of the underlying aquifer is not known. It may be I' possible that the excavation could be accomplished during the drier time of the year without dewatering ' NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 5 if ground water levels drop. However, the low ground water elevations are not known and they might not vary seasonally as could be expected. In the event that the building can be constructed at the current design grades, the floors willexist below the known ground water levels for at least a portion of the year, if not all year long. This will require a permanent drain system underlying the structure that outlets into the storm drain system. The feasibility of this system needs to be evaluated by the project civil engineer and the City of Edmonds. The alternative is to design the structure to withstand bouyant forces. This would require a special foundation system that incorporates seals, and would also require the building and slabs to be designed to resist uplift. We recommend using ground water levels a minimum of 2 feet above the levels observed in our test pits for design using bouyant forces. It is our experience that the construction below the water table can significantly increase the costs of design and construction. We recommend that these costs be explored before finalizing the design. It may be that raising the basement floor elevation is the most prudent option when weighing the costs. City requirements for continuous flows into their drainage systems may also control final slab elevation. We are available to review options with you, if desired. The current plan is to shore up the existing building foundation by excavating individual slot -type trenches underneath the existing footing down to finished basement elevation and supporting the footing on concrete piers cast in these excavations. The allowable spans that the foundations can be exposed to when undermined need to be determined by your structural engineer. Because of the caving observed in our explanations, the slot trenches will have to be shored to maintain foundation support. This shoring should be contractor designed. With this type of a system, we expect some loss of ground around the shoring. We recommend that a grouting program be used to fill any voids that may be created during the excavation and shoring sequence. Care must be used when grouting to not lift the structure. It would be best to identify the voids and pour, not pump the grout into place. Site Preparation and Grading Prior to site work, we recommend that test pits be excavated on site to determine the elevation of the ground water table. The site preparation and grading can be planned accordingly based on this data. The standard method for site preparation would be to remove the remaining pavement from the area of the planned building footprint, and completing the pavement excavation down to planned footing and NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves IApril 7, 1999 NCA File No. 254499 Page 6 slab subgrade elevations. The native soils would then be compacted to a dense, non -yielding condition. ' However, depending on the ground water and natural moisture content of the soils, this may or may not be possible. If ground water is encountered in the excavation or near the surface of the excavation, ' compaction of the subgrade could result in disturbance of the native soils. We expect that dewatering of the subgrade soils to a minimum of two feet below the excavation bottom will be needed to achieve ' proper compaction. The alternative to the above typical method is to accept a lesser prepared subgrade. The on -site soils are granular in nature and will support foundation loads even without the compaction. The difference being some additional settlement. This settlement could be reduced to less than one inch by minimizing disturbance to the subgrade and using railroad ballast (I to 2 inch crushed rock) in. soft, loose areas that are too wet to compact. We expect that the actual methods used will be determined, in part, by the conditions exposed in the excavation at the time of construction. If the additional settlement can be tolerated, this should be known at the start and decisions on -site preparation based on that. Following subgrade preparation, structural fill, if needed, may then be placed. The on -site outwash soils may be used for fill, but they are marginally moisture sensitive and may be difficult to work with when wet. Some drying even in the summer months may be needed in order to use this material. Silts that may be found within the outwash are considered extremely moisture sensitive and should not be used as ' structural fill material. Temporary Cut Slopes Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, ' depth of the cut, surcharge loads adjacent to the. excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to pre- establish a "safe and maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since he is continuously at the job ' site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. We anticipate temporary cuts on the order of 10 to 11 feet in height for construction of the underground basement. For planning purposes, we recommend that temporary cuts in the outwash be greater than ' 1.5H:1.OV. If ground water seepage is encountered, we would expect the cut slopes will be unstable at NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves ' April 7, 1999 NCA File No. 254499 ' Page 7 these inclinations and that flatter inclinations would be necessary. We recommend that cut slopes be Iprotected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts ' deeper than 3 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate local, state and federal regulations. ' Where cut slopes can not be completed temporary shoring will be needed. Temporary shoring can consist of different methods, depending on the height of cut and existing subsurface conditions (mainly tground water on this site). The design of the temporary shoring should be the responsibility of the contractor. We can provide consultation, as needed, for the design of temporary shoring. 'Shoring of the Existing Building Foundation ' As mentioned above, the excavation for the planned, underground basement will undermine the existing building foundation along the southern side of the excavation. There are several alternatives for shoring the foundation. The selection of the most feasible alternative is dependent on cost, ease of installation, and the desired level of protection for the existing building foundation and slab. ' We have discussed with you and your structural engineer some of these alternatives prior to and after completion of our site exploration. You have indicated to us that the preferred method of shoring the ' existing footing line would be to temporarily support this footing line on concrete piers extending to the bottom of the planned excavation. The number, locations and size of these supports would be I' determined by your structural engineer, depending on the condition of the exiting foundation. The length of the allowable span for the footing line will further dictate excavation methods. The proposed method of slot cutting and placing piers is considered suitable for the planned underpinning. The on -site soils are expected to cave, and shoring of the slot cut will most likely be needed to minimize the temporary spans that the structure is exposed to. We expect some type of braced plywood shoring will be needed. As stated above; the temporary shoring should be designed by the contractor. We do not expect the slot cuts to be successful unless the groundwater elevation is below the planned excavation depths. Some relaxation around the shoring may occur. This should not impact the existing foundations as they will be founded on the piers. It may impact support of interior slab -on -grades. If voids are observed, ' NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 8 they should be filled with grout. It is best to pour the grout into place instead of pumping under pressure. IIt takes less than one psi of grout pressure to lift. a typical concrete slab. Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. For the purpose of this report, structural fill is defined as material that is placed in accordance with prescribed methods and standards and is monitored by an experienced geotechnical ' professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction.. The area to receive fill should be prepared as outlined in the Site Preparation and Grading subsection of this report. Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about 3 inches. Imported, all-weather fill should meet these requirements, and also should contain no more than about 5 percent fines (soil greater than a U.S. No. 200 Sieve), based on that fraction passing the U.S. 3/4-inch sieve. The on -site native soils consist, mainly of outwash sand and gravel. The outwash is considered marginally moisture sensitive. These soils may be used for fill, but will be difficult to work with when wet. Some drying may be needed to use these soils even during the summer months. Silts and silty soils that might be found within the outwash are not considered suitable as structural fill material. ' If fill is to be placed in wet or underwater areas, we recommend the use of a crushed rock material. We consider the best material suited for this is 1- to 2-inch railroad ballast. The benefit of this material is ' that it does not need to be compacted and its performance as a bearing material is not impacted by water. ' Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. All fill should be placed in 8- to 10-inch thick uniform lifts. Each lift should be spread evenly and be ' thoroughly compacted prior to placement of subsequent lifts. All structural fill should be compacted to 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as Idetermined by the ASTM D 1557 compaction test procedure. The moisture content of the soils to be I NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 9 compacted should be within about 2 percent of optimum, so that a readily compactable condition exists. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Foundations The planned structure foundations should be supported on the native undisturbed outwash deposits or structural fill extending to these soils. If wet conditions are encountered, the native subgrade should be covered with a blanket of crushed rock to prevent disturbance of the subgrade soils. If fill is placed within the foundation areas, it should be placed and compacted according to structural fill specifications. The type of fill, should be based on the conditions exposed in the excavation. Where native soils are exposed, water should not be allowed to pond in foundation areas. If ground water is encountered in the excavation it should be pumped out of these areas and semi -dry conditions maintained. If severe ground water is encountered dewatering of the subgrade might become essential to allow subgrade preparation. This is further discussed in the Drainage subsection of this report. Areas that are disturbed during the excavation or deemed unsuitable for foundation support should be overexcavated and replaced with compacted structural fill or crushed rock, depending on subgrade conditions. For foundations supported on compacted structural fill or medium dense or better native soils, we recommend using an allowable bearing capacity of 2,000 psf. This value may be increased by one-third when considering short-term loading such as wind or seismic conditions. Footings should extend a minimum of 18 inches below finished adjacent grade for frost protection. Footings should also be sized according to the anticipated wall or column loading, and the above soil bearing value. Minimum footing widths of 18- and 24-inches are recommended for all continuous and isolated footings, respectively. The above value may be increased depending on foundation size and the condition of the subgrade exposed during construction. If higher bearing values are required, we are available to review site specific conditions. Slabs -on -Grade The subgrade for the planned slab -on -grade should be prepared as outlined in our Site Preparation and Grading subsection. Areas of fill or native soils that are observed to weave during compaction should be overexcavated and replaced with structural fill. If compaction of the slab subgrade is not attainable NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 10 due to wet soil conditions, the subgrade should be covered with a protective layer of crushed rock or clean gravel. The thickness of the rock layer will depend on subgrade conditions at the time of construction. We recommend that at least 12 inches of free -draining material be placed under the slab - on -grade to act as a capillary break and drainage layer. A series of perforated drainpipes should be embedded within the capillary break material to allow the interception of ground water. We recommend a 15-foot-horizontal spacing for these pipes. They should be routed to the storm drain system or some other suitable disposal area. The capillary break material should be separated from the slab by a vapor barrier, such as plastic sheeting. A 2-inch-thick sand blanket may be used to cover the vapor barrier to aid in curing the concrete. The capillary break material should be connected to the footing drains to provide positive drainage. Lateral Pressure and Retaining Walls ' The underground basement walls will act as retaining walls. The lateral pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall ' movement, which can occur as backfill is placed, and the inclination of the backfill. For walls that are free to yield at the top at least one -thousandth of the height of the wall, soilpressures will be less than if ' movement is limited by such factors as wall stiffness or bracing. We recommend that yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 35 pounds per cubic foot ' (pcf). Non -yielding walls should be designed using an equivalent fluid density of 50 pcf. These lateral soil pressures assume a level backfill and do not include the effects of surcharges, such as traffic loads or other surcharge loads. Sloping backfill can significantly increase these pressures. The effects of sloping ' backfill and surcharges should be considered, if appropriate. We can provide recommendations for surcharge loads as they become apparent, if desired. These loads also assumed drained conditions. If the ' design for buoyant forces option is chosen, the above active and at rest pressures should be increased to 80 and 90 pcf, respectively. ' All backfill for retainin walls should be compacted to between 90 and 92 percent of the maximum dry g P i' density as determined in accordance with ASTM D 1557. Care should be taken to prevent the buildup of excess lateral soil pressures due to overcompaction of the backfill behind the wall. This can be accomplished by placing the backfill located within 18 to 24 inches of the wall, in lifts not exceeding 8 ' inches in loose thickness, and compacting this zone with hand -operated, vibrating plate compactors. '' NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 11 Lateral loads can be resisted by friction between the foundation and subgrade or the passive earth Ipressure acting on the below -grade foundation. For the latter, the foundation must be placed "neat" against the undisturbed soil, or backfilled with a clean, free -draining, compacted structural fill. We ' recommend that a lateral soil pressure be calculated by using an equivalent fluid weight of 250 pcf. An allowable coefficient of friction between footings and the subgrade of 0.4 may be used. These values ' include a factor of safety of 1.5. The passive pressure should be reduced to 125 pcf where underwater. The total weight of the structure should also be reduced by the buoyant forces when calculating friction. Drainage Surface Drainage: The finished ground surface should be graded, such that storm water is directed off of the site. Water should not be allowed to stand in any area where footings, slabs or pavements are to be constructed. Final site grades should allow for drainage away from the improvements. We suggest that the finished ground be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the building. Surface drains should be maintained separately and not be interconnected with foundation or wall drains. Subsurface Drainage and Dewatering: The methods needed for dewatering will depend on ground water levels at the time of construction. We do not expect sumps to be effective unless only a few inches of ground water exists below the basement excavation. Even at this, additional expenses should be expected, such as the covering the excavation with clean gravel or rock. For the existing ground water conditions, the method expected to be the most economical will be deep wells. A deep well consists of a larger diameter hole with a pump placed at the bottom of the well. The depth, size and spacing of the well will depend on the thickness of the water bearing soils and whether. lower impermeable zones exist within the deposit. The well spacing could be fairly close if glacial till exists less than 10 feet below the planned basement excavation. The depth to the till will control the magnitude of drowdown of ground water surface. If the till surface is found to be shallow relative to the bottom of the excavation, this method would likely not be effective. The best method for dewatering is to use well points. Well points consist of several small diameter wells located around the excavation. These wells are connected to a manifold pipe, which pumps the water using a vacuum system. The well point system is usually more expensive to install and maintain. A permanent drainage system should be planned around the exterior of the basement walls. An 18-inch- wide blanket of pea gravel should be installed behind all retaining walls and footings. A perforated pipe NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves IApril 7, 1999 NCA File No. 254499 Page 12 should be placed at the base of the free -draining material. The pipe should be placed at least 12 inches below the top of the slab -on -grade floor. The pipe should be routed to an appropriate discharge point. Also, a series of drainpipes should be embedded in the free -draining blanket recommended under the slab -on -grade, and routed. to the discharge system. The success of the permanent drain system will depend, in part, on the available fall between the bottom of the excavation and the permanent discharge system. This should be evaluated in coordination with the City of Edmonds prior to finalizing plans. Monitoring We recommend that we be retained to monitor the earthwork phase of development, including excavation, shoring, and installation of drainage systems. As part of our services, we would evaluate earthwork activities to determine if they comply with project plans and specifications, and our recommendations. USE OF THIS REPORT We have prepared this report for use by Mr. Rick Steves and his agents, for their use in planning of this project. The data and report should be provided to prospective contractors for their bidding and estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of subgrade conditions. The scope of our work does not include services related to construction safety precautions,' and 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. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our work, we strive that our work has been completed in accordance with generally accepted practices followed in this area at the time this report was prepared. No other conditions, expressed or implied, should be understood. I NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 13 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, NELSON-COUVRETTE & ASSOCIATES, INC. aWl J Khaled M. Shawish, PE Project Engineer P. CGZ o� wn 9 n "IONAI, Ee•. EXPIRES Charles P. Couvrette, PE Principal Engineer KMS:CPC:nt Four Copies Submitted Five Figures NELSON-COUVRETTE & ASSOCIATES, INC. Vicinity Map N D E F G H 3 454 169TH� ATEk BLAK w _ .CHERRY ,/ 19 191ST .ioo 192ND E IVY N I gG [MIREOT DELL oR� o0o 00 U(k-f EW r— yy % BROOKMERE `. 199TH i CA Pff� -- -- -� 12o1, AALOHA -� I I CASCADE' % C_AROL SIERRA( GLEN X( 5 '�. 1 fDALEY SPRAG E W Project 20 Site ( 1 'MA PL ER! } ;ALDER! _ i WAL � Z HO ELL iHOLL� I JCEDAR - W" % 1 �. N9— .� r ( SPRUCE ; - z 1 21 TH ! ~� iLAURIrL I j215i1� .•..-` LU 1216TH i t- z PINE POINT EDWARDI yJ I J1 FORSIr'TF{ T217�TH - �~�_ mJFIR!� I 21aTH .- cc '21 BELLAC1 OLA N!-Y 7 _ F=l _ - ¢I F-'' — rn ELMI ; 220TH ! WOODWis: z DOGWO BIR •H co1 R 21 mQ'l rni I '....1 ©1995 Thomas Bros. Maps New Office Building FIGURE NELSON-COWRETTE &ASSOCIATES, INC. for Rick Steves 1 CONSULTING GEOTECHN/CAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS FILE NO. DATE 254499 Aprill 1999 companMCAdmftDV1999rcomidravAvicin9y�25"vic.cdr. ss UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL COARSE - GRAINED MORE THAN 50% OF GP POORLY -GRADED GRAVEL COARSE FRACTION GRAVEL SOILS RETAINED ON NO.4 SIEVE WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL MORE THAN 50% RETAINED ON NO. 200 SIEVE SAND CLEAN SAND Sys/ WELL -GRADED SAND, FINE TO COARSE SAND SP POORLY -GRADED SAND MORE THAN 50% OF SAND COARSE FRACTION PASSES NO.4 SIEVE WITH FINES SM SILTY SAND Sc CLAYEY SAND SILT AND CLAY INORGANIC ML SILT FINE - CL CLAY GRAINED LIQUID LIMB LESS THAN 50% SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY MORE THAN SIEVE PASSES N0.200 SIEVE SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITI; ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY LIQUID LIMIT 50% OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS 1) Field classification is based on D Absence of moisture, dusty, dry visual examination of soil in general Dry - with ASTM D 2488-83. to the touch 2) Soil classification using laboratory Moist- Damp, but no visible water tests is based on ASTM D 2487-83. Wet- Visible free water or saturated, 3) Descriptions of soil density or usually soil is obtained from consistency are based on below water table interpretation of blowcount data, Visual appearance of soils, and/or test data. NELSON-COUVRETTE&ASSOCIATES, INc. UNIFIED SOIL CLASSIFICATION SYSTEM CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS FIGURE 3 LOG OF EXPLORATION DEPTH TEST PIT ONE 0.0 - 1.0 1.0 - 2.0 2.0 - 4.0 4.0-6.0 6.0-8.0 TEST PIT TWO 0.0 - 1.0 1.0 - 4.0 4.0 - 5.0 5.0 - 8.0 TEST PIT THREE 0.0 - 1.0 1.0 - 2.5 2.5 - 3.5 3.5 - 5.5 5.5 - 6.5 6.5 - 7.0 SS: USC SOIL DESCRIPTION SP LIGHT BROWN FINE TO MEDIUM SAND WITH BRICKS, ASPHALT AND WOOD PIECES (LOOSE, MOIST) F( ILL) SP RUST STAINED FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) SP GRAY FINE SAND (MEDIUM DENSE, MOIST) SP-SM GRAY RUST STAINED FINE TO COARSE SAND WITH GRAVEL AND SILT (DENSE, WET) SP GRAY FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT (DENSE, MOIST TO WET) SAMPLES WERE COLLECTED AT 5.5 AND 8.0 FEET HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 4.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 0.0 TO 8.0 FEET. TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/24/99 SP LIGHT BROWN FINE TO MEDIUM SAND WITH BRICKS, AND PIECES OF WOOD (LOOSE, MOIST) (FILL) SP-SM GRAY FINE TO COARSE SAND WITH TRACE GRAVEL AND SILT (MEDIUM DENSE, MOIST) SP GRAY RUST STAINED FINE TO COARSE SAND WITH TRACE SILT. (MEDIUM DENSE TO DENSE, MOIST TO WET) SP-SM GRAY, RUST -STAINED FINE TO MEDIUM SAND WITH SILTY FINE SAND SEAMS AND (DENSE, MOIST) SAMPLES WERE COLLECTED AT 2.0, 4.5 AND 8.0 FEET MODERATE GROUND WATER SEEPAGE WAS ENCOUNTERED AT 4.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 3.0 TO 8.0 FEET TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/24/99 SP LIGHT BROWN FINE TO COARSE SAND WITH BRICKS (LOOSE, MOIST) (FILL) SP GRAY FINE TO MEDIUM SAND (MEDIUM DENSE, MOIST) SP GRAY WITH RUST STAINING FINE TO COARSE SAND WITH RUST STAINING (MEDIUM DENSE, MOIST) SP GRAY WITH RUST BANDING FINE TO COARSE SAND WITH TRACE SILT (DENSE, WET) SP GRAY FINE TO COARSE SAND WITH GRAVEL (DENSE, WET) SP-SM GRAY FINE TO COARSE SAND WITH SILT (DENSE, MOIST TO WET) SAMPLES WERE COLLECTED AT 4.0, 6.0 AND 7.0 FEET MODERATE TO HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 3.5 AND 6.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 0.0 TO 7.0 FEET TEST PIT WAS COMPLETED AT 7.0 FEET ON 2/24/99 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO.254499 FIGURE 4 LOG OF EXPLORATION DEPTH TEST PIT FOUR 0.0 - 0.3 0.3 - 1.0 1.0 - 3.5 3.5 - 9.0 9.0 - 9.7 9.7 -10.0 TEST PIT FIVE 0.0 - 0.3 0.3 - 1.0 1.0 - 5.0 5.0 - 7.0 7.0 - 12.0 SS: USC SOIL DESCRIPTION ASPHALT PAVEMENT SP-GP LIGHT BROWN FINE TO MEDIUM SAND AND CRUSHED ROCK (MEDIUM DENSE, MOIST) Fes) SP-SM GRASS, RUST STAINED, FINE TO MEDIUM SAND WITH SILT, GRAVEL AND TRACE ROOTS (MEDIUM DENSE, MOIST) SP LIGHT GRAY FINE TO COARSE SAND WITH TRACE GRAVEL (DENSE, MOIST) SP GRAY FINE TO COARSE SAND WITH GRAVEL (DENSE, MOIST TO WET) SP-SM GRAY FINE TO COARSE SAND WITH GRAVEL AND SILT (DENSE, WET) SAMPLES WERE COLLECTED AT 1.5, 6.5, 9.5, 10.0 FEET MODERATE TO HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 9.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 7.0 TO 10.0 FEET TEST PIT WAS COMPLETED AT 10.0 FEET ON 2/24/99 ASPHALT PAVEMENT SP LIGHT BROWN FINE TO MEDIUM SAND AND CRUSHED ROCK (MEDIUM DENSE, MOIST) F( ILL) SP- DARK BROWN FINE TO MEDIUM SAND WITH ORGANICS, TRACE GRAVEL, SILT AND ROOTS (MEDIUM DENSE, MOIST) SP GRAY FINE TO COARSE SAND WITH GRAVEL (DENSE, MOIST) SP GRAY WITH RUST BANDING FINE SAND WITH TRACE GRAVEL (DENSE, MOIST TO WET) SAMPLES WERE COLLECTED AT 3.5, 8.0, 10.0 FEET MODERATE TO HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 8.5 FEET SEVERE CAVING WAS ENCOUNTERED FROM 5.0 TO 10.0 FEET TEST PIT WAS COMPLETED AT 12.0 FEET ON 2/24/99 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 254499 FIGURE 5 i i (4) 6' X 4' • LKiJT YFLLB X I5Cap Yom C 1 �'. FENCE 111/2- 10h0 •i ?� —��1 TP-5 -- j �� , �- i - - TP-3 . If g3 Q i EXIST. eu1LDU153 �;� • j 9 �, STREET �! � TP-2 �ro.eE RErtOVEo I + `� _ � ... e f3ATEs rE:raL i °i pp ------ _.tom Z, V X 3' HOLE "I` Iof ExisNEW o. +— t p ti, p ' A IN i sTRiPEs 1 8; � r� N E UJ F RK -- Oi i < _ Z __ _ 5UILDINCx �'- --- 4 wn I OY FF seu w TP-1 l EXIST. ! :; I TP4 j W t i sica+ II ' I PLA) TERI I _ I J_ P. Y3 it 7 EXIST. ce RE-iTRIPE EXIsT. EXIST. I PAWIW. AS O 6 DRAIN EXI5TING °-------' I i " EXIST. FARKIN6 EXf T. BU Cs ILDINCH i _ i I I TP-1 Site Plan N LEGEND NUMBER AND APPROXIMATE LOCATION OF TEST PIT � �.r. "'t - •. .. .., . .. . � - .. � , i t ,..�. .. r `�.+t..4y..: :�. -r .. .,. .r-t• •..._- . v «.-..t c..h .. ... ... -.-•• r City.of Edmonds RIGHT-OF-WAY CONSTRUCTION, 3 8 PERMIT Permit N,unne Issue Date: A. Address or Vicinity of Construction: �2(,•.; .��.E; �, f C. So() B. Type of Work (be specific): NEW liJ2B G it 7- 6NN6_--r C. Contractor: —rt W ahr_2j 3 c' :r1 c iA Contact: Mailing Address: q /! rt 411& (41_ Phone: State License #: Cj EA 98 9'% Liability Insurance: Bond: $ -`D. Building Perir'Ut•# (if.applicable): Side Sewer Permit # (if app cable): E. ❑ ;Commercial ❑Subdivision ElCity Project ❑ Utility (PUD, GTE, WNG, CABLE, WATER) ❑ Multi -Family Z) Single Family ❑ Other INSPECTOR: IN'SPECTOR:, ..� . F. Pavement or Concrete Cut ❑ Yes No G. Size of Cut: x H. Charge_5r$ APPLICANT TO READ AND SIGN INDEMNITY.- Applicant understands and by his signature to this application to hold the City of Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the -City o Edmonds, orany, its departments or employees, including or not limited to the defense o any legal proceedings includingde ease costs and atiorneYfees by reason ofgranting.this-Permit. THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND AIATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC,-, TION AND ACCEPTANCE OF THE WORK, ESTIMA TED RESTORA TION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. r- Two setsof construction drawings of proposed work required with permit application. A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220: Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be kept clean. at all'times. Traffic Control and Public Safe shall be in accordance with City regulations as required by the Ci n in r h' Y g q h' E g ee . All street cut trench:work shall be patched with asphalt or.Cit approved material prior to the end of the working day-,' NO EXCEPTIONS. p P Y PP . p g. Y� I have read the above state ents and understand e t re uirements and the "ink co o the ermit will be 9 P PY P available on site at a l imes or inspection ur oses. Signature: Date: (Contractor or Agent) ti CALL DIAL -A -DIG PR TO BEGINNING WORK FOR CITY USE ONLY I-- / , APPROVED BY: Ja I'm 4 RIGHT OF WAY FEE: t✓ , 0� TIME AUTHORIZED: VOID AFTER. DAYS DISRUPTION FEEIFUND I 1 I: SPECIAL CONDITIONS: RESTORATION FEE: r C TOTAL FEE: t I . ISSUED B1.:..... . NO WORK SHALL BEGIN ,PRIOR TO PERMIT ISSUANCE Eng. Div 1997 .... ,.,,—.a -.•-.... �-.�..-- .r.. y -. . - ,._ �- .. I z S APPLICATION . � 37 for The Cit of i , SIDE. EWE PER S R NIIT _ . ^, NEW CONSTRUCTION ❑ REPAIRS p E S EASEMENT NO. 114-o1300. Marvin SmithM� OWNER : • ..... CONTRACTOR ...........__..__ ._............................................................... _ N PERMIT o :.a a '". N. ADDRESS: . �_..... ..h _Ave . _ ..................................... LEGAL DESCRIPTION: LOT No :_::..... ............... BLOCK No. • ........... ...... ---: �a.... ;. .._ ....- .. NAMEOF. ADDITION ............... _................................................. :.. ..•• ................... ........ ................_..�.:. "CA FILE NO. Critical Areas Checklist Site Information'(soils/topography/hydrotoa/v 1. Site Address/Location: alley behind =du lex A:126 4th Avg North (Exhib'it'i A): U-r;'r: . 2. Property;Tax Account Number: 434-001-008-0007 ^(See. Attached Exhibit 3. Approximate Site Size (acres or square feet): N/A-58 lineal feet -mar, le = 4. Is this site currently developed? yes; no. ,• ,..:-�, •' :�.' � -� �� ��.:: � -�` If yes; how is site developed 'avPA� .s. r.et• .. ,_e �� ti' } �, A C -,� 'u5- d, , �., 4.; �`t ,may ,• � es0 � `� ��• .5. Describe the general site topography. Check all that apply. Xi; -yi#v Flat: less,than 5-feet; elevation change over entire _site. i,ti: "� ,Jsxr 4=Itoliirig slopes -on -site geaerally`less than 15V(ar:vertical'rise of'i0-feet over'a` 'z° J` 7Y}aid iY" T il a :>tiorizorntalq�distance of 66-feet) j YRy�..u.L�in3R.•?YE`��1T{'rl ° 7..l� J �-:{, Vi•i Hill ?t,�: slopes present on site of inore than'15%-:and less thaO%; F(a vertical mep Ys• of 10=feet over a�horrzontal distance of 33 to 66=feet). - ll r .• f .;<< :- �. J., teep a -gradesflf greater thand3096 present on site (a vertical rise of 10-feet over a } 4 horizontal distance of less than 33-feet). ;St d` ••oOther yy ther.(please describe): Ore? ..adr; .. • rgR.;: - ,,.r�,P;�a�. ,��..: a.� ,-,� _ r .:.?..±'r` . li 'r i,:, �{tOait -3. .f �'b a ..�". �s• �.,. 4_• 6. Site contains areas of year-round standing water. N/A ; Approx. Depth: N/A` 7. Sit �conta ns areas of seasonal standing water: N/A ;. Approx. Depth: N/A In y . M �f � _ ....:'.l AS .r ... . .. ... - .. Y .. ... ..- •... e .-. ..What;season(s) of'the year?* N/A .y b-.. ,,+ ,,, f ,. _.: ..> _t;=.:- Y ,:x,� i•r: _.. csJ .�.. A•a% �� 4 � cT _a :.,y'. r 1^,.��-^' r:.Y - .. _.. !i>v1>.dt^• � .�'�:7`. vc�• ,.°. 8. -',Site is m theloodway N� T floodpiain'="'of a•water course. t• . •° F31�i1`S,1�lK�a:v.M4¢.,..d.:': :.r•!.�.-_ r = ' $. 9:: Site contains a creek or an. area where water flows across the grounds 'surface? Flows are year S .p• Y s, J F. 3.r-.f.} - Flows round? No 'areseasonal? ,No (Whatatime ofyear? _N/A )• .. , 10 Slte is ptrnat rlly:-forested • s , ; meadow3 ey7,;>shttbs f f urban ndscaped (lawnshrubs etc) (Refer to Item 4) Ian . s Obvious .'wetland is present on site: N /A , .�, - 4+.n�n��.a.. ,a;•�h'...,�. .-.fi �,n Si t. Y.;:i'ei': .d='�,s;..t t "��?•r '!"'* },_ nib ~.tii - ad- --Y • . .. �Ol' $taffUSe Dray >' A 1 J jx SCS tgapped soil type(r�,r,✓l Ott x5 3. l�iietland inventory or C.A- mV. indicates wetland piesw oa ate A. t> ntrcal' lreas'inventory�or C.A.- map nidiaates Critical Ana on 'site? 7 _ ,. .y - tt ,e � 4 .�- � , e•`r ro� ro�5 -'' ro .� + 1 �'� j :1. ,'9 �: bfR -+ f. 9 r � � <..a � p 6 �S IZ:_i :i D'ti• �P ''y `a67 � x � tt �i .* .n„e i �� a � < � ..r ,�.. -� • � i.�'fiv'+�C�c ���ifN<i: ,, a s e fL,rp�r a a. a -t r -•i o i ,r�"�' r era .. '.�'•'..'� ,CfJti tb,,,r,�.* ...... a: .L,?y+.a `y .•3 t.YA t+•� Y ie k-t > <r.. fit,, l.-E 7. F P�. t•. i,P •. ., rt,e ,,,p lbr .�'.......: CJ `� -w �:, �_. :�1:- �ii.-�.': i�: ri :rf e!'i J i�y_v i : - ! ti _ 'Y F pf tA• 890 1 9 CJO.1 ix f•t)% E,, . City of Edmonds ` `t«� .'�{+..,._;.-•s4... ��� `y �j'- ±ate Critical Areas­-Checklisfr'3{ -s F. ° ,-�,+t c.., a T, 'v"t ^�.?i.i 21••�L'"r,'!:Ya :sty is��"�°r ., yf�a ,�.`: .""f.:r.. _ 1:. ..4 <y!"i .: t'�t�'^�:i".e _ The Critical Areas Checklist contained on 'i : r€i and submit ii to, the City. Thee City.,will_ this form•is to, be:filled out b{� aWy,p, nl: . g�, r iewethe•checklist .make a;precu ry :•- J . y Y.. y i µ _ _ fF V ,L.►,. .a,+a: a.4..,. r ... M - � u rso . site a Develo ment Permit A' `r Ping p :` ( visit, and;makp,a.determinationrtof the` Application or.the Ci of Edmonds nor=` ty { ' fubsequent steps n complete a . r jr �"3 '.9'? •Lii fiu...fa 4:,1Aiyrli�t� P t. L to his/her "submittal.of a development��U=,development permttapplicatton permit to the city. ;, iMjj tt < (�3 %` °J,-•P�1'4 , X>,f IL (r of i° i J2tiiI,r�s sign( v. �.r./ •,'e! _ .s.? ^f nt.. •,tP .�� ��; :a w.�t'�;• With a a• e^^n roe e �rWPY-of this'form,-the— .: The purpose of the Checklist is to enable applica�it"sloulil also submit a vicinity niap P City staff to.determine whether,anTIr - ;w,rn _, or, plot plan':for individual- lots: of the arcel potential Critical Areas are or may be-... _ :,.... _......with enough detail that City staff can find present on the subject property. The .y ; and identify the subject parcel(s),'. In,., information needed to complete the addition, the applicant. shall include.... Checklist should be easily available from = ' other.pertinent information (e.g situ observations of the site or data available.at _ : plan,.topography map.'1Wc Ior studies in City Hall (Critical Areas.inventories, maps,a 1�.:Wgjunction with thistChecW4,)to_assist t.: or soil sumps .�, 1, Y r )_y b,h rt x 4t staff m completing�their prelumnary w :5aiw'_, {;,f 1f .Cd+d'.2'3 t.it' �i-:i.`�4�W i-'�s�r... L Y)i`�j'S2 '1'a�y��f. ft e� •:Pe" •'rt a'� . - 17:.; > $ `:.�:f fift�ui..t✓}•A! ,.f Lyy�Fa��% r f :. agent of the site: ��� An applicant; 'or�histher� rep Jresetltad e - � ^}Y� � ,s� � � ,� iiXc1 # � �R��,� , :must fill out`the checklist, sign arid'date it;" F, sy r r, ^.•H ^..'. p 1. > > a Y. t `' Ct i. 4 ?�:' 3if} ris`i'ifi2 !Y'f�.dl L3S�?3i(l�i's�9sl�'��� e: �i a y° l- ' 'f s Y-'••. 1"f.:. _. ,., e f � r� L;d"'-cL,1t�i;..+1w._,,t. %S:7�i�.0 '4it�'ft�'��S: W�i:2.ii���.�i �1i3[>tJ ��.+v..��iii,iV�d;', �-y�n 'fit i i d. .I have, completed the attached. Critical,'Area,Checklist' and attest,.that the answers.:provided arer..� rt _to the. best my.knowledge..(fiU ou belowr • � ;4 t th e.:appropriate.column; Owner /Applicant: APPhttnt-Representatwe:';}�` ` ' .,r '��• f • - _ .. .. .-..,_......._.... -^ �� `�r^-.;.h'•..�;=ni.:,...:....;..�.c x.;1�.::.L;•.. >..`w- . � s - i'',+:. ..-•;<ip;. Ls.�W ..1 MARVIN E. SMITH Name Name ? . r' . ef; 4P 7 �, • *� Mail: 126 4th: 'Avd; North . . ?�jsn �, � ? . �� ,: •a;r ';r: -,� .....�' : r, ii •.1 UR St-eet.Address �" �re1 � ry L S $ _ _ .� _. § .t �t ;`S'treetAdd[es$•p'ro i2'ftdv'�$�'i aslri.'•$iF�li2'>LRASIG'' y g :} - :. r. '7 .. - ', -,.� r -. �^� ��d''L.Te rtg r Tii.:;� .. }-�.• e,�kshor�a rit3" t t. t.-. _ \ . 7.�'�, _'i : � •- v. . _-...., .......:.... - .. 7 �_. / / ^,�. /t�'vT" 'F�� '� , -�� L �. .. .."�� .. •�i �.� S d:f'j !�i a� 9'.: �"7 .NI�i�•!:'.r..+.i Length Height �9 Walk Drive Gate Gate G STYLE r Power Available Cedar Grade Concrete To Grade �S Stairstep Facing Post Spacing Set posts only Metal Base Complete t- Wire Ga. Barb Wire 9. Ten. Wire Ga. • �� Terminal 3 Posts Line Posts Top Rail / S Underground Utilities Yes ❑ No ❑ JOB SITE: CUSTOMER RESPONSIBLE FOR PERMIT WHERE REQUIRED r �,4 ACCOUNT NUMBER SEE REVERSE SIDE 4344-001-008-0007 0 1 Nrrp THIS 1995 PORTION BRING ALL PARTS WHEN PAYING IN PERSON -- SMITH MARVIN -- 126 4TH AVENUE NORTH EDMONDS, WA 98020 c PROEERTY EE p pESCRFTION 3LK 001 D-00 ii-JJ LOT 8 ;NOHOMISH COUNTY TREASURER, M!S 501_3000 ROCKEFELLER AVE.. EVERETT WASHINGTON 98201-4056 CURRENT TAX DISTRIBUTION CURRENT TAX INFORMATION State School 7 C6.37 Land Value 1 04 t 40O Local School 15 8 4 8.8 7 Improvements 9 8 t C C 0 0.71 County 210071 City or Road / lib. 4 6,73 TOTAL VALUE 2 C 2 t 4 C 0 Port Dist. 2 0 49.59 Fire Dist. Levy Code 0210 Hospital 52.83 Levy Rate 11.83350 Sewer / Water Other General Tax 2 s 3 9 5.10 Forest Fire Exemption (if any) Special Assessment Special AssessmenVSWM Surface Water Mgt. TOTAL CURRENT TAX 2, 3 S 5 1 OL TOTAL CURRENT TAX 2 s 3 9 5.1 C First half tax paid after April 30th -DELINQUENT TAX INFORMATION requires interest plus penalty on full YEAR INT./PEN. TAX amount. 04 /95 Second hall tax becomes delin- quent after OCTOBER 31 st. TAX $30.00 OR LESS MUST BE $910.14 OR 38Z JF CURREN I TAXE'S VOTER - - - - - - - - - - - - APPRUVEU - - - - - - - - - - - - PAID IN FULL - - - - - - - - - - - - - - - - - - - REAL ESTATE TAX j ACCOUNT NUMBER 143 44— 001— 0 CS-0 00 7 _. 1995 0881558 •• • off • : r SECOND PAYMENT PORTIONDETACH THIS MAIL WITH OURPAYMENT Your cancelled check is your receipt. tAX TYPE TAx YEAR '"T�45t'y iHRU SECOND HALF TAX DELINQUENT PAYMENTS RECEIVED WITHOUT INTEREST AND PENALTY WILL BE RETURNED CALL (206) 388-3366 FOR DELINQUENT TAX, INTEREST, AND PENALTY DUE Current 95 19197.55 48043-60 PLEASE MAKE NAME & ADDRESS CHANGES ON BACK * SECOND HALF 1995 TAX ONLY * SMITH MARVI N 126 4TH AVENUE NORTH n EDMONUS, WA 98020 DUIE OUTO o IER O� 9 U090.7jo A004344oOOloOO8o0007OOOO0119755A - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- CITY OF EDMONDS 250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works - Planning - Parks and Recreation . Engineering CERTIFIED MAIL December 27, 1993 Mr. Marvin Smith 126 - 4th Ave. N. Edmonds, WA 98020 RE: PROBLEMS WITH VENTING OF YOUR PLUMBING FIXTURES AT 1057 ALDER STREET IN EDMONDS Dear Mr. Smith: STREET FILE LAURA M. HALL MAYOR The City's sewer cleaning records show that the home at this address is experiencing problems with the venting of some of your plumbing fixtures when the City crew is conducting cleaning operations of the City sewer line in front of this address. The City's cleaning operation is essential for both' you and your neighbors. It cleans debris.in lines to prevent plugs, prevents corrosion and potential future collapse,, and achieves a better flow characteristic in. the public sewer.lines. We need to do this often -- perhaps even 3 times a year -- in some critical areas. The City's cleaning operation typically involves the Utilization of a high pressure water jet. The problem which occurs at the home is the result of a high pressure surge through your internal plumbing system. A properly constructed plumbing system is. designed to easily vent this additional pressure without any visible impact at your residence. An undersized venting pipe (or not having enough vents)'cannot handle the pressure surge, and ,the only release that's available is then through your toilet (or another fixture). The Uniform Plumbing Code typically requires a 2" vent, and further requires a separate vent for each plumbing fixture which is connected to the sewer (a toilet, a sink,_ a shower). Your home may not have an adequate venting system (you either have a 1-1/4" vent, or not enough of them), and you therefore may continue to experience the pressure surges or you may be experiencing a plugged vent. The City does not have a choice as far as discharging its responsibility in cleaning the public sewer line. It is therefore upto you to take corrective measures as to how to improve your own venting system. The City has come up with two options that will remedy your problem: Option 1: Upgrade stack vents for toilets and other fixtures which are experiencing problems to required sizes. • Incorporated August 11, 1890 • Sister Cities International — Hekinari, Japan Page 2 Option 2: Install a clean -out outside of house per attached specifications. Enclose box so it can vent properly when excess pressure is put on house lines. This option would be the cheapest and simplest way of correcting this problem. At the same time, it would allow access to sanitary sewer lines if stoppage should occur. This vent clean -out would allow a place for backup in lines to go before entering your house and causing costly damage. The City would appreciate your expeditious cooperation in this matter. The City must continue proper maintenance of its sewer lines, but we obviously do not wish to see continued problems occurring on your property because of poorly designed vents. A plugged vent will be your responsibility to correct these deficiencies. We cannot keep notifying you each time we come out to clean the line. It's up to you to have a plumbing system that conforms to code: Option 2 is a relatively simple one to,construct. Should you have any questions on these options, please call Everett Akau, Scott Highland or myself at 771-3202, extension 317 or 318. Sincerely, % Ron Holland Water/Sewer Supervisor Enclosure SMITHBO/TXTSEWER :SUOT- 'Plep, x 'Ll " -pv C- (Q vv., e- )>c Ll" PVC '950 ,,Sg"n -,--xe-It x splyat Y.4"Pit;3.cop C- Oi Ll" PVC- -jo 4"C4vjc Plctk Lie im"MR5260s: W.4 1pvc P7(u P"PA pvc Slo"Ot4c), (br:t-e; 4o z.,Zx .14 41 ?VC. ?\Q� le -AP rxe-.;,5 Air lnc. 18913 CITY OF EDMONDS BARBARA FAHEY MAYOR 250 5TH AVENUE NORTH - EDMONDS, WA 98020 - 1206) 771-0220 • FAX (206) 771-0221 COMMUNITY SERVICES DEPARTMENT Public Works • Planning • Parks and Recreation • Engineering Mailed 12/10/96 December 9, 1996 Marvin Smith 126 - 4th Ave N Edmonds, Wa. 98020 RE: REQUEST FOR DOCUMENTATION ON PAVING PERMITS AT 126 - 4TH AVE. N. (YEARS 1960-1962) Dear Mr. Smith, As I mentioned to you in our telephone conversation last week, the Building and Engineering Divisions have researched all available files on the subject address and did not find any documentation with regards to permits for asphalt work in 1960, 1961 and 1962. Sincerely, �ff'�jt�Tyt�+1 �•f, •el�jeslQu`ll-.� Addison L. Chrisman IV ✓ .Engineering Specialist ALC/sf Wal L, SMITHREO.DOC • Incorporated 'August 11, 1890 • Sister Cities International — Hekinan, Japan CITY OF ED-MONDS NOY 2 5 1996 • REQUEST FOR PUBLIC RECORDS ' FNGINEEH)mr� PLEASE. PRINT :CLEARLY Requester Name: Address: Phone Number. �2pC% 7 )�' — �� ��• Request Made By: Win Person [ ] In' Writing Date of Request: //� Nature of Request: 11 0*et -- i vii Is information requested to be used for commercial .purposes? Al? M 0-1-M F!,JtWIffic ' e FOR'OFFICIAL USE ONLY ACTION ON. REQUEST FOR PUBLIC RECORDS MUST BE TAKEN WITHIN FIVE (5) BUSINESS DAYS (SEE RCW. 42.17.320) 1. Action taken: [ ] Request Granted Acknowledgment Estimated R,espomse Date Provided (See No. 4) [ ] Record Denied (See Nos. S & 6) [ ] Record Withheld in Part (See Nos. S-& 6) CONTINUED ON REVERSE SIDE 14Mstf .6 4c/ Ine /111-16/96 4&c— 10 c e"Lm-2 d 9c, - CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS '(.P � • � . � r ivt 8'� ..,.:Ara. ... i ...y ..� 1 n O CO OD L G Z a O G CI O O � v Y W O R W d O O' to ZY Q ytym C ^ �� 00 OO 0 I•. W C S I 6 IBER BER 1TION DATE ZONE PERMIT d NUMBER y JOB } jj� l UITE/APT N ADDRESS { P �, '71i, t— � 1 ), X 1` A PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved ❑ RW Permit Required ❑ EXISTING REQUIRED DEDICATION Street Use Permit Req'd ❑ PROPOSED Inspection Required ❑ Sidewalk Required ❑ METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED I YES ❑ NO ❑ MEMO DATED BY VARIANCE OR CU ADB N SHORELINE A SEPA REVIEW SIGN AREA HEIGHT COMPLETE I EXEMPT ALLOWED I PROPOSED ALLOWED I PROPOSED EXP r r LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.) r ' ALLOWED PROPOSED FRONT SIDE REAR FRONT UR SIDE REAR 13 o .. . —0 LOT AREA PLANNING REVIEW BY O REMARKS BINGIMECH LIANCE OR O GE OF USE LD ru CHECKED BY TYPE OF ONSTRUCTION CT" tL [� X E' IDOL SPECIAL INSPECTOR ARE7t O JB/SPA REQUIRED a ❑ YES, DATE OCCUPANT LOAD W W Z w i. C LJl NAL REMARKS 0 z Ir -1 ru PROGRESS INSPECTIONS PER UBC 108 s fierf m G O O p r, N F ( f/4r el f! _ C G Is G uj C CA• - m ° - , > i; o p aoan FINAL INSPECTION REQUIRED E <r Ln = UJI I=.. X - Z Q VALUATION FEE =O d Z a PLAN CHECK FEE LL � U� BUILDING ON W r ? G p != E /e _ (P PLUMBING I" r MECHANICAL C L3 W a � O F W ONLY. GRADINGIFILL W° _ elks, 3 F' O SSIOn. 0 !r STATE SURCHARGE STORM DRAINAGE FEE ®� Iy6 O _ gns and ENG. INSPECTION FEE ,II InietesT agrees to indemnify, defend and hold J harmless the City of Edmonds, Washington, its officials, s 1 tG f %E i employees, and agents from any and all claims for damages of PLAN CHECK DEPOSIT /� a whatever nature, arising directly or indirectly from the issuance = be of this permit. Issuance of this permit shall not deemed to .• dy/f t!,r d modify, waive or reduce any requirement of any city ordinance nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE r• ,— f / provision." I hereby acknowledge that I have read this application; that the ATTENTION APPLICATION APPROVAL information given is correct; and that I am the owner, or the duly authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriz- AUTHORIZES This application is not a permit until ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her Code of the State of Washington relating to Workmen's Compensa- WORK NOTED Deputy; and fees are paid, and receipt is lion Insurance aria RCW 18.27. wsPECTIoN acknowledged in space provided. SIGNATURE IOWNER OR AGENT) DATE SIGNED DEPARTMENT i �•--�{f�+ } �{ CITY OF OFFICiANS SIGNATURE {�" DATE1 l' r 1. 1 n/' ' i EDMONDS t f CALL FOR RELEASED BY: ' DATE ' " ATTENTION INSPECTION ✓' �"" "" IT IS UNLAWFUljfTO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR 0220 ORIGINAL 771 — File YELLOW — Inspector A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK — Owner GOLD — Assessor i62.87 CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS t2VIN iT MAILING ADDRESS (c+ A-o e CITY ZIP TEL NUMBER t?��7Mr�NP a NAME ADDRESS I • / - CITY ZIP TELEPHONE NUMBER 4i1 QN D� V NAME ADDRESS tj, 1v C GLTx ZIP Cry TELEPHONE NUMBER STATE LIC NSE NUMBER 0 EXPIRA 1D. Legal Description of Property - include all easements USE 1 PERMIT �j -+ ZONE ✓ 7I 00 i/� NUMBER JOB ADDRESS SUITE/APT p LEGAL DESCRIPTION CHECK SUBDIVISION- NO, LID NO. PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved ❑ RW Permit Required ❑ EXISTING REQUIRED DEDICATION Street Use Permit Req'd ❑ Inspection Required ❑ PROPOSED Sidewalk Required ❑ W METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED Q YES ❑ NO ❑ L/c'_77(_).v PEP N/ EMI D, �.it/S 9P ✓ E- , Z;pe�� - ENGINEERJNG MEMO DATED R /IEfW54 BY SIGN AREA ALLOWED I PROPOSED VARIANCE OR CU SETBACKS — FEET FRONT SIDE Properly Tar Account ! REMARKS q / ( Parcel No. AO �l1--! Li PLUMBING ® NEW RESIDENTIAL ADDITION COMMERCIAL ©- MECHANICAL EI APT. BLDG. El SIGN REMODEL "6- CHECKED BY TYPI REPAIR ❑ GRADING cups. FENCE ❑ ( x—FT) 4 DEMOLISH WOODSTOVE ❑ Q SWIM POOL "'/ HOT TUB/SPA SPECIAL INSPECTOR: REQUIRED INSERT 13 YES GARAGE ❑ RETAINING WALL/ 7110 RS REMARKS SEPA REVIEW A COMPLETE (EXEMPT — EXP REVIEW BY (� HEIGHT I LOT COVI CARPORT ROCKERY PROGRESS INSPECTIONS PER UBC 305 (TYPE OF /U�SE. BUSINESS OR. ACTIVITY) EXPLAIN: . NUMBER .may I NUMBER OF CRITICAL � OF / DWELLING AREAS STORIES 6� UNITS NUMBER DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) FINAL INSPECTION REQUIRED VALUATION 1.4rlesl-.Slit v( huild' GROtS OCCUPANT LOAD O Z s J m PLAN CHECK FEE . BUILDING HEAT SOURCE: GLAZING Ni % PLUMBING_. , �j-7 MECHANICAL Plan Check No. This Permit covers work to be done on private property ONLY. GRADINGIFILL Any construction on the public domain (curbs, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days STORM DRAINAGE FEE Permit Limit: 1 Year - Provided Work Is Started Within 180 Days FEE / "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION ,n successors in interest, agrees to indemnify, defend and hold Edmonds, Washington, its officials, two harmless the City of 2 employees, and agents from any and all claims for damages of from the issuance 00lI Q whatever nature, arising directly or indirectly this permit shall not be deemed to PLAN CHECK DEPOSIT = of this permit. Issuance of modify, waive or reduce any requirement of any city ordinance ° nor limit in any way the City 's ability.to enforce any ordinance TOTAL AMOUNT DUE provision." I hereby acknowledge that I have read this application; that the ATTENTION APPLICATION APPROVAL information given is correct; and that I am the owner, or the duly agent of the owner. I agree to comply with city and THIS PERMIT This application is not a permit until ' authorized laws regulating construction; and in doing the work authoriz- LITHO TIRE ONLYWORK signed by the Building Official or his/herS state ed thereby, no person will be employed in violation of the Labor NOTED' Deputy; and fees are paid, and receipt is Code of the State of Washington relating to Workmen's Compensa acknowledged in space provided. lion Irisu ante and SIGNAT R (OWNER O •AGEN ) 1 PATE SIGNED INSPECTION DEPARTMENT OF I IA 'S SIG ATURE DATE �prfi/ ep CITY OF EDMONDS., ' CALL FOR R LE PATE T ATTENTION t INSPECTION ORIGINAL — File YELLOW — Inspector " IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTUREPPROV771 0��0 HAS BEEN MAorrNN UNTIL A FINAL INSPECTION nRANTED.A UBG h :+ t�Ja'` >d i � 4 k, x: rr y! - "", y"� r# f 1 NI k­pff £: +t ',F <_.f > . s'1 #,� f �� x g Ita : 1 x p" G a e �„ , Y t, r r � r, f t , -A,, r ,jt%,gfr J ' T_I� 1 - T -,,, , 3 -� ;f IA?­';-"j�'­,�"!`.;��,�­ fit# Prs bra 1 i- r gtg , ' it a t n r r, . - w`� ,�}, - r ) 1• SEE DETAIL _ 'r4'c ta'A .. - {,^,, ss`t xki t '. . k �r 3 , ;; ^„„„���*y r .. -7 . 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FENCE s , r�� 1 1 Y�,_IA',, ,1,r­ �,:r, (,) ,-� a �- ,' 1 1� i 4 ,,�',` �,�",�, :,,1�;� !l, r��" M,,, d,"I;_ .- a, > ' ', i ,5 1 i- -- -----` -- - ' t EXIST. ro �o I EXIST. LANDSCAPING -- --------.--._ - 2 14 LANDSCAPING: -_ -- - - II _. __-.. _. IS -o, , t r 4 - e' - - _ ...._._ - -'-' 18'-©" T' P. I__.- --' _. - ._.__------_I _ ) ---- --- _ I 13 T7 P. r ?, - 1 _- -- - -- - --- ..- ._- ` - t: I I {F EXIST. CONC. CURB I EXIST. CONC. CURB 1 12 - _- __..-_. It (k . 1 - - ._- ._ -' __-.._ - _. _..— - ' 2 • ----- - -- i 1 uyy ,.is w , P', 1 T �� k f 1; i .•�. y t, I 1 M1 5 - �I----.------.-'-----.----•--- n b ,� --- -- - ---- --- I1 ,i 1 i - - -- - °_ _:f s i( I h C%yW ' r. , ,, . HDCP SIGN 10 I i 6 . __. _.. ..-_-__.. t V } 1 -_ _ -. _ _ i - .._..- _ -._. ' / I —\ . i ~' 1 (0, 9 I 1_i_1 I .f t1 )t 11 - - -- 1 i -- ---- -- ---- - --- ,access A tsic 1 ( 1 Ie� t E T RAIN a C17 - -- - - - _. .. -- - .. "{ 1 ' 1 r .1 -1 : ( / t EXIST. DRAIN LINE trr ,: ;' (n I k *t rr I E ! 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