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Suite 16 Rcilevur, WIN 98005 (42.1) 747-30I K FA (425) 747-8.101 Dr. and Mrs. Curtis Smith 8344 Olympic View Drive Edmonds, Washington 98026 Subject: Transmittal Letter — Geotechnlcal Engineering Study Proposed Smith Residence 16618 — 76th Avenue West (Lot 7-Brookacres Subdivision) Edmonds, Washington Dear Dr. and Mrs. Smith: June 24, 1999 JN 99213 CR - R-7-zl I We are pleased to present this geotechnical engineering report for your proposed residence to be constructed on Lot 7 in the Brookacres Subdivision of Edmonds, Washington. The scope of our work consisted of exploring site subsurface conditions, reviewing existing geotechnical engineering information, and then developing this report to provide recommendations for general earthwork and design criteria for foundations and retaining walls. This work was authorized by your acceptance of our proposal, P-4377, dated April 23, 1999. The subsurface conditions of the proposed building site were explored by drilling one test boring on the slope with a. portable ticker drill. The site topography limited the amount of explorat;on that could be done. We also reviewed the geotechnical information provided to us for the adjacent lot. The test boring encountered 15 feet of sand and qravel soils. However, two of the shallow test borings done for the adjacent house encountered stiff, clayey silts near the ground surface. We observed this soil in a small mudflow landslide below this adjacent house. It is our opinion that the proposed structure should be placed on deep foundations except where the excavatinn is more than 6 feet below the ground surface. We recommend that the topography be verified prior to construction. In addition, we recommend a row of closely spaced piers on the downslope side of the structure to Stabilize the near -surface, relatively loose soils on the very steep slope. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or if we can be of further assistance during the design and construction phases of this project. Respectfully submitted, GEOTECH CONSULTANTS, INC. �'"fx'r James R. Finley, P.E. Principal JRF: mmm i L2 GEOTECHNiCAL ENGINEERING STUDY Proposed Smith Residence 16618 — 76th Avenue West (Lot 7-Brookacres Subdivision) Edmonds, Washington This report presents the findings and recorrlrnerrdations of our geotechnical engineering study for the site of the proposed Smith residence to be constructed in the Brookacres Subdivision of Edmonds, Washington. The general location of the site is illustrated on the Vicinity Map, Plate 1. We were provided with plans and the site topography for the structure prepared by Roger Newell Architects. We suggest that spot checks of this topographic map be made prior to starting construction. These plans show that the structure will consist of two floors plus a daylight basement. SiTE CONDITIONS SURFACE CONDITIONS The project site is bounded on the north by 76th Avenue West and on the south by a stream and ravine. Properties to the west are developed with single-family residences. The site slopes downwards from the existing pavement at a moderate inclination until approximately half way into the house site. From there, the site slopes steeply down towards the ravine at an approximately 45-degree angle. The ravine is covered with brush and scattered deciduous and evergreen trees. We observed a small mudflow on the south side of the existing residence to the east. This mudflow originated near the patio wall and covers a trail leading up towards the house. Groundwater seepage emanates from this point. SUBSURFACE CONDITIONS The subsurface conditions were explored by drilling one test boring at the approximate location shown on the Site Exploration Plan, Plate 2. The field exploration plan was limited due to the very steep topography of the site and the difficulty in drilling through the gravels with a small portable drill. The test boring was drilled on May 25, 1999, using a small portable Acker drill. This drill system utilizes a small, gasoline -powered engine to advance a hollow -stem auger to the sampling depth. Samples were taken at 5-foot intervals with a standard penetration sampler. This split - spoon sampler, which has. a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plate 3.. The test boring encountered approximately 15 feet of sands and gravels. These soils were relatively loose in the upper 10 feet becoming rnedium-dense. For the house adjacent to the site to the east, Hong -West Consulting Engineers, Inc. excavated several shallow test borings by hand. These test borings encountered sands overlying a stiff, blue -gray, clayey silt. The test boring and soils information from the adjacent lot is insufficient to determine the exact elevation between the interface of the sands and lower silts. However, the small landslide adjacent to the house to the GEOTECH CONSULTANTS. INC. Dr. and Mrs' Curtis Smith June 24, 1999 A 99213 •1 Page 2 east exposed silt layers at approximately elevation 70 feet. Hong -West Consulting Engineers, Inc. concluded the silt may extend up to elevation 80 feet at the adjacent house. It appears that the silt surface has been eroded and sands and gravels deposited over the silts. The final log i epresents our interpretations of the field log. The stratification lines on the logs represent the approximate boundaries between soil pes at the subsurface xploration conditions locations. vary between transition between soil types may be gradual, and exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred between samples in the boring, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring log were interpretive descriptions based on the conditions observed during drilling. Groundwater No groundwater was encountered in the test boring. However, as mentioned before, we observed seepage at approximately the elevation between the silts and clays on the adjacent lot. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found in between the near -surface sand and gravel soil and the underlying lacustrine silts and clays. CONCLUSIONS AND RECOMMENDATIONS GENERAL The site is located relatively near the bluff of Puget Sound, which has proved very unstable in the past. However, the proposed house is located a sufficient distance from this bluff that only a very major landslide, such as occurred in the Meadowdale area, would affect. The Meadowdale slide is located to the nultti of the subject site. Such a large slide would involve a considerahle mass of earth and numerous houses in the area. It is our opinion that the risk of such a landslide is relatively low. The primary risk of landsliding is towards the existing stream and would likely involve the near -surface soils. The risK is relatively high because of the steep slope and soil conditions. Often landslides occur at the interface between the relatively pervious sands and impervious clays. Clays become lubricated due to -weathering caused by ground flow and the slides can occur along this weakened plane. To protect the structure, we recommend that a closely -spaced soldier pile wall be constructed along the downslope side of the structure. The piers should be placed no more than 3 feet apart and reinforced for soil movement in the upper 15 feet. The wall should extend up the slope on the east and west sides to Elevation 70, as shown on the project site plan. The soils exploration indicated that the upper 10 feet of the soils on the slope are relatively loose. We recommend that the building be supported on augercast piers or pipe piles where the excavation is 6 feet or less below the existing ground surface. We further recommend that the excavation be observed by a geotechl)ical engineer during the excavation process. At that time, soil conditions will be determined in the excavation. The owner should include in the budget, provisions to place the entire structure on piles should loose soils be encountered throughout the excavation. In addition, underslab drains could be required if seepage is found. We recommend that no fill be placed on the downslope side of the structure. Decks, while being utilized to provide living space out beyond the edge of the structure, must be supported on the closely spaced piers. Most of the soils in the excavation will need to be carried off site. GEOTECH CONSULTANTS, INC. Dr. and Mrs. Curtis Smftn June 24, 1999 JN 99213 Page 3 Active erosion control measures will be needed during the site development because of the steepness of the slope. We recommend that a silt fence be placed along the downslope side of the site and that all excavation spoils left on the site be covered in plastic Rocked construction access roads should be extended on the site to reduce the amount of mud carried off of the property by trucks and equipment. Soils disturbed during the. construction process outside the building area should be covered with erosion control netting. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. CONVENTIONAL. FOUNDATIONS A part of the upslope side of the proposed structure may be able to be supported on conventional continuous and spread footings bearing on undisturbed, medium -dense, native soil. Conventional foundations should be used only where the excavation is more than 6 feet below the ground surface. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Depending on the final site grades, some overexcavation may be required below the footings to expose competent, native soil. Lean concrete can be used to fill an overexcavated hole. The overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 2,000 pounds per square foot {pso is appropriate for footings supported on competent, native soil. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design Criteria, it is anticipated that the total post -construction settlement of footings founded on competent, native soil, or on. structural fill up to 5 feet in thickness, will be about 1 inch, with differential settlements on the order of 0.5 inch in a distance of 50 feet slung a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend using the following design values for the foundation's resistance to lateral loading: , Faramcter Design Value Coefficient of Friction 0.40 Passive Earth Pressure 3so pcf Where: (i) pcf is pounds per cubic foot, and (ii) passive earth pressure is computed using tho equivalent fluid density. } �y J N 99213 Dr. and Mrs. Curtis Smith Page 4 June 24, 1999 If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. PIPE PILES Three- or 4-inch-diameter pipe piles driven with a 650- or 800-pound jackhammer to the following final penetration rates may be assigned the following compressive capacities.' 3 inches 12 sec/inch 10 sec/inch I 6 tons 4 inches 20 sec/inch �_i5 seclinch 10 tons Pile caps and grade beams may be used to transmit loads to the piles. Pile caps should include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. Welded couplers should be used to connect subsequent pipe sections on piles that need to be extended in length. Due to their small diameter, the lateral capacity of vertical pipe piles is relatively small. Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the vertical, embedded portions of the foundation. For this condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, structural fill_ We recommend using a passive earth pressure of 250 pounds per cubic foot for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. If additional lateral resistance is required, we recommend driving battered piles in the same direction as the applied lateral load. The lateral capacity. of a battered pile is equal to one-half of the lateral component of the allowable compressive load. The allowable vertical capacity of battered piles does not need to be reduced if the piles are battered steeper than 1:5 (Horizontal -.Vertical). AUGERCAST CONCRETE PIERS Augercast piers are installed using continuous flight, hollow -stem auger equipment. Concrete grout must be pumped continuously through the auger as it is withdrawn. We recommend that augercast piers be installed by an experienced contractor who is familiar with the anticipated subsurface conditions. An allowable compressive capacity of 30 tons can be attained by installing a 16-inch- diameter, augercast concrete pier at least '10 feet into the stiff clays or dense sands. For transient loading, such as wind or seismic loads, the allowable pier capacity may be increased by one-third. We can provide design criteria for different pier diameters and embedment lengths, if greater capacities are required. The minimum center -to -center pier spacing should be three times the pier diameter. We recommend that the piers have a minimum length of 20 feet and that the driller be prepared to drill to a maximum of 40 feet. Dr and Mrs. Curtis Smith •� A 99213 June 24, 1999 Page 5 We estimate that the total settlement of single piers installed as described above will be on the order of one-half inch. Most of this settlement should occur during the construction phase as the dead loads are applied. The remaining post -construction settlement would be realized as the live loads are applied. We estimate that differential settlements over any portion of the structures should be less than about one -quarter inch. We recommend reinforcing each pier its entire length. This typically consists of a rebar cage extending a portion of the pier's length with a full-length center bar. Each pier can be assumed to have a point of fixity at 10 feet below the ground surface for the computation of lateral load resistance. The loose soil against the piers can be assumed to have a design passive earth resistance of 250 pounds per cubic toot (pcf) acting on two times the pier diarneter. Passive earth pressures on the grade beams will also provide some lateral resistance. If structural fill is placed against the outside of the grade beams, the design passive earth pressure from the fill can be assumed to be equal to that pressure exerted by an equivalent fluid with a density of 250 pcf. SEISMIC CONSIDERATIONS The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform Building Code (UBC). In accordance with Table 16-J of the 1997 UBC, the soil within 100 feet of the ground surface (planned bottom of excavation) is best represented by Soil. Profile Sc) (Stiff Soil). The site soils have a low potential for seismic liquefautiun because of their dense and relatively cohesive nature below the groundwater level. SLABS -ON -GRADE The building floors may be constructed as slabs -on -grade atop native soils, or on structural fill. The subgrade soil mtjst be in a firm, non -yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of coarse, free -draining structural fill with a gradation similar to that discussed later in PERMANENT FOUNDATION AND RETAINING WALLS, As noted by the American Concrete Institute (ACI) in Section 3.2:3 of the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil visqueen, are typically used. A vapor retarder is defined as a.material with a permeance of less than 0.3 US perms per square foot (pso per hour, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. However, if no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 US perms psf/hour (determined by ASTM E 96). Reinforced membranes having sealed overlaps can meet this requirement. Additionally, ACI (Section 4.1.5) recommends that a minimum of 4 inches of compactible granular fill, such as crushed rock, should be placed over the vapor retarder or barrier for protection. Sand is not recommended by ACI for use as the protection layer. Isolation joints should be provided where the slabs intersect columns and walls. Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts i+r/�TI'nlJ 11 7n Weel Ml,- Dr' and Mrs. Curtis Smith • JN 99213 June 24, 1999 Page B or preformed strip joints used to control shrinkage cracking should extend through the upper one- fourth of the slab. The spacing of control or expansion joints depends on the slab shape and the amount of steel placed in it. Reducing the water -to -cement ratio of the concrete and curing the concrete, by preventing the evaporation of free water until cement hydration occurs, will also reduce shrinkage cracking. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended design parameters are for walls that restrain level backfill: Parameter Design value Active Earth Pressure 35 pcf Passive Earth Pressure 350 pcf Coefficient of Friction 0.40 Soil Unit Weight 125 pcf Where: (I) pcf Is pounds per uutiic root, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The passive pressure given is appropriate for the depth of level structural fill placed in front of a retaining or foundation wall only. For sloping backfill, we recommend that the active earth pressure be increased to 45 pcf. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to .design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners in the walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated 'behind retaining and foundation walls within a distance equal to the heigrit of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be Well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Dr. 'and Mrs. Curtis Smith June 24, 1999 JN 09213 Page 7 Refaininq Wall Sackfill and Wafernroofina Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sand is used as backfill, a drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled with pervious soil. No silts should be used in the wail backfill. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted. relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The sub -section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above-recormend ations are not intended to waterproof the below -grade walls. The performance of any subsurface drainage system will degrade over time. Also, groundwater drainage patterns can change, even if seepage is not evident in the temporary excavation. Therefore, if future moist conditions or seepage through the walls are not acceptable, waterproofing should he provided_ This typically includes limiting cold -joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but will only help, to prevent moisture, generated from water vapor or capillary action, from seeping thrnuoh the concrete. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, away from property lines, utilities, and existing structures, if there are no indications of slope instability. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be .excavated at an inclination steeper. than 1:1 (Horizontal -Vertical), extending continuously between the top and the bottom of a cut. The above recommended ternpurary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will rernain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Utility contractors should be made especially aware of this potential danger. •1 Dr, and Mrs. Guars Smith June 24, 1999 JN 99213 Page 8 All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Depending upon the requirements of the local sensitive areas ordinances, any completed slopes greater than 10 feet in height with inclinations of 40 percent or steeper may be classified as "steep slopes," which could affect future construction next to the slopes. To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with ail appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Any disturbance to the existing slope outside of the building limits may reduce the stability of the slope. Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be revegetated as soon as possible. Soil from the excavation should not be placed on the slope, and this may require the off -site disposal of any surplus soil. DRAINAGE CONSIDERATIONS We recurnrttznd the use of footing drains at the base of ail footings and bacicfilled earth retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 Inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. Drainage should also be provided inside the footprint of a structure, where (1) a crawl space will slope or be lower than the surrounding ground surface, (2) an excavation encounters significant seepage, or (3) an excavation for a building will be close to the expected high groundwater elevations. We can provide recommendations for interior drains, should they become necessary, during excavation and foundation construction. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 4. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building should slope away at least 2 percent, except where the area is paved. Additionally, a drainage swale should be provided upslope of the building to intercept surface run-off and direct it into the storm drains. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tightlined to a suitable outfall located in the streambed below the site. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any �i or.'aw Mrs. Curtis Smith JN 99213• June 24, 1999 '� Page 9 materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend oil the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not compacted to specifications, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction, The following table presents recommended relative compactions for structural fill: Location of- MinimumFil1.Placement Relative Compaction Beneath footings, slabs 95% or walkways Behind retaining walls 90% 95% for upper 12 inches of Beneath pavements subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density. as determined in accordance with ASTM Test Designation D 1557.91 (Modified Proctor). Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing we three -quarter -inch sieve. LIMITATIONS The analyses. conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings and on the adjacent site are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil candiliuns are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. it is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. ,-cnrcru PnmCi 11 TaMTQ M Or. and Ws. Curtis Smith •� ` •� JN 99213 June 24, 1999 " Page 10 The recommendations presented in this report are directed toward the protection of only the. proposed house from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar .characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. The owner must ultimately accept the possibility that.some slope movement could occur, resulting in possible loss of ground or damage to the facilities around the proposed residence. This report has been prepared .for the exclusive use of Dr. and Mrs. Curtis Smith, and their representatives, for speclflc application to this project and site. Our recurr►rrieridations and conclusions are based on observed site materials, and selective engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. This report should be provided to any future property owners to inform them of our findings and recommendations. Additionally, this report should be provided in the project contract documents for the information of the contractor. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be ttre responsibility of the contractor. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 . Site Exploration Plan Plate 3 Test Boring I.00 Plate 4 Footing Drain Detail r_cnTcrN rnkici n Ta1'JTC [hie' Qr. and Mrs. Curtis Smith �1' JN 99213 Jung 24, 1999 ,Y. Page 11 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. AV '(),'I At. ExEIzss gI 171 p James R. Finley, P.E. Principal JRF: mmm Cc: Roger Newell Architects — Roger Newell Via Facsimile. (206) 322-5161 GEOTECH CONSULTANTS, INC. z�-'�NORMA EACKsr#r�.J_'.i1P1. '', `__tt..t. uU .`i(• •'' �r� I .- - C i... 1' 1�"' , ,t�� '�` ± �_'< r � (� F I SHEQ Q) 714 A .7 is-n awrST lw 4 2; St bi S S 7 7_1 TI Mir—/ 10 NNJU! IA !AA of Sw 4r A T!7- y+at A :1,7( jLuu 'N! 7" r PUT x WIT MID 168Tt '0. 1h OLAVIM-11 `'C A PAU(( '0 TV "t) T, .lamST 9 w 10TV/ st Sw 10 N4 ST 7 St k :w Z! r-IL 7 STI TM 14 t SO •% �E!T _J MIV U.; z 45 FA I'l IA157 OL IF if -fit Tom OL IL —?I s. Pis _ all SO 0 7M_4_zT ZA w 1., • ru iis wji 13%Tw 1 11 P 6 r pq. A 2: 17 ! SIT OEM N (Source.' Thomas Bromem map of snorw9e) county, K%mineftan) GEOTECH CONSW ANTS, INC. VICINITY MAP Proposed Smith Residence 11618 - 76th Avenue West (Lot 7, Brookacres Subdivision) Edmonds, Washington Job No: plate., 99213 jDatune 1999 I 1 I Jun 23, 88 11:39a J747-8561 p.14 M 0 Test Boring oQ fZ N ........... . C C*J�' 4t� GEOTECH CONSULTANTS, INC. SITE EXPLORATION PLAN Proposed Smith Residence 11618 - 76th Avenue West (Lot 7, Brookaures Subdivision) Edmonds, Washington Jab No. I Bare Ffd1V. $9213 1 June 1999 1 No Scale 1 2 1 BORING 1 5 10 15 20 25 KT11 35 40 4�ab 4 yak J� Description Forest duff/Topsoil Brown SAND with trace silt, medium -grained, moist, loose 3 1 JFSP - becomes gravelly 30 2 i Has_pm Brown SAND with gravel and occasional thin silt layers, moist to very moist, medium -dense * Test boring was terminated at 15 feet due to refusal on rock during drilling on May ?5, 1999. " No groundwater seepage was encountered during drilling. GEOTECH CONSUL'IAN'TS, INC:. BORING LOG 16618 76th Avenue West (tot 7, Brookacres Subdivision) Edmonds, Washington Job: Date: Logged by: Plate: 99213 May1999 OBG 3 Slope lhacklill Oway trot" loundalion. !� (9' QACKFrL L Sae teat /vr )repwemenhWAS"YED ROCx6 NONWOY, N CEOTE'XT/L E - \ Fit TER FABRIC 1 GEOTECH CONSULTANTS S 1 -TICHTL/NE ROOF DRAIN Do nol connect l0 fooling dr,in. VAPOR 9.4RRIel7 SLAB_ F.�'EE - DA.1 /ti'lti'G SANG/GRA SEC 4" PERFOR.11'E O IfAR0 P"C PIPL' /nverl of leas/ Os /uw os 1001Mg and/or ceowl space, 510pe /o droin. P/oce weopholes aownlearr,/. FOOTING DRAIN DETAIL Proposed Smith Residence 11618 - 76th Ave W (Lot 7, Brookacres Subdiv) Edmonds Wash in ton�� 0Q214 June 1999_ N.T.S. 4 OEOTECH CONSULTANTS, INC. Roger Newell Architects 1102 -19th Avenue East Seattle, Washington 98112 Attention: Roger Newell Subject: Review of Plans Proposed Smith Residence 16618 — 76th Avenue West Edmonds, Washington Dear Mr. Newell: 13256 Northeast 20th Street. Suite i 6 . Bellevue. Washin_ton 98005 (425) 747-5618 FAX (425) 747-8561. September 5, 2001 rI JN 99213 REGE:1VFD ear±!• l DEVE-CITY OF EDMONDS cTR We have reviewed the geotechnical aspects of the plans for the Smith residence to be located in the Brookacres subdivision in Edmonds, Washington. The plans we reviewed were prepared by your firm and were dated July 6, 2001. The shoring plans were revised subsequent to the issue of these plans, reducing the amount of shoring on the north side of the excavation. We received the revised shoring plans by fax. Our geotechnical report for the site was dated June 24, 1999: The site is relatively steep and the amount of site exploration was limited due to the topography, thus, the soil stratigraphy of the site is not well defined. However, based on the test boring, the steepness of the slope and our observations of soil exposures along the drainage at the top of the slope, we have recommended that the downslope side of the house footprint be retained with closely spaced cantilevered piles. The design location. of these piles is shown on Sheet 2 of the house plans. We recommend that three additional piles be placed on the downslope foundation line on the southeast corner.of the house. We further recommend that the patio below the deck be supported on pin -piles (2-inch diameter is acceptable for the patio, assuming that the owner is willing to accept some risk of lateral movement of the slab). We recommend that no more than 3 feet of fill be placed under this patio and that the retaining wall be changed from a masonry gravity wall with geogrids to a pile -supported concrete reinforced wall. The stairway foundation should also be on pin -piles. If more fill is required, we recommend that the patio be replaced with a deck. If damage from future slope movement is nbf acceptable, the closely spaced piers should be moved out to the edge of the lower patio. Substantial overexcavation in loose soils may. be required. We recommend that the contractor be made aware of this issue and a contingency. should be provided in the construction budget for this work. If the excavation proves uneconomical or if significant soil caving occurs, then the house will need to be supported on deep foundations. No excavation slopes should exceed a 1:1 (Horizontal:Vertical) inclination. The foundation plan is such that supporting the entire house on deep foundations will not require a significant reconfiguration of foundation elements. Geotech Consultants, Inc._personnel should observe the initial excavation efforts. We can then provide additional recommendations as necessary. Overexcavations should be backfilled with lean -mix concrete to limit the amount of excavation required. In no case should excavation spoils be placed downslope -of the house foundation. STREET FILE GS; '7NSULTAN"I'S. INC. Roger Newell Architects September 5, 2001 JN 99213 Page 2 If there are any questions regarding our review comments'or if we can be of further service, please contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC. I .wA9��,� o � -A 'pfOMAL EXPtaEs 1171 James R. Finley, P.E. Principal JRF:esm ow GEOTECH CO?ISUL T ANTS, :NC. i�' OEOTECH CONSULTANTS INC MEMORANDUM 13256 N.E. 20th St. (Notthup Way) Suite 16 Bellevue, WA 98005 (2" 747.5618 I 1.1 To v iQ Fi4X .2,04 - 32?• 576 1 Attn.. Pape 1 of From Date Project + �C Eit+�iewetr ��r,w 1 c Yi dir+L+c Job Number Subject ^ rl� Cer�ea�fpti Fax Number _.. _.�i►.. P t .. --2 ---o._✓_� . r.G�or� ,.. �'�G . yt . __ aueq.rQaO�.�..�4sf- idle - .00. L_P&.s_ t. 60!4 a)o.,4.+1. ter. 3p a .$Isles & Pro f ...tie._..1w✓ e . boa. a s/•`C/t;. Qs stce« >/Iv WI.ow ie6 RECEIVED JUL - 6 DEVELOPMENT SERVICES CTFi. CITY OF EDMONDS cc: ` G EOTECH CONSULTANTS, INC. 1?256 NJ: 20th Strut, Suite 16 nuilevue, NvR 9)wof (42.5) 747-301IS I•-AX (425) 74'.•-8561 Dr, and Mrs. Curtis Smith 8344 Olympic View Drive Edmonds, Washington 98026 Subject: Transmittal Letter — Geotechnical Engineering Study Proposed Smith Residence 16618 — 76th Avenue West (Lot 7-Brookacres Subdivision) Edmonds, Washington Dear Dr. and Mrs. Smith: June 24, 1999 JN 99213 RECEIVE® JUL - 6 2001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS We are pleased to present this geotechnical engineering report for your proposed residence to be constructed on Lot 7 in the Brookacres Subdivision of Edmonds, Washington. The scope of our work consisted of exploring site subsurface conditions, reviewing existing geotechnical engineering information, and then developing this report to provide recommendations for general earthwork and design criteria for foundations and retaining walls. This work was authorized by your acceptance of our proposal, P-4377, dated April 23, 1999. The subsurface conditions of the proposed building site were explored by drilling one test boring on the slope with a portable Acker drill. The site topography limited the amount of explorat;on that could be done. We also reviewed the geotechnical information provided to us for the adjacent lot. The test boring encountered 15 feet of sand and gravel soils. However, two of the shallow test borings done for the adjacent house encountered stiff, clayey silts near the ground surface. We observed this soil in a small mudflow landslide below this adjacent house. It is our opinion that the proposed structure should be placed on deep foundations except where the excavation is more than 6 feet below the ground surface. We recommend that the topography be verified prior to construction. In addition, we recommend a row of closely spaced piers on the downslope side of the structure to stabilize the near -surface, relatively loose soils on the very steep slope. The -attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or if we can be of ;urther assistance during the design and construction phases of this project. Respectfully submitted, GEOTECH CONSULTANTS, INC. �'"fX'i James R. Finley, P.E. Principal JRF: mmm GEOTECHNICAL ENGINEERING STUDY Proposed Smith Residence 16618 - 76th Avenue West (Lot 7-Brookacres Subdivision) Edmonds, Washington This report presents the findings grid recurnrnendations of our geotechnical engineering study for the site of the proposed Smith residence to be constructed in the Brookacres Subdivision of Edmonds, Washington. The general location of the site is illustrated on.the Vicinity Map, Plate 1. We were provided with plans and the site topography for the structure prepared by Roger Newell Architects. We suggest that spot checks of this. topographic map be made prior to starting construction. These plans show that the structure will consist of two floors plus a daylight basement. SITE CONDITIONS SURFACE CONDITIONS The project site is bounded on the north by 76th Avenue West and on the south by a stream and ravine. Properties to the west are developed with single-family residences. The site slopes downwards from the existing pavement at a moderate inclination until approximately half way into the house site. From there, the site slopes steeply down towards the ravine at an approximately 45-degree angle. The ravine is covered with brush and scattered deciduous and evergreen trees. We observed a small mudflow on the south side of the existing residence to the east. This mudflow originated near the patio wall and covers a trail leading up towards the ' house. Groundwater seepage emanates from this point. SUBSURFACE CONDITIONS The subsurface conditions were explored by drilling one test boring at the approximate location shown on the Site Exploration Plan, Plate 2. The field exploration plan was limited due to the very steep topography of the site and the difficulty in drilling through the gravels with a small portable drill. The test boring was drilled on May 25, 1999, using a small portable Acker drill. This drill system utilizes a small, gasoline -powered engine to advance a hollow -stem auger to the sampling depth. Samples were taken at 5-foot intervals with a standard penetration sampler. This .split - spoon sampler, which has a 2-inch outside diameter, is driven into the soil with a 140-pound hammer falling 30 inches. The number of blows required to advance the sampler a given rlistanre is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples- of the soil encountered. The Test Boring Logs are attached as Plate 3. The test boring encountered approximately 15 feet of sands and gravels. These soils were. relatively loose in the upper 10 feet becoming medium -dense. For the house adjacent to the site to the east, Hong -West Consulting Engineers, Inc. excavated several shallow test borings by hand. These test borings encountered sands overlying a stiff, blue -gray, clayey silt. The test boring and soils information from the adjacent lot is insufficient to determine the exact elevation between the interface of the sands and lower silts. However, the small landslide adjacent to the house to -the GEOTECH-CONSULTANTS. INC ,and Mrs. Curtis Smith June 24, 1999 east exposed silt layers at approximately elevation 70 feet. Hong -West Consulting Engin concluded the silt may extend up to elevation 80 feet at the adjacent house. It appears tt nd gravels deposited over the silts. surface has been eroded and sands a The final log represents our interpretations of the field log. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred between samples in, the boring, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test boring log were interpretive descriptions based on the conditions observed during drilling. Groundwater No groundwater was encountered in the test boring. However, as mentioned before, we observed seepage at approximately the elevation between the silts and clays on the adjacent lot. It should be noted that groundwater levels vary seasonally with rainfall and other factors. We anticipate that groundwater could be found in between the near -surface sand and gravel soil and the underlying lacustrine silts and clays. CONCLUSIONS AND RECOMMENDATIONS GENERAL The site is located relatively near the bluff of Puget Sound, which has proved very unstable in the past. However, the proposed house is located a sufficient distance from this bluff that only a very major landslide, such as occurred in the Meadowdale area, would affect. The Meadowdale slide is located to the nuith of the subject site. Such F. large slide would involve a considerable mass of earth and numerous houses in the area. it is our opinion that the risk of such a landslide is relatively low. The primary risk of landsliding is towards the existing stream and would likely involve the near -surface soils. The risk is relatively high because of the steep slope and soil conditions. Often landslides occur at the interface between the relatively pervious sands and impervious clays_ Clays become lubricated due to weathering. caused by ground flow and the slides can occur along this weakened plane. To protect the structure, we recommend that a closely -spaced soldier pile wall be constructed along the downslope side of the structure. The piers should be placed no more than 3 feet apart and reinforced for soil movement in the upper 15 feet. The wall should extend up the slope on the east and west sides to Elevation4 oas shown on the project site plan. The soils exploration indicated that the upper 10 feet of the soils on the slope are relatively loose. We recommend that the building be supported on augercast piers. or pipe piles where the excavation is 6 feet or less below the existing ground surface. We further recommend that the excavation be observed by a geotechnical .engineer during the excavation process. At that time, soil conditions will be determined in the excavation. The owner should include in the budget, provisions to place the entire structure on piles should loose soils be encountered throughout the excavation. In addition, underslab drains could be required if seepage is found. We recommend that no. fill be placed on the downslope side of the structure. Decks, while being utilized to provide living space .out beyond the edge of the structure, must be supported on the closely spaced piers. Most of the soils in the excavation will need to be carried off site. GEOTECH CONSULTANTS, INC. Dr. and Mrs. Curtis Smith June 24. 1999 JN 99213 Page 3 Active erosion control measures will be needed during the site development because of the steepness of the slope. We recommend that a silt fence be placed along the downslope side of the site and that all excavation spoils left on the site be covered in plastic. Rocked construction access roads should be extended on the site to reduce the amount of mud carried off of the property by trucks and equipment. Soils disturbed during the construction process outside the building area should be covered with erosion control netting. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately. addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. CONVENTIONAL FOUNDATIONS A part of the upslope side of the proposed structure may be able to be supported on conventional continuous and spread footings bearing on undisturbed, medium -dense, native soil. Conventional foundations should be used only where the excavation is more than 6 feet below the ground surface. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing -the disturbed soil by hand.. Depending on the final site grades, some overexcavation may be required below the footings to expose competent, native soil. Lean concrete can be used to fill an overexcavated hole. The overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 2,000 pounds per square foot.(pso is appropriate for footings supported on competent, native soil. A one-third increase in this design bearing pressure may be used when considering short-term .wind or seismic loads. For the above design criteria. it is anticipated that the total post -construction settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in thickness, will be about 1 inch, with differential settlements on the order of 0.5 inch in a distance of 50 feet ;dIung a continuous footing with a uniform load.. Lateral loads due to wind or seismic forces may. be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend using the following design values for the foundation's resistance to lateral loading: , Faramcter Design Value Coefficient of Friction 0.40 Passive Earth Pressure 350 pcf Where: (i) pcf is pounds per cubic foot, and (ii) passive. earth pressure is computed using tho equivalent fluid density. Jun 23 yz .11 JN 99213 Dr. and Mrs. Curtis Srn;th Page 4 June 24, 1999 If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. PIPE PILES Three- or 4-inch-diameter pipe piles driven with a 650- or 600-pound jackhammer to the following final penetration rates may be assigned the following compressive capacities.' 3 inches 12 sec/inch 10 sec/inch 6 tons 4 inches 1 20 sec/inch 15 seclinch 10.tons Pile caps and grade beams may be used to transmit loads to the piles. Pile caps should include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. Welded couplers should be used to connect subsequent pipe sections on piles that need to be extended in -length. Due to their small diameter, the lateral capacity of vertical pipe piles is relatively small. Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the vertical, embedded portions of the foundation. For this condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, structural fill. We recommend using a passive earth pressure of 250 pounds per cubic foot for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor .of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. If additional lateral resistance is required, we recommend driving battered piles in the same direction as the applied lateral load. The lateral capacity. of a .battered pile is equal to one-half of the Iateral component of the allowable compressive load. The allowable vertical capacity of battered piles does not need to be, reduced if the piles are battered steeper than 1:5 (Horizontal:Vertical). AUGERCAST CONCRETE PIERS Augercast piers are installed using continuous flight, hollow -stem auger equipment. Concrete grout must be pumped continuously through the auger as it is withdrawn. We recommend that augercast piers be installed by an experienced contractor who is familiar with the anticipated subsurface conditions. An allowable compressive capacity of 30 tons can be attained by installing a 16-inch- diameter, augercast concrete pier at least 10 feet into the stiff clays or.dense sands. For transient, loading,.... such as wind or seismic loads, the allowable pier capacity may be increased by one-third. We can provide design criteria for different pier diameters and embedment lengths, if greater capacities are required.. The minimum center -to -center pier spacing should be three times the pier diameter. We recommend that the piers have a minimum length of 20 feet and that the driller be prepared to drill to a maximum of 40 feet. •Dr.' and Mrs. Curtis Smith JN 992 13 June 24, 1999 Pagee 5 5 We estimate that the total settlement of single piers installed as described above will be on the order of one. -half inch. Most of this settlement should occur during the construction phase as the dead loads are applied. The remaining post -construction settlement would be realized as the live loads are applied. We estimate that differential settlements over any portion of the structures should be less than about one -quarter inch. We recommend reinforcing each pier its entire length. This typically consists of a rebar cage extending a portion of the pier's length with a full-length center bar. Each pier can be assumed to have a point of fixity at 10 feet below the ground surface for the computation of lateral load resistance. The loose soil against the piers can be assumed to have a design- passive, earth resistance of 250 pounds per cubic toot (pcf) acting on two times the pier diarneter. Passive earth pressures on the grade beams will also provide some lateral resistance. If structural fill is placed against the outside of the grade beams, the design passive earth pressure from the fill can be assumed to be equal to that pressure exerted by an equivalent fluid with a density of 250 pcf. SEISMIC CONSIDERATIONS The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform Building Code (UBC). In accordance with Table 16-J of the 1997 UBC, the soil within 100 feet of the ground surface (planned bottom of excavation) is best represented by Soil. Profile So (Stiff Soil). The site soils have a low potential for seismic liquefaction because of their dense and relatively cohesive nature below the groundwater level. SLABS -ON -GRADE The building floors may be constructed as slabs -on -grade atop native soils, or on structural fill. The subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab rill placement. Any soft areas cncountered should be excavated and replaced with select, imported structural fill. All slabs -on -grade should be underlain try a capillary break or drainage layer consisting of a minimum 4-inch thickness of coarse, free -draining structural fill with a gradation similar to that discussed later in PERMANENT FOUNDATION AND RETAINING WALLS. As noted by the American Concrete Institute (ACI) in Section 3.2.3 of the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil visqueen, are typically used.. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTM E 96. It is possible. that concrete. admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. However, if no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 US perms psflhour (determined by ASTM E 96). Reinforced membranes having sealed overlaps can meet this requirement. Additionally, ACI (Section 4.1.5) recommends that a minimum of 4 inches of compactible granular fill, such as crushed rock, should be placed over the vapor retarder or barrier for protection. Sand is not recommended by ACI for use as the protection layer. Isolation joints should be -provided where the slabs intersect columns and walls. Control and -expansion joints should also -be used to control cracking from expansion and contraction. Saw cuts 'Dr.' and Mrs. CURIS Smith JN 99213 June 24, 1999 Page 6 or preformed strip joints used to control shrinkage cracking should extend through the upper one- fourth of the slab. The spacing of control or expansion joints depends on the slab shape and the amount of steel placed in it. Reducing the water -to -cement ratio of the concrete and curing the concrete, by preventing the evaporation of free. water until cement hydration occurs, will also reduce shrinkage cracking. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended design parameters are for walls that restrain level backfill: Parameter Design Value Active Earth Pressure ' 35 pcf Passive Earth Pressure 350 pcf Coefficient of Friction 0.40 Soil Unit Weight 125 pcf Where: (1) pGf is pounds per uuuic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The passive pressure given is appropriate for the depth of level, structural fill placed in front of a retaining or foundation wall only. For sloping backfill, we recommend that the active earth pressure be increased to 45 pcf. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to .design the walls. Restrained wall soil parameters should be utilized fora distance of 1.5 times the wall height from corners in the walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures.. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of. the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Dr. and Mrs. Curtis Smith :. JN 00213 June 24, 1999 Page 7 Refain;nq Wall Backfill and Waferproofrng Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native send is used as backfill, a drainage composite similar to hliradrain 6000 should .be placed against the backfilled retaining walls. The drainage composites should be -hydr9ulically connected to the foundation drain system. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled with pervious soil. No silts should be used in the wall backfill. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also . slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The sub -section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above -recommendations are not intended to waterproof the below -grade walls. The performance of any subsurface drainage system will degrade over time. Also, groundwater drainage patterns can change, even if seepage is not evident in the temporary excavation. Therefore, if future moist conditions or seepage through the walls are not acceptable, waterproofing should he provided. This typically includes limiting cold -joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls, Applying a thin coat of asphalt emulsion is not, considered waterproofing, but will only help to prevent moisture, generated from water vapor or capillary action, from seeping through the concrete. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unszturated soil, away from property lines, utilities, and existing structures, if there are no indications of slope instability. Based upon Washington Administrative Code (VAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal -Vertical), extending continuously between the top and the bottom of a cut. The above recommended ternput ary slope inclination is based on what has,. been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather: The.cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that loose soil can cave suddenly and without warning. Utility contractors should be made especially aware of this potential danger. • J N 99213 Dr. and Mrs. Curtis Smith Page 8 .tune 24, 1999 All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). Depending upon the requirements of the local sensitive areas ordinances, any completed slopes greater than 10 feet in height with inclinations of 40 percent or steeper may be classified as "steep slopes," which could affect future construction next to the slopes. To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should. not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded wilt-, an appropriate species of vegetation to reduce erosion and improve the stability of the surficial .layer of soil. Any disturbance to the existing slope outside of the building limits may reduce the stability of the slope. Damage to the existing vegetation and ground should be minimized, and any disturbed areas should be revegetated as soon as possible. Soil from the excavation should not be placed on the slope, and this may require the off -site disposal of any surplus soil. DRAINAGE CONSIDERATIONS We ceco,1111-jend the use of footing drains at the base of all footings and backfilled earth retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 Inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. Drainage should also be provided inside the footprint of a structure, where (1) a crawl space will slope or be lower than the surrounding ground surface, (2) an excavation encounters significant seepage, or (3) an excavation for a building will be close to the expected high groundwater elevations. We can provide recommendations for interior drains, shoc.ilcl they become necessary. during excavation and foundation construction. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 4. For the best. long-term performance, perforated PVC pipe is recommended for all subsurface drains. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to the building should slope away at least 2 percent, except where the area is paved. Additionally, a drainage swale should be provided upslope of the building to intercept surface run-off and direct it into the storm drains. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tightlined to a suitable outfall located in the streambed below the site. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any JN 99213 t?r. -and Mrs. Curtis Smith Page 9 June 24, 1999 materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled. during the filling and compaction process. The allowable thickness of the fill lift will depend oti the material type selected, the compaction equipment used, and the number of .passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the .fill as it is placed. If the fill is not compacted to specifications$ it can be recompacted before another lift is placed.. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative,compactions for structural fill: Minimum Relative Compaction Location of.- Fitt Placement Beneath footings, slabs or walkways 95% Behind retaining walls 9011/0 Beneath pavements 95% for upper 12 inches of subgrade: 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). Structural fill.that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil.passing the ttiree-yuarter-inch sieve. . LIMITATIONS The analyses. conclusions, and recommendations -contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test borings and on the adjacent site are representative of subsurface conditions on the site.. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully. anticipated by merely taking soil samples in test borings. Subsurface conditions can also vary between exploration" locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for ail projects. - Dr. and Mrs. Curtis Smith June 24, 1999 A 99213 Page 10 The recommendations presented in this report are directed toward the protection of only the proposed house from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. The owner must ultimately accept the possibility that some slope movement could occur, resulting in possible loss of ground or damage to the facilities around the proposed residence. This report has been prepared for the exclusive -use of Dr. and Mrs. Curtis Smith, and their representatives, for specific application to this project and site. Our recumineiiddtiCMS and conclusions are based on observed site materials, and selective engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. This report should be provided to, any future property owners to inform them of our findings and recommendations. Additionally, this report should be provided in the project contract documents for the information of the contractor. ADDITIONAL SERVICES In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide. geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plate 3 Test Borinra I.na Plate 4 Footing Drain Detail Ur. and Mrs. Curtis Smith June 24, 1999 JN 99213 Page 11 We appreciate the opportunity to be of service on this project. If you have any questions. or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, .GEOTECH CONSULTANTS, INC. FI r 'WAS/ tiv�,� .e�'SS, ONAI. l EXPIRES ��, j j 71 p James R. Finley, P.E. Principal JRF: mmm Cc: Roger Newell Architects — Roger Newell Via Facsimile: (206) 322-5161 r:F0TFCH rnNci If TANTc tFor � r °id��MA EACH` T �;.; " ��1'�' '• `� �;- - i[ '` �� Ir�._r.•y ` 1i�� i/a• cltp� r •� IY • c� -.r I �'`'• lal!T11 •r_-!••. .5.=1 •� ., I f-•r •11 �l57�- _—'u.?•far.• 3! �;i -^ ;�• lL'r;-airy -,�. �ts�.. 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VICINITY MAP Proposed Smith Residence 11618 - 76th Avenue West (Lot 7, Brookacres Subdivision) Edmonds, Washington Job No: Date Plate: 99213 1 June 1999 1 JLrn 23 99 11 :39a (4"c;) 747-8561 o Test Boring � ;d i , G--�r, � Imo! �L+� � �•iGr' �: A? p tz' • r — b Z r' %i•IE. `r`i• 7 GEOTECH CONSULTANTS, INC. A V,/, -e,,4 e. —L---tA7-,h1 1&.07 -i SITE EXPLORATION PLAN Proposed Smith Residence .11618 - 76th Avenue West (Lot 7, Brookaeres Subdivision) Edmonds, Washington 61 Jab No: uua P�IC: 99Z1s June 1999 No Scale 2 iY 4a�betid G�' nz �a �' BORING 1 Description Forest duttl 1 opso►I Brown SAND with trace silt, medium -grained, moist, loose 5 3 1 IFSP - becomes gravelly 10 30 2 , !, Brown SAND with gravel and occasional thin silt layers, moist to very SP moist, medium -dense 15 * Test boring was terminated at 15 feet due to refusal on rock during drilling on May 25, 1999. * No groundwater seepage was encountered during drilling. 20 25 301— 1 1 1 35 40 GEOTECH CONSULTANTS, INC:. BORING LOG 16618 76th Avenue West (Lot 7, Brookacres Subdivision) Edmonds, Washington Job: Date: Logged by. Plate: 99213 May 1999 086 3 Slope Dock/ill owoy /rOn7 /oyndolion. --,` T G QACKFIL L See text /or re pwremenls. WASHED ROCK o 6 miff. NONwOV N CEOTEXTIL E - 1`� Pa TER FABRIC \ .r - TICN •"LINE ROOF DRAIN DO not ConneCl to loolin� c+�oir.. VAP()� BARR/E/� SLAB ,� . , .• •�• q "min. FRff • ORlIh'lti'�; SANDIGRAVEL 4" PERFORA(E D I/.•7R0 FvC P/PC Inverl of loos/ Os luw ,as 100/inp and/Or Crowl space. Slope 10 dro.n. Ploce w:@ph01es Oownwortl. FOOTING DRAIN DETAIL Proposed Smith Residence GEOTECH 11618 76th Ave W ' CUti`SUL1AN i S (Lot 71 Brookacres Subdiv) -idmonds Wsshin tonl� e 1 Jun h'o nOrc..r o :,�"*::�a'Tr`p t .uaµ•re++.a+ni r f`l•a+f$Y a� gt�".sk-,t�dwYtw.» m•rr ,..,,.,` r., r a'r '-'�,,,.�tw :*piPp . ,a,,,; ..._,.,.�. Z.. �. PERMIT NO: 96T5 Cityof E.dmpnds... J°.�. t SWI SIDE SEWER PERMIT ,. PERMIT EXPIRESIIJ1*9 PYAO� Address of Construction: 1 & & (�� :.� � � � !AI LID # Property Tax -Account Parcel No. �� / c�G 760b Attach copies .of all access and utility "easements Verified and Approved by Owner and/or Contractor: Contractor License #: T-3L7r 6m _1 k=U ,3 B lding Permit Single Family Invasion'into City *Right -of Way: ❑ Yes 0 ❑ Multi -Family '(No. of Units ) *RW Construction Permit # . ❑. Commercial (No. of Units ). Cross other *,*Private Property: ❑ Yes jj?N.o ❑ Public " **Attach legal description and copy of recorded. easement. Owner/Contractor Owne or con r ctor�signature and. acknowledgement statement: Date By signing fort is permit I certify that I have read the City's public handout entitled ide Sewer' Specifications, and shall comply with all City.requirements outlined therein. CALL DIAL -A -DIG (1-8004�15555) BEFORE ANY EXCAVATION" W 9 FOR INSPECTION CALL 425-771-0220 extension) 24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REQUESTS .. FOR OFFICE USE ONLY Permit Fee $ _Repair Fee $ "" Issued: By: I., Trunk Charge $ �/� ' Date Issued: Assessment Fee $ Receipt No: City Permit Surcharge Fee $5.00 Total Fees Paid NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO Date:' '—Initial:. Partial Inspection: Date: Initial: Partial Inspection: Date: Initial: FINAL INSPECTION APPROVED: Date: Initial: As -built to Street File: P.ERMIT MUSTBE POSTED ON JOB SITE t�` White Copy: File ' Green Copy: Inspector Buff Copy: Applicant . L;teinp;bldg;forms;sspennitj lg4/00 "'City of E > to c. t g9� SIDE SEWER PERMIT, Address -of Construction: Property Tax Account Parcel No Attach copies of all access and utility easement Owner and/or Contractor: Contractor License #: PERMIT NO: ` 9729 PERMIT 'EXPIRES Verified and Approved by uilding Permit #: Q0W - Of,08 ® Single Family Invasion into City*Right-of Way: ❑ Yes ® No ❑ Multi -Family (No. of Units. *RW Construction Permit # ❑ Commercial (No. of Units ) Cross other **Private Property: ❑ Yes KNo Public **Att`ach legal description and copy of recorded easement. 6.2erlontractor S /U Owner or contra •tor signature and acknowledgement statement: r Date ...By'signing for is permit I certify that I have readthe City's public handout entitled r ide'Sewer Specifications, and shall comply with -all City requirements outlined therein. 2 CALL DIAL -A -DIG (1-800x4r?, 55'S)BEFORE ANY EXCAVATION 9 FOR INSPECTION CALL. 42SL771-0220 extension T8 Wa " 24 HOUR NOTICE REQUIRED,FORALL INSPECTION REQUESTS NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED. Job Site Ready YES NO Date: Initial: Partial Inspection: ` Date: Initial: Partial Inspection: Date: Initial: FINAL INSPECTION APPROVED: Date: nitial: As -built to Street File: ❑ " `3"PERMIT "MUST;BE,POSTED ON JOB SITE t, White Copy: File:. Green Copy: Inspector Buff Copy: Applicant L;temp;bl dg;forms;sspermitj lg4/00 n 0 I, , - the r« sho,viii the loc Officer; 31represil b(, —ud. I,] -IVA the City of Ed-ML,..-3, L pet -son or entity requesl*;iij a Y . " a c. tr-t, on —y-T(M—,, ding-the-Informdon-shvw"n P, includfing, but not li�, ��j tu, j�. location of any sewer stub . , LF- ! � 1,2,! . -- -., -m, -gy-or-may.not-eyist.al— Such S,,m s,,jT3 �rfe na its c;-,-VrGY` N c( fia-T 6 taUon provided b&ied 1 BROOK ACRES z w _ds�l . arc+__ ....... .. . .. .•.� ii •• �f JO; 10U ' P14W l3t�S ''f,'?n PaSnq PaPiA01d l;A1!P?U ,. �'W Sits !?0 f 1�t1!Jr I.?0{� ( U 101CLSil W P wp9 j0 Al1� U. jai 3 t f ?! S Q l; t;s G i a 'a IOU /(�W J0; 93c N 'GA�;C f,0°7r Lily°a0 0 f1?W stpIs !3P ! uI od Pai?Wol aau inq 'Gi6 r�;oL°l ULtP.fz6aJ �!1?nbul •u� Lad+apu? :rz i�,��; as J0 iJ{35.13� tiU�+ 'dpltpl 3!1 t � .. .. xou s'oP spuoiL Sd' , s _ P�1043 ,0 tilo ;lug �� 6i 4 ..�y, r �ll�`�°.iv0 �%e%1 dei.Uqo l✓ '`ypvj 0 iv II �� of E,0�je CITY OF EDMONDS SIDE SEWER AS —BUILT 6 ADDRESSi SCALE 16616 76TH AVE W NTS wo HOMEOWNER, CONTRACTOR, BLUE PRMT MNGT° INC DATEt DRAWN PERMIT 5/16/03 By, I° ABILA NO. 9729 i 10 VEQi /� '� i �I .R� ._ �.T--_•-�7'�i—�=y==�--ll— III APPROVED By PUNNING 12 w ■ lm . ilw1 T Nor-nl ZONES—-� .�cs►� �jiz�� 1 z SETBACKS: FRONT�� SIDE REAR A+ OTHERS v--�`�---- HEIGHTI'�^�---- V/, bpno,46 6-L0'5 _ (�Xv l_ l911 Z / E.xcevonaJ Lr-jr2H-r L--.ti1•o _. �_ ..- `Ln.i�— _��a°=�==psi. DsLI� 39 (o Pp Let ue90-L LIVO -/Dllr,+Ll Z 'ECEIVED STREET FILE JUL - 6 2001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS MEMO TO STREET FILE 16616 761h Ave W January 6, 2004 SUBJECT: Smith, Single Family Residence Permit #2001-0908 Final Inspection December 18, 2003 — Correction notice faxed to Doug Herman listing the outstanding issues that need to be addressed prior to Engineering final approval of the single family residence. December 19, 2003 — Doug Herman provided a copy of an inspection report prepared by Geotech Consultants December 22, 2003 — Doug Herman requested final approval. Mr. Herman was contacted by phone and informed him the City has no record of inspecting the water service. December 30, 2003 — Doug Herman provided photographs of the tightline and anchors. He did not have any pictures of the waterline. Since the entire water service is under either asphalt or concrete the City will not require the line to be exposed for inspection. Doug will provide a letter from the plumber stating the method of installation and materials used. December 31, 2003 — Letter from Gary Prokash Plumbing, Inc. provided. Plumber used the approved pipe material for the interior not exterior. A portion of this pipe is sleeved and due to the depth and installation under asphalt and concrete, the City is not requiring removal and replacement. Doug Herman is aware that this is not an approved pipe material and the City does not give approval of the waterline installation. Final Engineering approval of the single family residence has been granted, with the note that no inspections were performed on the installation of the waterline by City officials. Jea'-nfe McConnell, Engineering Technician Date w+++++*++++y-++-COr'M1. JOUPNAL- ++.r+o+***+++w+;..« DATE DEC-19-2003 ***** TIME 14:17 *** P.01 MODE = MEMORY TRANSMISSION FILE NO.= 030 STN NO. COM ABBR NO. STATION [AME/TEL.NO 001 OK a 97761519 START=DEC-18 14:17 PAGES DURATION 001:001 00:00,35" NOTICE TO PERMITTEE AND/OR OWNER DO NOT REMOVE END=DEC-19 14:17 PARTIAL APPROVAL C] CORRECTON REQUIRED ENFORCEMENT VIOLATION Owner �oIY1l—Q+ Permit Number 200 — 8 Job Address l 010119 '1 Ul- S,�Site Contact ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED ❑ RECALL FOR INSPECTION ❑ REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR ❑ NO PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES r • tr ilk • .� IE Py ..� aJ r I �\\ .fit �� • .•WWI � •v [ • �fI �Iid j �fJ Q ( L- THE ACTIONS OR O ECTIONS IFIIICATED�ABOVE AREA Ur ED TO B CORItIrCTED WITHIN CALENDAR DAYS OR PENALTIES �M,[AY BE APPLIED. FOR INSPECTION CALL 425-771-0220 ❑ Building ❑ Planning Engineering ❑ Fire ❑ Public Works White: permit File Pink: Eofomemeot Buff: Applicant NOTICE TO PERMITTEE AND/OR OWNER DO NOT REMOVE PARTIAL APPROVAL Q CORRECTON REQUIRED ENFORCEMENT VIOLATION Owner Yin Permit Number 2-001-0109 Job Address to Lg (l4 1 tall- S 1 VJ Site Contact ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED ❑ RECALL FOR INSPECTION ❑ $?REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR ❑ NO PERMIT -STOP WORK.REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES ilk t 1 IC P, . it It1 �� l 1 i• MCA MOON: . 1, ,R, & -x TH ACTIONS O O ECTIONS I CATED ABOVE ARE R CALENDAR DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 ❑ Building ❑ Planning Engineering ❑ Fire ❑ Public Works Il I W"IV S Inspector 1 `4 IWU0 3 Date S White: Permit File Pink: Enforcement Buff: Applicant r �r v .. . z� ,- �-ss� +:wv-c-..-.-r•-vr..--o ,'t+ r..,aq.�.m-,^"'.--'^^y .. r '-� DAILY FIELD REPORT GE O T E C H TRAY /PREP TIME JOB NUMBER CONSULTANTS, INC. lir4 TIME ON SITE DATE 13256 NE 20th Street, Suite 16. TIME OFF SITE DAY OF ifEEK Bellevue, WA 98005 /Z c 425-747-5618 FAX 425-747-8561 HOf CHARGED WEATHER / .L�r JOB LOCATION CLIENT/OWNER GENERAL CONTRACTOR GENERAL CONTRACTOR'S SUPERINTENDENT MILES PERMIT NUMBER v1 .� GRADING CONTRACTOR GRADING SUPERINTENDENT VISITORS PAGE OF _ / / (i/l j/�( ('�y�rrYvG �/".� /�!/C��G�i j • �l!! ji� �l%i l"/6/ l%�/y9llL/�'- �l.r /i/�� l_...iYG-/• ��/ {�'''/ /I/> /�T '�/"-F' �%i/F!+ /mil' /</li�� i .i�, /' "/� �f/s/ ✓/3/�'i/ is/c�si � ��i/:�y/n� : S .� ;o n L/iitr S -"l/C i 1iP /7 ,1Z ;Ii/ 4DX 7 �Ctir j i �'/%_//h- IIAOo -+� -!� �• tf "-late,. ._� f) /< <` (� I �Ll� .4 7F/ � f.!Ct"o /Cl- C��• rl,''C�'1 c L� -�'cG �_�..�') It Li'�'!.%t? � l.�t /,! ; !!-�/ iZ 16 j r 0KJt 1 01 � 11 I 1 '11 NEXT SITE VISIT: COPY TO: y- r 1 i SIGNATURE: r Smith Residence RECENED Drainage Photos DEC 3 0 2003 ENGINEERING DIVISION Smith Residence Drainage Photos REECEUVED DEC 3 0 2003 ENGINEERING DIVISION •. + �. s°MR it .� �„ ��, �+ ».� s 4 T' o ilY y ma's � • . » yb ,p,� �s� 14 �� + '� 4 ''�,... � 't. � �,�" � i + �` iM♦# � ' !tor ��,. a IL k„�y,^�.✓'^'° �� .fit � � ��<.�� VA� + . 14 „ . . a u .A Smith Residence Drainage Photos #2 RECEIVED DEG 411 0 2003 FNGINH-RUG ""IMSION DEC.31.2003 4:26PM GARY PROKASH PLUMBING INC NO.113 P.1 Gary Prokash Plumbing, Inc. L�7NtovtD,$' �7. 12-3/-03 l Z a- L S0 T p ae- -7lrx� 4- / // / V/5�4-$ -71�o ��, . juO�W�� 8731 Maltby Road, Suite #2 - Snohomish, WA 98296-7926 - (425) 483-6827 • FAX (360) 668-2020 •Q/� M 7VAr/ _ RETURN ADDRESS: City of Edmonds, City Clerk 121 5th Avenue North Edmonds, WA 98020 CONFORMED COPY 200112101015 12/10/2001 04:44 PM Snohomish P.0006 RECORDED County COVENANT OF NOTIFICATION AND INDEMNIFICATION/HOLD HARMLESS Reference #: Grantor(s): (1) C'uYf�� `�j11(,�-�j (2) b86LL11S 5mL,�, Additional on pg. Grantee(s): City of Edmond Legal Description (abbreviated): Sec T Twn 2 f\/ OR L//ot_� loc O�ci Q Plat_& _,GrLS Assessor's Tax Parcel ID#(s): (1) vV � ! 3f CQ 06-700(2) Assessor's Tax Parcel ID# not yet assigned CITY OF EDMONDS YjgA�P�PROVED FOR RECORDING DATE: % PAGE LBY:[Gtr E OF Under the review procedures established pursuant to the State Building Code, incorporating amendments promulgated by the City of Edmonds, and as a prerequisite to the issuance of a building permit for the construction of a residential structure and attendant facilities, the undersigned OWNERS of property do hereby covenant, stipulate and promise. as follows: STREET FILE EAPPIJRVE FOR RECO G: DATEA, Gj OF 1. Description of Subject Property This covenant of notification and indemnification/hold harmless relates to a tract of land at the street address of v -71 (insert street address), Edmonds Snohomish County, Washington and legally described as: far /ca�G� - des . 9e�% oG �3// -DO 407-7 2. Notification and Covenant of Notification, The above referenced site (hereinafter "subject site") lies within an areawhich has been identified by the.City of Edmonds as having a potential for earth subsidence or landslide hazard. The risks associated with development of the site have been evaluated by technical consultants and .engineers engaged by the applicant as a part. of the process, to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of the risks associated with development are contained in building permit file number, (insert . number) on file with . the City of Edmonds Building Department. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of A FOR-REDATEOF_ the consultants in the course of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The statements and conditions proposed by the OWNERS' geotechnical engineer, geologist, architect and/or structural engineer, are hereby incorporated by reference from the contents of the file as fully as if herein set forth. Any future purchaser, lessee, lender.or any other person acquiring or seeking to acquire an interest in the property is put on notice of the existence of the content of the file and the City urges review of its contents. The file may be reviewed during normal business hours or copies obtained at the Building Department, City of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020. 3. Indemnification and Hold Harmless The undersigned OWNERS hereby waive any and all liability associated with development, stating that they have fully informed themselves of all risks associated with. development of the property and do therefore waive and relinquish any and all causes of action against the City of Edmonds, its officers, agents' and employees arising from and out of such development. In addition, the OWNERS on behalf of themselves, their successors in interest, heirs and assignees, do hereby promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any loss, claim, liability or damage of any kind or nature to persons or property either on or off the site resulting from or out of earth subsidence or landslide hazard, arising from or out of the issuance of any permit(s) authorizing development of the site; or occurring or APPR VED FOR RECORDING: BY: DATES 6 D/ PAGE OF arising out of any false, misleading, or inaccurate information provided by the OWNERS, their employees, or professional consultants in the course of issuance of the building permit, 4. Insurance Requirement. In addition to any bonding which may be required during the course of development, the, Community Services Director .has not (strike one) specifically required the maintenance of an insurance policy for public liability coverage in the amount and for the time set forth below in order to provide for the financial responsibilities established through the indemnification and hold harmless agreement above: 5. Covenant to Touch and Concern the Land This covenant of notification and in demnification/hold harmless touches and concerns the subject tract and shall run with the land, binding, obligating and/or inuring to the benefit of future owners, heirs, successors and interests or any other person or entity acquiring an interest in property, as their interest may appear. This provision shall not be interpreted to require a mortgagor or lender to indemnify the City except to the extent of their loss nor to obligate such persons to maintain the insurance above required. APPRO D. OR RECO _ G: By: L DATE: G� PAGE OF DONE this day of /1�reM r,2 boo 1. OWNER(S) By STATE OF WASHINGTON ) COUNTY OF &�—AkkAU59 ss: I certify that I know or have satisfactory evidence that eafr'►s EJ S� signed this instrument and acknowledged it to be (his/her) free and voluntary act for the purposes mentioned in this instrument. DATED this ��t1 day of NOTARY P IC My commission expires: 3 �3 alp L:\TENUI\BUILDINGXMADOW\COVENANT PROVED FOR RECO ING: BY: DATE PAGE OF STATE OF WASHINGTON ) COUNTY OF ss: �nlo,�iu; S6� I certify that I know or have satisfactory evidence that �l02�S 'vr signed this instrumentand acknowledged it to be (his/her) free and voluntary act for the purposes mentioned in this instrument. DATED this /Srh day of _ /yOmLf r , 7zv/ 62 NOTARY PUB IC My commission expires: TIP Y L:\TEMP\BUILDING\MEADOVACOVENANT it Roger H. Newell AIA 1102 Nineteenth Ave. East Seattle, WA 98112 Subject: Developed Drainage Calculation Smith Residence Dear Roger, L®K 11 ENGINEERS / SURVEYORS / PLANNERS / DEVELOPMENT CONSULTANTS June 26, 2001 I have completed the developed drainage calculation for the Smith residence and have provided the computer print out for your records. The results are as follows: The one hundred year undeveloped flow was found to be .04 cubic feet per second. The one hundred year developed flow was found to increase to .22 cubic feet per second. The net increase is .18 cubic feet per second during a one hundred year storm. I hope this information is useful and meets your needs. If detention calculations are needed, this can be done quickly -using the data already produced and then modified. Please don't hesitate to call if you need more information. STREET FILE Lovell-Sauerland & Associates, Inc- 19400 3kd Ave. 41.. Suite 200, L vnmvond 41IA 95036 SOO-775-7663 423-775-1;91-!?S-672-791)S ;;1, t4 X- �y =��' E e°a ?fii 't, M y`ti'r .h t 'd 1 )�y' _•yso 2 4: 'itt: < ; !l , -t f ' p ggytt;. �� :. •. � _� ! t%fr „y. ��„tYL'. } -{ '1 '{f4, t:y '� .f � J'{ ..� -,a .:s, T G .... . . l t '�:r'1��'r�: .+Y a Y � fi � ,+. 5 SY sr •ri. .-. �" i Cr-�v.. t� . !( 1 - t. r� } n t. � '� � � y. �,i'. �"�Q 'c �` � ^^ t -c's ry'fi �{^�q'�.F'y'P e�c^5 "^' .f L. J P 7 �' T t' y r t -•i '. '.y r { 6 �� 1 p[f1[5��''�^{' .'+csT'N � �: `��•- �� R,4 K �'� �.''�r - i L? 8��'� °�''� v! � �, ' .s t !{ a; r } } CS : ''�lh 'T ♦l �� T k: t }.: ;. +. j i !t, F1. pen, �. J ...,'P�►# P„�f S T�:x �dit� `@ Plot r �peac�. �y , outs A'iltn F�� {' a' .t . , ., {Tt \Inflow 1 Rational lowb 1,p, T.y+t^ .F7 -s;�� ancy <.. '-•'.:.� 0 ;atpn nc•;••x:. 1' � H, • �,.:°-.q .•�r+n-.LJ: ,?x+�t7 S..`.Y;�'iR kt ._sC-:i. S'•: n:-E!' 5...,ti�=+'t. ''��(ffn.. :.i; L•�.f.-S ,:t.Ji �t.r..� -..{. t.•.�1:1;t T!g i"'1 `-.-`... �5'�J?-�'�Vr�i'.�y../S{.Av'; i }:• `'; •�j �; \ interval peak period elevation storage Hydiogtaph description 1 0.04 1 1 15 . 0.001 100 E}4STING CONDITION 10" t 2 Rational 0.22 1 10 0.003 100 DEVELOPED CONDITION 10UYR =; 4 5 7 S — — 9 . 10 12 13 14 �' 15 __ 16 17 19 ..: 20 —. 21 22 — — --- 23 ! 24 ;. 25 i 2 27 - W 20 29 - 30 31 32 33 34 35 (�yy11 - .F3-_ � 4 C - i • u <1 - i, - :*.:a' -�` '��j>.i h •;tS�' .t' '�• } r, -3 - •;.. b 3.:,. i fZ i�7.' ir;,- a-y;�1 .: f .n 'F. rF ;pf 4 l:��tls'<y-Y .r x. i' } . P, Plot fde: NEWE1:1 i ii �r f f: EV1 InF�,£ �..F CDE'fde' SIUiPILE i S H cello, 1G 0 f S.'4'i.` t ^:..J.., {1t. t<5:.aKx.-z".�: ue-.ax*��•Yx•e:s xe i` q , ,3t >�k-r:^.. i 7.a...rwc+J .i.;5 r: _!• �.y. ~+` ,"'�TnN^'v'`:b^Io -iT..Y`', :5'QY^'^A � ,:.�,...,y,.l..y..,,?J�•.n..r:�..�.'�por, ..,a....�1 :� u��' •Aj7e�{�'S"�.�t v�. f r:-: 4- �.r%9. _l tl aw,?;,.. (,tY•. �:i ,' t- '••�.Cf:Y _ - jti '.Y. T'..'. :"t :t r^., �i,-�'- _ _ 4�i«r:.+s-�` _— r �".. 3,43 P1Vi Hyd rog ra ph Rep. _ t Page , Hyd. No. 1 EXISTING CONDITION 100YR Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = .14 ac Intensity = 2.06 in/hr I-D-F Curve = EVT.IDF Minimum printed Q exceeds peak flow. ..End Peak discharge = 0.04 cfs Time interval = 1 min Runoff coeff. _ .15 Time of conc. (Tc) = 15 min Reced. limb factor = 1 Total Volume = 39 cult, 0.001 acft 1 Hydrograph Rept- i Page 1 Hyd. No. 2 DEVELOPED CONDITION 100YR Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = .14 ac Intensity = 2.61 in/hr I-D-F Curve = EVT.IDF Minimum printed Q exceeds peak flow. ..End Peak discharge = 0.22 cfs Time interval = 1 min Runoff coeff. _ .6 Time of conc. (Tc) = 10 min Reced. limb factor = 1 Total Volume = 132 cult, 0.003 acft i vUSE CITY OF EDMONDS PERMIT zoroE NUMBERCONSTRUCTION PER11111T ° WJ 114 CATION T OWNER N M ?DAME OF BUSINESS ' JOB SUITE/APT ADDRESS :, &.& / & 7 61,1114 ve q w _ �, !J ' j p LEGAL DESCRIPTION HECK SUBDIVISION� NO. LID NO. ZMAILING ADDRESS:.n /� �il(,.� 3 O �))// G/4/ V I PUBLIC RIGHT. OF WAYS OFFICIAL STREET MAP. TESCP Approved CITY.- ZIP TELEPHONE NUMBER ��+fL RW Permit Required O Q 4 j '� EXISTING �— UIRED DEDICATION Street Use Permit Req'd ElL Inspection Required . 40 PROPOSED,' NAME'. i 'IV Ikwequ'red "� . ` �L '' A .. ... .:.METER SIZE }.:-[�LINESIZE NO. OF FIXTURES PRV RE UIRED a ��/�'f11 YES OOFADDRESS �� C.REMARKS.' `. 2 CITY '7zrp TELEPHONE NUMBER N ��/�S �� % ('QK� Z NAME�1%�/f%�//t( m ADDRESS O .. NGINEERING MEMO DATED REVIEWED BY O ZIP TEL NUMBER C ITM FIRE MEMO DATED REVIEWED BY U STATE LICENSE NUMBER s EXPIRATION TE . u' 'g. DB p' ORELINE M Legal Description of Property - include all 6aservients �SEPA.REVIE 2 ` '�.�' �C/ COMPLETE EXEMPT SIGN ALLOWED, AREA PROPOSED HEIGHT LLOWED PROPOSED 1 EXP r1 1\ .�... 4► y LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (Fr.) Wo ALLOWED PROPOSEQ FRONT SIDE REAR FRONT UR SIDE REAR 5 ci 0 • J T X ACCOUnt /„� (/�r� 7 LOT AREA LA NING REy1EW BY l.�J .J DATE ` a Parcel No V C a. I NEW RESIDENTIAL PLUMBINGIMECH REMARKS I �' 3 (1p.t `C Iki 'Yf�If1 fsk, El COMPLIANCE -OR 714P 41J. -01 P ei� r- t ADDITION COMMERCIAL CHANGE OF USE APT. BLDG. a ilk Ax Vr Jr REMODEL SIGN REPAIR:. © GR ❑ FEI` NCE x—� CYDS.\,L/ CHECKED BY TYPE OF CONSTRUCTION —•r-+ l�il- CODE OCCUPANT GROUP /�� ,(\ WOODSTOVE S1VIMPOOL• ❑DEMOLISH a INSERT El HOT TUI3/SPA SPECIAL INSPECTOR AREA F OCCUPANT . f REQUIRED ES t •� '� �(QIf1I pZy�a„q LOAD ;GARAGE RETAINING.WALL/ CARPORT:ROCKERY RENEWAL REMARKSQ (TYPE ORUSE BUSINESS ORaACTIVITY) EXPLAIN: PROGRE NAPE TIONS PER U$C 108� 0 'NUMBER NUMBER OF - - CRITICAL cryle-� C m OF /� STORIES (/ DWELLING 1` UNITS 1 AREAS/n NUMBER n�`_ _I O DESCRIBE WORK TO BE DONE (ATTACH PLOT. PLAN) 1 N - FINAL INS .ECTION REQUIRED i - L ,v VALUATION FEE ,fir W Va %�i � Z � � PLAN CHECK FEE 1/L'i��•1C.-•L- �� BUILDING e HEAT SOUR CE:% G NG�� PLUMBING Plan Check No. /^^ '�� MECHANICAL ' f This Permit covers work to be done on private. property ONLY. GRAWNWILL Any construction on the: public domain (curbs, sidewalks, driveways, marquees'' etc.) will. require separate permission. STATE SURCHARGE Permit Application: 180 Days Permit LlmB:1 Year - Provided Work Is Started Within 180. Days STORM DRAINAGE FEE % "Applicant, on behalf of his or her spouse, heirs, assigns and ENQ. INSPECTION FEE ^J Successors in interest; agrees to indemnify, defend and hold W harmless the City of Edmonds, Washington, its officials, h� ' I employees, and agents from any and all claims for damages of , whatever nature, arising directly or indirectly from the issuance 'of _ this' permit. Issuance of thins permit shall not be deemed to PLANVHEC'K'DEPOSIT o modify, waive or reduce any requirement of any city ordinance °r 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 information. given is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPROVAL authorized agent of the. owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriZ_L AUTHORIZES This application is not a permit until ed thereby, no person will be employedin 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 tion,Insuranaecima RCW 18:27. INSPECTION �. acknowledged in space provided. . SIGNATURE OWNER R AGENT) GATE SIGNED DEPARTMENT ., CITY OF o ` IAL'S-SIGNATU •E DATE 'fii/L .yri EDMONDS ATTENTION". : CALL FOR R A�SIUBY. DATE INSPECTION�G7 IT IS UNLAWFUL. TO USE OR OCCUPY A BUILDING OR.STRUCTURE UNTIL FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR �7� ORIGINAL File YELLOW .A A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC �0220 — — Inspector SECTION 109 PINK — Owner GOLD —Assessor 10247 _ t ,. CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.ci.edmonds.wa.us 1DEVELOPMENT SERVICES DEPARTMENT 9 Planning • Bdilding • Engineering Ih c . lw,11 October 18, 2001 Carl Edminster 104 Forest Ct. - Everett, WA 98203 RE: Critical Area Checklist —16616 76th Ave. W Dear Carl: GARY HAAKENSON MAYOR Enclosed is check number 10793, dated October 18, 2001 for the amount of $45.00. This check is being returned, to the applicant because it has been determined that a study has been completed. The critical area study was completed in 1997 under File Number CA-97-211. In response to.your inquiry at the counter, staff has verified that the analysis provided by Mr. Hushagen, ISA Certified Arborist appearsto meet the City's definition for diseased, unhealthy, and/or trees posing a hazard to you and adjacent property owners. However, trees that are located within the common area of Brookacres Estates may not be removed unless you obtain written statement of approval from the homeowner's association. In order to allow removal of any trees in the common area, you need to provide documentation from the homeowner's association that they authorize your application on their behalf. For tree cutting on individually owned lots, per Chapter 18.45 of the Edmonds Community Development Code (ECDC), you are exempt from applying for a Tree Cutting Permit. Trees that are located within the building footprint may be removed at the same time in which the new house is being constructed as part of the building permit. I hope that I have answered all of your questions. Please don't hesitate to give me. a call if I can be of any further assistance. I can be reached at (425) 771-0220. Sincerely, NV� Chanda Earhart Assistant Planner Enclosures • Incorporated August 11, 1890 • Sister Citv - Hekinan, Japan TLE Ti�F� C7 October 10, 2001 Carl Edminster Construction 104 Forest Ct. Everett, Wa. 98203 'SFRVA�o INC. RE: Tree Removal and Tree Protection at: 16616 761h Ave. W, Edmonds. Dear Mr. Edminster: At your request, I recently met with you on the above site to examine a number of trees on a lot where a house will soon be built. The purpose of the inspection was to determine which, if any of the trees outside the planned footprint of the building should be removed, and how best to protect and preserve the remaining trees on the lot: The following report is a summary my findings. While on site, I examined trees from the trail below the lot and from the hillside where the trees stand. Near the southwest corner of the building footprint, I found a 36" western red cedar with substantial lower trunk decay. The tree is quite old and leans to the southwest. In my opinion, it is unlikely that this tree would survive the amount of construction impact within its root zone. It poses a significant hazard to the new home, and I recommend that it be removed. Near the eastern edge of the lot, just south of the footprint, is an old big leaf maple that will likely be impacted by excavation and grading. This tree should also be removed. Near the south edge of the lot is a group of trees that I believe can be preserved. They include: two Pacific silver firs, one western hemlock, and one Douglas -fir. These trees are younger than many of the trees in the center of the lot and are in good condition. To reduce the risk of windthrow and branch loss, I recommend that these trees be pruned by crown cleaning and crown thinning. These trees are far enough from the major construction activity that the impact to their root zones should be minimal. Please contact me if you have further questions. John D. Hushagen 1SA Certified Arborist Seattle Tree Preservation, I 13350 Lake City Way N.E. • Seattle, Washington 98125 • (206) 367-4048 • Fax (206) 367-0502 email: seattletreepres@uswest.net • www.seattletree.com Member, International Society of Arboriculture and National Arborist Association 000jr f �L' e �� R . `•jd 10 MW i. • I� t ` �. " T�'!,'4i1J:71��Qt pi,Atullf.: •.� �; i.. � • 1� •,� t '• ' C 1 t 1 � VVVV' [T��_r !J� y11 ��*' ' � �'�,• fTF w" fa, t• ' p iIS �� Ir tip ,• I r o lop 9pfig'" y . "� •'°' ` 1 i L �t' y ?'�'►:0 A��}� `•- 1v ,. +t; Ii. ✓� '1a'•��. . 1, fp -71 O ' •h •f.y L ry t}.��`'i, a .! 1 .i Mo r/ ,, t". %� •k� , 1�,� ''} rK �d �,.` ,I➢1 ' O ,tip • r �. << i � . �+�i��r' i : R! f, �� , r,T/ ./ , "1 .iy � \ r i•i�., f ',r � i �y{� �, }.�/ �ll��*Jy[� Off• w . ,.l�� .r-: �f t yi ;. { u�' +� 7 : r'i ' :t �•ss,�,+ , I ,4;r��,1.c• •r .+ ,` �•� � s C��'•tiA ��- +! �, 4y �" �, , i a. ,Ii., ,�� ' i��, !^�`�.'•- �i• �r��•�sr 'Jl`h AIr � _ a..•'fyG y�f •/// �'• ��, ,` �, • � � bl.!y}-'r YR7 4' I �•y�.�V�' -,Ls/ J�'��r �fpf�il,�'�r �;••ar tr � � '. 1.� .•.E,?py�L Y�_ �` •3i�i�14' i 1 • ,(� r � � P - 41j. RETURN ADDRESS: .City of Edmonds, City Clerk 121 5th Avenue North Edmonds, WA 98020 CONFORMED 'COPY 200112101015 12/10/2001 04:44 PM Snohomish P.0006 RECORDED County COVENANT OF NOTIFICATION AND INDEMNIFICATION/HOLD HARMLESS Reference #: cQepp/— Grantor,(s): (1)_L GGVi�l7 �jJ'{l(>l%{�1 (2) [�n�()y�y j�y-� Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec T Twn--Zl—t\/ Rn OR Lot _/,,p L-- glock�0Q Plat—f a—() �• Lr,LS Assessor's Tax Parcel ID#(s): (1) _ 1 J� . 06-7a0(Z) Assessor's Tax Parcel ID# not yet assigned CITY OF EDMONDS APPROVED FOR RECORDING BY:--&Z— DATE: alviPAGE L OF Under the review procedures established. pursuant to the State Building Code, incorporating amendments promulgated by. the City of Edmonds, and as a prerequisite to -the issuance of a building permit for the construction of a residential structure and attendant facilities, the undersigned OWNERS of property do hereby covenant, stipulate and promise, as follows: APPR VED FOR RECO G: BY: DATES G' PAGE OF 1. Description of Subject Propert3 This covenant of notification and indemnification/hold harmless relates to a tract of land at the street address of (insert street address), Edmonds Snohomish County, Washington and legally described as: �3I/� 7 2. Notification and Covenant of Notification The above referenced site (hereinafter "subject site") I! es within an area which has been identified by the.City of Edmonds as having a potential for earth subsidence or landslide hazard. The risks associated with development of the site have been evaluated by technical consultants and engineers engaged by the applicant as a part of the process to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of the risks associated with development are contained in building permit file number, o Y- n= (insert number) on file with the City of Edmonds Building Department. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of APP O!!IDFOR RECODIN RG: BP DATE mod/ PA OF the consultants in the course of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions.. The statements and conditions proposed by_ the OWNERS' geotechnical engineer, geologist, architect and/or structural engineer are hereby incorporated by reference from the contents of the file as fully as if herein set forth. Any future purchaser, lessee, lender.or any other person acquiring or seeking to acquire an interest in the property is put on notice of the existence of the content of the file and the City urges review of its contents. The file may be reviewed during normal business hours or copies obtained at the Building Department; City of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020. I Indemnification and Hold Harmless The undersigned OWNERS hereby waive any and all liability associated with development, stating that they have fully informed themselves of all risks associated with development of the property and do therefore waive and relinquish any and all causes of action against the City of Edmonds, its officers, agents and employees arising from and out of such development. In addition, the OWNERS on behalf of themselves, their. successors in interest, heirs and assignees, do hereby promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any loss, claim, liability or damage of any kind or nature to persons or property either on or off the site resulting from or out of earth subsidence or landslide hazard, arising from or out of the issuance of any permit(s) authorizing development of the site, or occurring or APPR VED FOR RECORDING: BY: DATEZ' G®i PAGE ' OF Arising out of any false, misleading, or inaccurate information provided by the OWNERS, their employees, or professional consultants in the course of issuance of the building permit. 4. Insurance Requirement In addition to any bonding which may be requiredduring the course, of development, the Community Services Director .Whas not (strike one) specifically required the maintenance of an insurance policy for public liability coverage in the amount and for the time set forth below in order to provide for the financial responsibilities established through the indemnification and hold harmless agreement above: 5. Covenant to Touch and Concern the Land This covenant of notification and indemnification/hold harmless touches and concerns the subject tract and shall run with the land, binding, obligating and/or inuring to the benefit of future owners, heirs, successors and interests or any other person or entity acquiring an interest in property, as their interest may appear. This provision shall not be interpreted to require a mortgagor or lender to indemnify the City except to the extent of their loss nor to obligate such persons to maintain the insurance above required. APPROVED OR RECO . G: BY: e' DATE: PAGE i"' OF DONE this �� day of 4or-eM qr dp OWNER(S) By: � By STATE OF WASHINGTON . ) "� // ) ss: COUNTY OF Nd At ) I certify that I know or have satisfactory evidence that eur'►:s E - S� signed this instrument and acknowledged it to be (his/her) free and voluntary act for the purposes mentioned in. this instrument. DATED this �� 1 day of WPV6ff� z / NOTARY P IC My commission expires: �•5' aZ� L:\TEMP\BUILDING\MEADOVACOVENANT STATE OF WASHINGTON ) ss: COUNTY OF�a61 S{ ) APPR YED FOR RECORDING: BY: DATE; PAGE 5. OF ,� I certify that I know or have satisfactory evidence that ��o��s• signed this instrument and acknowledged it to be (his/her) free and voluntary act for the purposes mentioned in this instrument. DATED this �� day of . /ve(iFwrm ZGY.►� �;•a�� ARYA' NOTARY PUB IC M _ My commission expires: L:\TEMP\BUILDING\MEADOVACOVENANT RETURN ADDRESS: City of Edmonds, City Clerk 121 5th Avenue North Edmonds, WA 98020 COVENANT OF NOTIFICATION AND INDEMNIFICATION/HOLD HARMLESS Reference #:_f�/��%D Grantoe(s): (1) CGIVfIh r7�Y11 '1 (2) b,6% YG5 5inlljl Additional on pg. Grantee(s): City of Edmonds Legal Description (abbreviated): Sec Twn 2 N Qtr 'iV F, OR Lot ,,p lock DO0 P1at�D0�QCrLS �4 ! Assessor's Tax Parcel ID#(s): (1) 00 3l 006 ��(2) __Assessor's Tax Parcel ID# not yet assigned CITY OF EDMONDS APPROVED FOR RECORDING BY: rn DATE:- PAGE OF S� Under the review procedures established pursuant to the State Building Code, incorporating amendments promulgated by the City of. Edmonds, and as a prerequisite to the issuance of a building permit for the construction of a residential structure and attendant facilities, the undersigned OWNERS of property do hereby covenant, stipulate and promise. as follows: APPR VE FOR RECO ING: BY: DATE�� d PAGE OF 1. Description of Subject Property. This covenant of notification and indemnification/hold harmless relates to a tract of land at the street address of (insert street address), Edmonds Snohomish County, Washington and legally described as: &W-la 6 oG Blk M.0 -Oa 4Qr 7 2. Notification and Covenant of Notification. The, above referenced site (hereinafter "subject site") lies within an area which has been identified by the.City of Edmonds as having a potential for earth subsidence or landslide hazard. The risks associated with development of the site have been evaluated by technical consultants and engineers engaged by the applicant as a part of the process to obtain a building permit for the subject site. The results of the consultant's reports and evaluations of the risks associated with. development are contained in building permit file number. (insert number) on file with the City of Edmonds Building Department. Conditions, limitations, or prohibitions on development may have been imposed in accordance with the recommendations of APP OVEP FOR RECORDING:' Bl' DATE P/'► OF �� the consultants in the course of permit issuance. The conditions, limitations, or prohibitions may require ongoing maintenance on the part of any owner or lessee or may require modifications to the structures and earth stabilization matters in order to address future or anticipated changes in soil or other site conditions. The statements and conditions proposed by the OWNERS' geotechnical engineer, geologist, architect and/or structural engineer are hereby incorporated by reference from the contents of the file as fully as if herein set forth. Any future purchaser, lessee, lender or any other person acquiring or seeking to acquire an interest in the property is put on notice of the existence of the content of the file and the City urges review of its contents. The file may be reviewed during normal business hours or copies obtained at the Building Department, City of Edmonds, 121 5th Avenue North, Edmonds, Washington 98020. 3. Indemnification and HoldHarmlecc The undersigned OWNERS hereby waive any and all liability associated with development, stating that they have fully informed themselves of all risks associated with development of the property and do therefore waive and relinquish any and all causes of action against the City of Edmonds, its officers, agents and employees arising from and out of such development. In addition, the OWNERS on behalf of themselves, their successors in interest, heirs and assignees, do hereby promise to indemnify and hold harmless the City of Edmonds, its officers, agents and employees from any loss, claim, liability or damage of any kind or nature to persons or property either on or off the site .resulting from or ont of earth subsidence or landslide hazard, arising from or out of the issuance of any permits) authorizing development of the site; . or occurring or APPROVED FOR RECORDING: BY: DATE% 60/ PAGE oV OF arising out of any false, misleading, or inaccurate information provided by the OWNERS, their employees, or professional consultants in the course of issuance of the building permit. 4. Insurance Requirement. In addition to any bonding which may be required during the course of development, the Community Services Director /has not (strike one) specifically required the maintenance of an insurance policy for public liability coverage in the amount and for the time set forth below in order to provide for the financial responsibilities established through the indemnification and hold harmless agreement above: 5. Covenant to Touch and Concern the Land This covenant of notification and indemnification/hold harmless touches and concerns the subject tract and shall run with the land, binding, obligating and/or inuring to the benefit of future owners, heirs; successors and interests or any other person or entity acquiring an interest in property, as their interest may appear. This provision shall not be interpreted to require a mortgagor or. lender to indemnify the City except to the extent of their loss nor to obligate such persons to maintain the insurance above required. APPRO D OR RE�RG*BP. AT PAGE W_ OF DONE this day of / 101yeM $1<�- By: By; �n • �r►..L� By STATE OF WASHINGTON ) ) ss: COUNTY OF b I certify that I know or have satisfactory evidence that �u�f►\5 S� signed this instrument and acknowledged it to be (his/her) free and voluntary act for the purposes mentioned in this instrument. TED this ��1 day of W0116066-JP- 57W c a'rARYs.�t .� 1%4z El NP,, `a` S Pam••• �73i� �• OF•WAS*� , L:\TEMP\BUn.DING\MEADOW\COVENANT i NOTARY PUVILIC My commission expires: APPR VED FOR RECO ING: BY: DATE - PAGE OF STATE OF WASHINGTON ) ss: COUNTY OF I certify that I know or have satisfacto ry evidence that s signed this instrument and acknowledged it to be (his/her) free and voluntary act for the purposes mentioned in this instrument. DATED this �� day of / u/d ffA1rM ? � /Az" 64417 NOTARY PUBLIC My commission expires: L:MMMUILDINGIMEADOWTOVENANT O C i �f f sc Roger H. Newell AIA 1102 Nineteenth Ave. East Seattle, WA 98112 Subject: Developed Drainage Calculation Smith Residence Dear Roger, s� =o ENGINEERS / SURVEYORS / PLANNERS / DEVELOPMENT CONSULTANTS June 26, 2001 I have completed the developed drainage calculation for the Smith residence and have provided the computer pnn t1 ut for your records. The results are as follows: The one hundred year undeveloped flow:was-found,to be .04 cubic feet per second. The one hundred year developed flow was found a6 increase to ° .22 cubic feet per second. The net increase is .18 cubic feet per second during: atone hundred year storm. I hope this information is useful and meets your needs:•:_ r� If detenticid:,c ulations are needed7 this can be done quickly using the data already produced a id • .. f:. ate, _ - then modified:Please_ don't hesitate to call if you need more information. iloG 4: - Sincerely,.... __ .77 — sC� REETrt S. Jones PE FILE,,,. 9 jam'` 4d - UIT � SERVICES CIFi. �1 DEVELOPMENT CCiTY{OF EDMOND- IAf" � 'ed Lovell-Sauerland & Associates, Inc. 19400 33rd Ave. W., Suite 200, Lynnwood. WA 98036 800-775-7663 425-775-1591 425-672-7998 fax ill IND: ,,Says' 0 T ime Time Hyd to net�rn Maximum Maximum Ilydrograph Peak flow Volume Inflow k inteival pea peiiod -sctiption No- type gin) (cfsl JdCtl) hyd(s) elevation stotage Hydiogtaph de (min) (min) (y1s) Rational -d 1 0.04 1 1 1 15 0.001 IGO EXISTING CONDITION 10" 2 Rational 0-22 1 10 0.003 100 DEVELOPED CONDITION I OM 4 IMM 1P 5 7 10 12 13 14 16 17 18 19 20 21 22 23 24 25 26 27 rl 28 29 30 31 32 34 35 lax , Uc Yt qw'It- Soo W- 00m Hydrograph Report Page Hyd. No. 1 EXISTING CONDITION 100YR Hydrograph type = Rational Peak discharge = 0.04 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .14 ac Runoff coeff. _ .15 Intensity = 2.06 in/hr Time of conc. (Tc) = 15 min I-D-F Curve = EVT.IDF Reced. limb factor = 1 Total Volume = 39 cult, 0.001 acft Minimum printed Q exceeds peak flow. End ti . Hydr®graph Report Page 1 Hyd. No. 2 DEVELOPED CONDITION 100YR Hydrograph type = Rational Peak discharge = 0.22 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = .14 ac Runoff coeff. _ .6 Intensity = 2.61 in/hr Time of conc. (Tc) = 10 min I-D-F Curve = EVT.IDF Reced. limb factor = 1 Total Volume = 132 cuft, 0.003 acft Minimum printed Q exceeds peak flow. .End • Director i" NOw a°/ \is a Santa re n �,PF ! IYIs� IF L' 17 July 2001 Roger H. Newell, AIA 1102 191h Ave. East Seattle, WA 98112 The Burlington Norti and Santa Fe Railway C., _ .pany 4515 Kansas Avenue Kansas City, Kansas 66106 Phone (913) 551-4176 Fax (913) 551-4646 E-mail rilev.kadota u,bnsf.com RE: Smith Residence 16616 76'h Ave West Edmonds, WA 98026 Mr Newell: This office has reviewed plans and drainage calculations submitted with your transmittal letter of 3 July 2001. Based on your calculations of a net 0.18 cubic feet per second increase in flow for a hundred year flood event, BNSF will not require that a water detention system be installed on your client's property and take no exception to direct discharge of storm water into the existing stream shown on your plan. BNSF reserves the right to reassess its waiver should there be significant changes to the scope of the project. Sincerely, _ ;.. ` 6 RileylM. Kadota Cc: Gary Gray, BNSF Field Engineer STREET FILE CORu0007 07/00 ®fig L=m 01 Roger H. Newell AIA 1102 Nineteenth Ave. East Seattle, WA 98112 Subject: Developed Drainage Calculation Smith Residence Dear Roger, ENGINEERS / SURVEYORS / PLANNERS / DEVELOPMENT CONSULTANTS June 26, 2001 I have completed the developed drainage calculation for the Smith residence and have provided the computer print out for your records. The results are as follows: The one hundred year undeveloped flow was found to be .04 cubic feet per second. The one hundred year developed flow was found to increase to .22 cubic feet per second. The net increase is .18 cubic feet per second during a one hundred year storm. I hope this information is useful and meets your needs. If detention calculations are needed, this can be done quickly using the data already produced and then modified. Please don't*hesitate to call if you need more information. RECEIVED ST . R - EET FILE JUL - 6 2001 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS Lovell-Sauerland & Associates. Inc. 19400 33rd Ave. W.. Suite 200, Lynnwood, WA 98036 800-77S-7663 42S-775-1S9i-12S-672-7998 fax Wp KJ kh a f ime Time to Return Maximum Maximum 0 q;F.. !Jyd IlydFogiaph Peak flow Volume Inflow interval No- type (origin) (cfs) peak (dC111 period hyd(S) elevation storage Hydiograph description tyls) (f 1) 1 Rational 0.04 1 1 15 0.001 I IOU EXISTING CONDITION 10M 2 Rational 0.22 1 10 0.003 100 DEVELOPED CONDITION 10M 4 4 HIRE 5 5 7 9 10 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 AI 28 29 30 31 32 33 L3 5 0, -011k �A fll& WAS Hydrogreph Report Page 1 Hyd. No. 1 EXISTING CONDITION 100YR Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = .14 ac Intensity = 2.06 in/hr I-D-F Curve = EVT.IDF Minimum printed Q exceeds peak flow. End Peak discharge = 0.04 cfs Time interval = 1 min Runoff coeff. _ .15 Time of conc. (Tc) = 15 min Reced. limb factor = 1 Total Volume = 39 cult, 0.001 acft Hydrograph Report Page 1 Hyd. No. 2 DEVELOPED CONDITION 100YR Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = .14 ac Intensity = 2.61 in/hr I-D-F Curve = EVT.IDF Minimum printed Q exceeds peak flow. .End Peak discharge = 0.22 cfs Time interval = 1 min Runoff coeff. = .6 Time of conc. (Tc) = 10 min Reced. limb factor = 1 Total Volume =132 cult, 0.003 acft sroF EU,y CITY OF EDMONDS RECEIVED 121 STH AVENUE NORTH • EDMONDS • WA 98020 • (425) 771-0220 JUL - 6 2001 httpV/www.ci.edmonds.wa.us DEVELOPMENT SERVICES CTR, IT S RCW 197-11-970 Determination of Nonsignificance (DNS) DETERMINATION OF NONSIGNIFICANCE Description of proposal: Application for the following: street setback variance, height variance, reasonable use exception to encroach upon slopes greater than 40%, construction of single family residence Proponent: Roger H. Newell for Dr. Curtis & Mrs. Dee Smith Location of proposal, including street address if any: 16616 76t' Ave W, Edmonds Lead agency: CITY OF EDMONDS The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was ` made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. There is no comment period for this DNS. XX This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 14 days from the date below. Comments must be submitted by September 14, 2000. Responsible Official: Kathleen Taylor Position/Title: Planner Phone: 425-771-0220 Address: City of Edmonds 121 - 5th Avenue North Edmonds, WA 98020 Date: // v Signature: XX You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue North, Edmonds, WA 98020, no later than August 15,.2000, by filing a written appeal citing the specific factual reasons for the appeal. The appeal submittal must also include the required fees and mailing list. Please contact the Planning Division for specific submittal requirements. XX Posted on August 1, 2000, at the Edmonds Public Library, Edmonds Community Services Building, and the Edmonds Post Office. XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist. STREE7��Y Page I of 2' SMITHDNS.DOC ' CREATED ON 09/30100 3:59 PM Mailed to the following along with the Environmental Checklist: , XX Environmental Review Section XX Applicant: Dr. Curtis & Mrs. Dee Smith Department of Ecology 8344 Olympic View Dr P.O. Box 47703 Edmonds, WA 98026 Olympia, WA 98504-7703 XX Agent: Roger H. Newell XX Department of Fisheries Roger Ne hell Architects 1102— 19 Ave E Attn.: Richard E. Johnson Seattle, WA 98112 Regional Habitat Manager 16018 Mill Creek Boulevard Mill Creek, WA 98012 Attachments pc: Building Permit No. 00-222 SEPA Notebook Page 2 of 2 SMITHDNS.DOC CREATED ON 09/30/00 3:59 PM • U TO BE COMPLETED BY APPLICANT: EVALUATION FOR AGENCY USE ONLY For nonproject actions, the references in the checklist to the words "project," "applicant" and "property or site" should be read as "proposal;" "proposer," and "affected geographic -area," respectively. A. BACKGROUND 1. Name and proposed project, if applicable: Smith Residence 2. Name of Applicant: Roger H. Newell, AIA 3. Address and phone number of applicant and contact person: Roger H. Newell, AIA 1102 —19'h Avenue East, Seattle, WA 98112 (206) 322-1192 4.. Date checklist prepared: April 3, 2000 5. Agency requesting checklist: City of Edmonds 6. Proposed timing or schedule (including phasing, if applicable): Construction to start Spring/Summer 2000. 7. Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Soils report by Geotech Consultants, 6-24-99. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. Critical Areas Reasonable use exemption -and variance; zoning variance from City of Edmonds. 10. List any government approvals or permits that will be needed for your proposal, if known. Building permit, electrical permit, plumbing permit, security alarm permit, temporary electrical permit, sewer permit. 2 Cl TO BE COMPLETED BY APPLICANT: EVALUATION FOR AGENCY USE ONLY 11. Give brief, complete description of your proposal, including the proposed uses and the site of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description.) A new single family residence with 2 stories of wood -frame over basement. 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township, and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographical map, if reasonably available. While you should. submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. Leal Description: Lot 7 Brookacres Estates, Address: 16616 76 Ave West, Edmonds, WA.. B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one): flat, rolling, hilly, steep slopes, mountains, other: Site slopes to south t7 feet for half of site then slopes 15 feet for the remainder. Slopes vary with some slopes exceeding 40 %. b. What is the steepest slope on the site (approximate percent slope?) The steepest slope on site is approximately 40% slope at the south portion of the site. c. What general types of soils are found on the site (for example, clay, sand, gravel, peat, muck)? If you know the. classification of agricultural soils, specify them and note any prime farmland. Sand, gravel with some stiff clayey silts near surface. 3 • TO BE COMPLETED BY APPLICANT: d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. None e. Describe the purpose, type, and approximate quantities of any .filling or grading proposed. Indicate source of fill. Approximately 580 yards of cut purposes. EVALUATION FOR AGENCY USE ONLY f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. Temporary minor site erosion during excavation for foundation. g. About what percentage of the site will be covered with impervious surfaces after project construction (Le.: asphalt or buildings)? Approximately 47 % h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: Temporary filter fabric will be used at property boundaries during construction. Landscaping used for permanent erosion control. 2. Air a. What type of emissions to the air would result from the proposal (ie.: dust, automobile, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Temporary emissions from construction vehicles, temporary construction odors, permanent emissions from autos and gas fireplaces. b. Are there any off -site sources of emissions or odors that may affect your proposal? If so, generally describe. No. c. Proposed measures to reduce or control emissions or other impacts to air, if any: Water spray during construction. 0 TO BE COMPLETED BY APPLICANT: 2. Water a. Surface: EVALUATION FOR AGENCY USE ONLY 1) Is there any water body on or in the immediate vicinity of the. site (including year-round and seasonal streams, saltwater, lakes, ponds, wet lands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. Stream 55' 60' south of property. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Yes. See site plan. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. None. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No. 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. No. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No. b. Ground: 1) Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and approximate quantities if known. 5 L J TO BE COMPLETED BY APPLICANT: No. EVALUATION FOR AGENCY USE ONLY 2) Describe water material that will be discharged into the ground from septic tanks or other sources, if any (Le.: domestic sewage; industrial, containing the following chemicals ...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. None. c. Water Runoff (including storm water): 1) Describe the source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other. water? If so, describe. Storm water to be collected in downspouts and catchbasins and diverted to storm drainage systems (see civil drawings) and diverted to storm sewer. . 2) Could waste materials enter the ground or surface waters? If so, generally describe. No. d. Proposed measures to reduce or control surface waters? If so, generally describe. Drainage control systems (see civil drawings), permanent landscaping. 4. Plants a. Check or circle type of vegetation found on the site: _deciduous'tree: alder, maple, aspen, other -A-evergreen tree: fir, cedar, pine, other _shrubs — Juniper _grass pasture _crop or grain _wet soil plants: water lily, eelgrass, milfoil, other x other type of vegetation — blackberries TO BE COMPLETED BY_APPLICANT: EVALUATION FOR AGENCY USE ONLY b. What kind and amount of vegetation will be removed or altered? Dead pines, cedars. Most trees and vegetation will be removed. New trees and vegetation. will be provided. c. List threatened or endangered species known to be on or near the site. None. d. Proposed landscaping, use of native plants, or other treasures to preserve or enhance vegetation on the site, if any: Addition of new trees and shrubs. 1TX-i � '- a. Circle any birds and animals that have been observed on or near the site or are known to be on or near the site: Birds: hawk, heron, eagle, songbirds, other: starlings, crows Mammals: deer, bear, elk, beaver, other: rats, squirrels. possums Fish: bass, salmon, trout, herring, shellfish, other: none b. List any threatened or endangered species known to be on or near the site. None. c. Is the site part of a migration route? If so, explain. No. d. Proposed measures to preserve or enhance wildlife, if any: None. 6. Energy and Natural Resources a. What kind of energy (electric, natural gas, oil, wood stove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Gas heating and gas fireplaces. 7 • TO BE COMPLETED BY APPLICANT: b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe: No. EVALUATION FOR AGENCY USE ONLY c. What kinds of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: Building will conform to Washington State Energy Code (limited glazing, increased insulation). 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill or hazardous waste, that could occur as a result of this proposal? If so, describe. No. 1) Describe special emergency services that might be required. None. 2) Proposed measures to reduce or control environmental health hazards, if any. None. b. Noise 1) What types of noise exist in the area which may affect your project (Le.: traffic, equipment operation, other)? Traffic noise from vehicles on 76'h Ave West. 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (Le.: traffic, construction, operation, other)? Indicate what hours noise would come from the site? Short term: Trucks, saws, hammers and .pumps from lam to 5pm, Monday — Friday, 8am to 5pm Saturday. Long term: Passenger vehicles 3) Proposed measures to reduce or control noise impacts, if any: EVALUATION FOR TO BE COMPLETED BY APPLICANT: AGENCY USE ONLY Limit noise producing construction to normal workday hours Monday through Friday and Saturday listed in b.2 above and to limit loud radio music from construction workers. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Vacant site. b. Has the site been used for agriculture? If so, describe. No. c. Describe any structures on the site. None. d. Will any structures be demolished? If so, what? No. e. What is the current zoning classification of the site? RS12 (PRD Brookacres) f. What is the current comprehensive plan designation of the site? Not known. g. If applicable, what is the current shoreline master program designation of the site? Not applicable. h. Has any part of the site been classified as an "environmentally sensitive area? If so, specify. Yes. Steep slope. i. Approximately how many people would reside or work in the completed project? 2 people. j. Approximately how many people would the complete project displace? None. 9 TO BE COMPLETED BY APPLICANT: EVALUATION FOR AGENCY USE ONLY k. Proposed measures to avoid or reduce displacement impacts, if any: N/A. L Proposed measures to ensure the proposal is compatible with existing and project land uses and plans, if any: Uses permitted outright under current zoning codes. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle or low-income housing. 1 single family dwelling. b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. None. c. Proposed measures to reduce or control housing impacts, if any: N/A. 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennas? What is the principle exterior building material(s) proposed? 30' is height of the tallest structure. Principle exterior building material is wood. b. What view in the immediate vicinity would be altered or obstructed? A portion of western view from adjacent residence may be partially eliminated. c. Proposed measures to reduce or control aesthetic impacts, if any: Front yard setback variance would improve view from adjacent residence. 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? EVALUATION FOR TO BE COMPLETED BY APPLICANT: AGENCY USE ONLY Light from new dwelling 6pm to Upm and vehicles associated with the occupants of the building. b. Could light or glare from the finished project be a safety hazard or interfere with views? No. c. What existing off -site sources of light or glare may affect your proposal? Light from adjacent properties and vehicles. d. Proposed measures to reduce or control light and glare impacts, if any: Indirect exterior lighting, window shades. 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? None. .b. Would the proposed project displace any existing recreational uses? If so, describe. No. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: Not applicable. 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. No. b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. None. 11 LJ TO BE COMPLETED BY APPLICANT: .c. Proposed measures to reduce or control impacts, if any: Not applicable. 14. Transportation EVALUATION FOR AGENCY USE ONLY a. Identify public streets and highways serving the site, and describe the proposed access to the existing street system Show on site plans, if any. 76`b Ave West, Meadowdale Beach Road, Olympic View Drive, and 168`h St. SW. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop. No. 1 mile. c. How many parking spaces would the completed project have? 2. How many would the project eliminate? None. d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private.) No. e. Will the project use (or occur in the immediate vicinity of) water, rail or air transportation? If so, generally describe. BN railroad tracks are approximately 200 yards to west. f. How many'vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. 6 vehicle trips/day. 4 peak pm (4:00 — 5:00) vehicle trips g. Proposed measures to reduce or control transportation impacts, if any. None. 15. Public Services 12 . TO BE COMPLETED BY APPLICANT: EVALUATION FOR AGENCY USE ONLY a. Would the project result in an increased need for public services (Le.: fire protection, police protection, health care, schools, other)? If so, generally describe. No, current services are adequate to support this proposal. b. Proposed measures to reduce or control direct impacts on public services, if any. Not applicable. 16. Utilities a. Circle utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other? Cable T.V. b. Describe the utilities that are proposed for the project, the utility providing the service and the general construction activities on the site or in the immediate vicinity which might be needed. Electricity — Snohomish County PUD Water — Edmonds Water Telephone — GTE Cable T.V. — Chambers Sewer — Edmonds C. S ignature The above answers are true and complete to the best of my knowledge. I understand the lead agency is relying on them to make its decision. 13 TO BE COMPLETED BY APPLICANT: EVALUATION FOR AGENCY USE ONLY Signature:�6�, Date Submitted: Y' Z%-OD This checklist was review by Environmental Specialist, Department of Construction and Land Use. Any comments or changes made by the Department are entered in the body of the checklist and Contain the initials of the reviewer. 14 Ell "9.01414ENTAL ASSLSS-1Ef1T FILE NSM-4-ib 1. DESCRIPTION OF PROJECT: "BR00KACRES" - Planned Residential Development (PRD) 6.5 Acres II. LOCATIO'N: 16600 - 76th Avenue West, Edmonds III. POTENTIAL IMPACTS: A. Alteration of Existing Natural and Social Conditions 1.• SOILS: Glacial Till The site 'is located in an environmentally sensitive area (specifically a soils -slopes and vegetation sensitive area). According to U.S.Dept. of Agriculture publication "Interpretations of Soils for Land Use Plan- ning", this soil type (Alderwood gravelly sandy loam, hilly phase) is in a moderate to severe erosion hazard zone, and a moderate slippage hazard zone, therefore extreme caution should be taken in filling, excavating and building. Minor grading will be needed both to extend the private drive to serve lots 2 through 8 and to prepare the lots for the 11 new single family dwellings. An engineered soils report will be required before building permits are issued to insure that there will not be a soil or slippage problem on the lots. 2. STORM DRAINAGE: No alteration of the course or flow of the existing streams will occur. The amount of open space will act as a natural on -site drainage reten- tion system and therefore the impact on the streams from the runoff of the building sites and the roadway will be minor. 3. �IEGETATION : There are approximately 12 species of trees at Brookacres. Tree cutting restrictions on all trees 8 inches in diamter or larger have been placed on this PRD. Some trees in the buildina pads will have to be removed but the large fir trees on the north loop of the road will be preserved, as will the majority of the vegetation due to the siting of the lots and the reduced number of new lots (11) proposed for development (a total of 23 are allowed according to the zoning). Therefore the unique natural vege- tation will be substantially preserved because of the way the lots have been sited and due to the limited number of building lots.' The rose garden however will not be saved and the developer has been encouraged to relocate as many rose bushes as possible. 4. WILDLIFE: The developer has indicated he will work with the Dept. of Fisheries to re -introduce Salmon and Steelhead to spawn in the existing pools on the property. The developer also plans to introduce species of Pheasant, Quail and Duck to the property. 4 t.:. ENVIRON;IENTAC ASSCSSIICNT--''#S144-76 -Page 2 5. TRAFFIC GENERATION: The 11 new single family homes will create additional automobile trips onto 76th Avenue West. Eleven homes with an average trip generation rate of four (4) per day will create an additional 44 trips per day onto 76th Avenue West, however this will not create a traffic problem in the area. The only possible traffic problem that could occur from this development would be parking overflow on 76th from a party at one of the homes -in Brookacres. .To overcome this problem five (5) extra overflow parking spaces have been provided in Brookacres and each home will have two (2) extra spaces outside of the garage. B. Unavoidable Adverse Environmental Effects None C. Alternatives im 1. The alternative to this development would be to create more building lots than are proposed in this plan because the zoning does allow up to 23 housi units. Other developments for this property have proposed more than the 12 lots indicated here. The impact on the topography and vegetation could be very detrimental and could destroy the unique beauty of this property. 2. Another alternative would be to redesign the existing site plan, however it is doubtful that any other design could preserve the vegetation and steep slopes more than the existing proposal. 3. No -build alternative. Because this land is zoned for residential developmE a no -build alternative is feasible only if the owner does not wish to devel the property (which is not the case here).or if the City wishes to buy it i public use. The City has not elected to buy Brookacres for a park and the) fore the no -build alternative is not available at this time. Relationship Between Local Short Term Environmental Long Range Productivity es and Enharicement of The short term environmental goal is to preserve the natural slopes, vege- tation and shorelines of this area, which this proposal will do. The long, range productivity of this area is not as crucial as -it would be if it wer( farmland, commercial or industrial land. The future land use for this are. is indicated as residential, therefore the long range productivity must be measured against the future use of the land. Because the proposed residen tial development is in conformance with the comprehensive land use plan, i .represents the best long range productivity of the site. IV.FINDINGS: NEGATIVE DECLARATION: There will be.no substantial negative environmental impact on the environment for the reasons stated above. The proposal represents an environmentally sensitive site.desi ' -PMENTAL- ASSESS�IE�JT�=` Pa e 3 #SM-4-76 - The proposal is in conformance with use plan. Therefore the zoning ordinance and no environmental impact statementnot will b the comprehensive an adverse environmental impact e required. Pact 7 Noel a Charl �1Z eson, Assistant City Planner Date/ 1 ' luildin.9 Department eerie g De(Date) Department � - //— (Date) S O� (sti0 i COMMON O co, A R E�A / TRACT �3 // Gp�r•tr, L / C0M/ j / �Np PGA 3 / `I .,I. I 39 / JJOG �Q / \PI J14'�v C GO N col10 RICH • ' C> �.; ,r f o. — 4.7 I - �7.aj.:o" _^ i /A1 R 30.Oo' R' 90' .9 i / 9 p . V / \ L - 35.5q yj O - `Z4'0 3' 19" i R° 45.00' S LA S.SC- OS'I1" i Y.zS 14.c,_ 5. W. 4:SI�3p r S R` 7o.:a\ to / •3�• \ R n 4O • vi ^ e.' in E . S 1A1 ..SG._�2• 1 - v. II`: � N•5 i2'p0•t 1 0. ci 32.t,g -�i _ tiro T p 1 11 �S_I5 15J5 2! (l0 .7 u1 �{ N. vi jA ' `°9•I I /�(�/ O/al 3 Z E 9. G' N. 34• I I 0 i_91.50 22.5`Y Go z° • W.II.2G' 9JE f� •i (:•E, • J E.ic 95.OQ• I � co cd 11 IV co I co co I IW Li O �O O h CDI N 1 � fn I � I �\O I VL I I I CALC LATER I POST ION CSEAR I ED FOR ONU. IN S IDE ARE- /N T FOU D-� Date: To: From: Subject: MEMORANDUM August 1, 2001 File PC-01-42, File V-2000-54 and Street File 190 W. Dayton Star Campbell c� Assistant Planner SEPA REVIEW FOR PC-01-244 The building permit currently under review (PC-01-244), for a new residence at 16616 76`" Avenue West, consists of a proposal to build a new single family residence. Because construction of the house will require grading 632 cubic yards, the project falls within the thresholds for which SEPA review is required. However, the proposed development was subject to SEPA review when it was reviewed for a Variance (V-2000-54) and Reasonable Use Exception for development of a single- family house and encroachment upon a steep slope critical area. A Determination of Non -Significance was issued August 30, 2000 and the appeal period ended on September 14, 2000. The proposed amount of grading consisted of 580 cubic yards in the previous SEPA checklist and the currently proposed amount of grading consists of 632 cubic yards. Staff has determined that the difference in grading is small enough that the August 30, 2000, SEPA determination shall apply and additional SEPA review is not necessary. City of Edmonds cza Planning Division PCO I-244SEPA WAIV ERMEMO. DOC 08/01/01. CA FILE NO. q Z.A Critical Areas Checklist -------------------------------------------------------------- Site Information (soils/topography/hydrology/vegetation) l 1. Site Address/Location: _ J 1 Cp 76, .Q�/F 2. Property Tax Account Number: (o !2 7 l O boo 70 oo y 3. Approximate Site Size (acres or square feet): (apZZV S F -r 4. Is this site currently developed? _ yes; ✓ no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat: less than 5-feet elevation change over entire site. Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15 % and less than 30 % ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). ✓ Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: ; Approx. Depth: 7. Site contains areas of seasonal standing water: ; Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplain of a water course. 9. Site contains a creek or. an area where water flows across the grounds surface? Flows are year-round? Flows are seasonal? (What time of year? ), 10. Site is primarily: forested ; meadow ;shrubs ;mixedy ; urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: City Staff Use Only- ___ .1. Site is Zoned? 2..: SCS: inapped:s.oily.p..' s)? DETERMINATION REC City of Edmonds 151VED OCT 2 9 1997 CRITICAL AREAS CHEC SWUNTEP The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on the subject property. The information needed to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, 'or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will, review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g., site plan, topography map, etc.) or studies in conjunction with this Checklist to assist- staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: Name Street Address City State Zip Telephone Signature Date c:reception\jana\cac1.doc Applicant Representative: Name //OZ /4f 41114. Street Address City State Zip Zd6, 322 I X 322 5/& Telepa \ Signature 16 /2, Date (over) City of Edmonds Critical Areas Determination Applicant: Roger H. Newell. Determination #: CA-97-211 Project Name: Permit Number: Site Location: 11616 76th Avenue West Property Tax Acct #: 6931-000-007-0004 Project Description: non -project specific A site inspection has revealed an undeveloped site within a PRD development. The topography of the site slopes down steeply to the southwest from the access road to a stream located to the southwest of the subject site. The southwestern property line appears to be located within buffer area of the stream. The City of Edmonds Critical Area Map indicates that the stream is a class 2 stream with no salmonoid fish habitat and the. on -site slopes appear to be at least 40% with a vertical elevation change of more than 20 feet. Based on the above findings, it is determined that there are potentially two critical areas on or adjacent to the site; a steep slope critical area and a class 2 stream with no salmonoid fish habitat. A Critical Areas Study is required to delineate the boundaries of these potential critical areas, the buffers and setbacks. A licensed surveyor must create a topographic map of the site which indicates all areas which slope 40% or more and have a vertical gain of 20 feet or more within the 40% slopes. The map must also show the location of the stream, and the stream buffers and setbacks. If the property owner wishes to apply for a specific development permit which they feel would not impact the Critical Areas located on the site, they may submit their proposal to the Planning Department for review. If the Planning Department finds that the proposed development permit will not adversely impact a Critical Areas or its buffers, a conditional waiver may be issued on a project by project basis. John Senior Planner Date( r. CITY OF EDMONDS BARBARA FAHEY pp 121 5TH AVENUE NORTH EDMONDS, WA 98020 • (425) 771-0220 FAX (425) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Inc.18°10 Public Works • Planning/Building • Parks and Recreation • Engineering Y Wastewater Treatment Plant November 19, 1997 Roger H. Newell 1102 19th Avenue East Seattle, WA 98112 Subject: Determination regarding Critical Areas Checklist # 97-211 Dear Applicant: Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City is located on the reverse side of the form (bottom of page). It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records. ....:.:::: IMPORTANT INFORMATION TO BE NOTED: PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIST OR CRITICAL AREAS STUDY. The `DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a project -specific determination. rmoo. You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED. Permit applications include the following: Enc: Determination * Architectural Design Board C:ReceptionWana\CRLTR.doc Building Permits Conditional Use Permits Subdivisions Variances Applications to the ADB* Land Use Applications Any other development permit applications. Thank you. Diane Cunningham Planning Secretary o Incorporated August 11, I890 o Sister Cities International — Hekinan, Japan Date: To: From: Subject: MEMORANDUM August 1, 2001 File PC-01-42, File V-2000-54 Star Campbell cam-' Assistant Planner SEPA REVIEW FOR PC-01-244 The building permit currently under review (PC-01-244), for a new residence at 16616 76"' Avenue West, consists of a proposal to build a new single family residence. Because construction of the house will require grading 632 cubic yards, the project falls within the thresholds for which SEPA review is required. However, the proposed development was subject to SEPA review when it was reviewed for a Variance (V-2000-54) and Reasonable Use Exception for development of a single- family house and encroachment upon a steep slope critical area. A Determination of Non -Significance was issued August 30, 2000 and the appeal period ended on September 14, 2000. The proposed amount of grading consisted of 580 cubic yards in the previous SEPA checklist and the currently proposed amount of grading consists of 632 cubic yards. Staff has determined that the difference in grading is small enough that the August 30, 2000, SEPA determination shall apply and additional SEPA review is not necessary. City of Edmonds cQ Planning Division PC01-244 S EPA W AI V E RMEM O. DOC 08/01/01. SEP 2420 WPOL PERMIT COUNTER o u�t ... 14nt S . -- •_ • ,. A RECEIVE® S Ll F coot - _ ��.--'.---l-bw —� �,..� - �---_i..,s-�►ce . � _gip ._.. ra PLANNING DATA NAME: !aj:6j-rH SITE ADDRESS: I(aol co -1 DATE: ZONING:R2cn��gc,, t" o , 12 PLAN CHK#: Of- D-Ut CORNER LOT (YesAUP FLAG LOT (YeJQ) SETBACKS: � a Required Setbacks: ' r V- � q Front: r i *Left Side: r Right Side:S Rear: k- ; Actual SetbackssT ' 1 Front: Left Side: Right Side: •5 �_ _s�_ g �,�._Rear: Street map checked for additional setback required? ` `sw cz f o'N LEGAL NONCONFORMING LAND USE DETER INATION ISSUED (Y I • LOT COVERAGE: Maximum Allowed: Nt�ao Actual: ` ?)%" BUILDING HEIGHT: Maximum Allowed:_`d9kl y- 9LOO 1-1 Actual Height: a Datum Point: sr�//nY� ti-U W . eoggxL Datum Elevation: q& .9)1 ' A.D.U. CREATED?: CRITICAL AREAS #: 0 1— 2-t 1 - ` SEPA DETERMINATION: - LOT AREA: 'cDQ OL P, Y 9000-- Gy -�i�3C�7 �N i�c c�1-�►��no��s car- • �C'. - S�oi,� �'•ca2 ^�-eY7� ��u� ER:i 4 . 4 axe .h x eONs�► z�a,rs ,r_,�e, ��Tc,U-1taGal `�1��-�Q.�'i,�2ii•��o ��2.�K-T A2.E A�rc.G�7A'T�.t�l.� l�.A�2Qg��L� IhI�rC �°��C�IJ. Plan Review By: ';�;r At.-�2>j_n I_L c:Uilu\pertnid^plandaLdoc �2 •1 .L C) o L4;6T �Of��l� Ft�- ArJL7 k CD 0, (2, t-3 , ( --�7 -c-) -1 C-�,j ) --- I�O U' P% jcgq �� plc ��--► �TA 1►Z�j A ��1e�',1A' ��o CX— �,� Project data Property Address: 16616 76th Ave W. Edmonds, WA 98026 Owner: Dr. Curtis and Dee Smith • /+ 18111 84th Avenue W. Structure! o V i V l/J n rgy Edmonds, WA 98026 Garage Floor Plywood: 1. Governing Code - 1997 UBC. Mechanical contractor shall provide heat loss calculations (or Architect: Roger H. Newell, AIA / 1/8" APA rated sturd-i-floor 16/0 exterior glue, exposure. electrical contractor in the case of electrical resistance heat) to 1102 19th Avenue East 1. Secure plywood with 16d nails at 6" o.c. at all edges and 2. Design Loads ? the local building authorityfar approval and compliance. HVAG Seattle, WA 98112 12" o.c. at interior supports unless noted otherwise on Roof Live Load - 25 psf system shall comply with 1997 Washington State Energy Code. (206) 322-1192 i�' �drawings. Floor Load - 40 psf Deck Load - 60 psf If building is cooled, the OTTV shall be less that or equal to -.35 Structural Engineer'. Emerson R. Denney, PE _ __ + egp£,M 3 a 9. Anchor Bolts: Garage Load 50 psf BTUH/SF. 9 38809 191st Ave SE ' ! 5/8" Dia. x 12" AB at 48" o.c. through plate, typical or noted Wall Load - 10 psf Auburn, WA 98092 on plan. Anchor bolt size and spacing to conform to UBC Wind - 80 mph. Exp. C Provide the following mechanical ventilation: (all ductwork metal). (253) 939-1373 1806.6, Tables 23-111 and 19-D. (See shear wall schedule Seismic - Zone 3 All habitable areas shall be provided with heat facilities capable of / O ` p pa -fit` for size and spacing at shear walls) Minimum Equivalent Fluid Pressure = 350 pcf passive maintaining a room temperature of 70 degrees fattarenrfe at a Civil Engineer. Lovell, Sauerland & Associates / \i / 35 pcf active point 3 feet above floor when temperature is 20 degrees / >,�,,:.,, \\� �� outside. Whole house ventilation to be provided in conjunction Bob Jones i `= \ 10. Wood Trusses: 3. Foundation - 2000 psf (per soils report) (to be verified ih field with forced air furnace system to conform to 1997 Washington Suite - 33rd Avenue 1'Jest / \ . Wood truss , supplier to provide shop drawings to the Suite 200 - Architect and' the Building Department for approval prior to by soils engineer.) See soils report for drilled pier State Energy Code. Lynnwood, WA 98036 ' f•:' g foundations. fabrication.- Tie shop drawings shall be complete with (425) 775-1591 Secure all water heaters for resistance to earthquake forces. details. The shopWater heaters shall meet ashrae standard 90-80 A. Water heaters Surveyor: drawings, including the layout plan, to be or: Vern Bower N / stamped by a registered Structural Engineer registered in the 4. Reinforced Concrete Y State of Washington. Provide shop drawings to the Architect Wails, footings, slabs, auger piles: f c - 2500 psi ultimate shall be labeled for conformance of the 19$7 National Appliance intensus Engineering for approval before fabrication. Contractor to verifyall strength at 28 days. 5'/2 sack mix 4" slump mix or provide Energy Conservation Act. 15425 Broadway Ave SE © �� dimensions and verify all assumed conditions during design design mix. No special inspection. PO Box 1486 / All thermostats shall have setback provisions. Snohomish, WA 98291 are valid. 425 481-7282 Shoring Piles: F'c 1000 psi ultimate strength 28 day mix. ( ) Energy requirements per table 6-2 Option VI 1997 Washington / 0.G i ` \ Reinforcing steel to be fy = 40,000 psi, grade 40. State Energy Code shall be as follows: Geotechnical Engineer: Geotech Consultants HVAC medium efficiency vent 13256 NE 20th St #16 Const.li WWF-reinforcing to meet ASTM Al85: min. lap 8 inches. tfi Glazing max. 25°I°. Bellevue, WA 98009 All reinforcing shall be spliced 36 bar diameters minimum All U-value 0.4�; (425) 747-5618 1. Locate property lines and corners xcept where noted otherwise, and detailed according to ACI Doors (exterior) 0.40 1.2. Hold on -site meeting with DCLU g 9 G---� f C,,,� Vmanual of Standard Practice (latest edition). All reinforcing Ceiling R=38 3. Install erosion control fence �,_ 4Z&T7/.ozxo JJ shall be held firmly in place during concrete pour by means - Vaulted ceiling R-30 Tax Assessor's Parcel No.: 6931000070064 4. Grub site ekTl344 of precast concrete blocks for slab on grade and adequate Wall R-19 5. Remove top -soil within building footprint wire ties. Thoroughly wet all reinforcing steel just prior to Wall ext. below grade R-19 6. Locate building corner offsets concrete pour. Chamfer all exposed corners 3/4.. All Floor R-25 Le--wal 81)"kescri itiol I 7. Commence excavation for shoring concrete shall be -; , k'N;-t >;+� keeping it thoroughly we and + Slab -on -grade R-10 Lot 7 Brookacres'Estates _ 8. Install shoring piles protected for at least 9. Complete excavation Insulate all hot water pipes, hot water tank per table 5-12. Insulate i 9 p p p Minimum Concrete covet p p u i I n Al _ � 10. Install lower auger lies and in files all ducts per table 5-11. insulate water heater per 504-2-2. 11. Install concrete foundation Wall Faces: Weather - 1 1/2' C7 F-1? �,.-� Building Code: 1997 Uniform Building Code � .• f,..---_��G�E- . -�, Earth - 2" Fireplaces shall draw outside ambient air with a minimum duct Interior - 3/4" cross section of 6 square inches; have glass doors and be i / '-- • `� Footings - 3" provided with tightly fitting flue dampers. -,�- ---'" \, Type of Constructior: V Non -rated 7��r_ Typical Wall Reinforcing 8" wall: #5 at 12" o c each way Lavatory outlets/shower heads shall be limited to 3 GPM flow. Occupancy Classification: R-3 Single Family Dwelling ..'... r= . x )c K ,� c � .. �,. --'t �= x ��^`�� 6" wall,'-#4 at 12" o.c. each Way M-1 Private Garage -'y Bathroom, kitchen and clothes dryer exhausts shall be vented to V c�li�,9 - / �'' ,- ' n . ,r"✓.- _ y T" or as noted on drawings > U 2� outside through metal ducts with smooth interior surfaces. 'I� ��r Kitchen shall be vented separately from bath and dryer. Stories; 2 stories, / 1� ` 5. Wood Framing ill C t - 63 G' _ �' �� - Area Calculations: F ,- • r h.1. pi11'Ci� �11�L�i �•---_._ .---�--_---- _ 9 , p+�-�e� -�-� Use Category Minimum Grade Note: Whole house ventilations stem shall provide min. �L'` il"(►�'� C.J' _�'�ij` 2 _ Studs. Blocking No. 3 Standard or Hem Fir "Stud" y p Stor R-3 (dwelling) M-1 (garage) Deck _- --- Vr,. r'- , 9 0.35 air Changes per hour, but not less than 15 cu. Basement 520 1312 675.fb ftJmin./bedroom plus an additional 15 cu. ft./min. Max. 0.5 Walls and Plates Hem Fir #2 850 fb 1 st Floor 1644 564 396 air chap es per hour allowed under normal operating _ - - - 1 I 0 fb s weI co sti u , _ _ • .- '_--- -- - - 0 duct size far forced Total 520 0 - P jam' . �. -• Joists and Rafters Hem Fir #2 850 fb d 39 �� _ � ti ._ __ _ _,-._ ._ �-_----conditions Provide fresh air intake du an 44 r P+� n Floor pas,( _ _ __. __ __ Beams and Posts HF Select Struct 14 I as combustion on a . 390 564 43 \ a'rr furnace, a 5 . _---- �., r'`�'T Lumber grading (and stresses) in accordance with WWPA Building Height: 50' max (allow) , /" \ ` 4 ' �. �. , Grading Rules, latest edition. All lumber 4" or less in ° I thickness to be marked "S-D ry' . All lumber in contact. with ,,,/ concrete or masonry or exposed to the weather to be s iwithout Zoning Cod ( ) J 9 P Zone: RS 12 PRD Brookacres t� 0e- pressure treated P.T.. Beam and 'Dist hangers and post -1 -. - ,-�^: , . - f �, � .` , { , • `; i caps and bases to be Simpson unless shown otherwise (all Construction Phase designations). All beams and post to have metal framing 9 Lot Size: 5922 SF • e:,w,�,,,rA"r+ -; TJ _+ _ connectors at all partitions and (3) 2x4 nailed laminated - - , l a posts under beams,_unless_ otherwise noted. All _framing to-_ __ o - rt►T - -- -- .01 � - � l �>t✓rL �� I - - - - Lot Coverage 35 /o allowed (based on entire prd) 0 la '2-Y'- �I°�I1'JINis ci�tr, !DNiNNVId AB C13AOUddV APPF, , VED BY. PLANNI&� V �V4 �t�►, `j 1 ` 4' Ilk be nailed per UBC Table 23-11-B-1 and 23-11-B-2. It understood and agreed that the Design Professional's Basic 'C U , I Services under this Agreement do not include project r � observation or review of the Contractor's performance or an Height: 25'-0" allowed Typical interior header to be 4x10, exterior header to be 6x10 p y (27' - 0" Proposed variance) unless noted otherwise. other construction phase services, and that sued services will be Setbacks: �7Wit`) y `> y provided by the Client. The Client assumes all responsibility for 1 interpretation of the Contract Documents and for construction Front: 10' required (for prd) 6. Glue Laminated Members: 5' proposed (variance) Glue laminated members shall be fabricated in conformance observation and supervision and waives airy claims against the Side: 5' required (for prd) with US. Products Standard PS 56-T3 for structural grade Design Professional that may be in any way connected thereto. 5' ro osed P P i douglas fir -larch in accordance with American Institute of i i ifi AITC T Timber Construction In addition, the Client agrees, to the fullest extent permitted by () specifications using water - I law, Y 9 Rear: 0' for rd resistance glue throughout. Each member shall bear an to indemnify and hold the Design Professional harmless ( prd) �! I from any loss, claim or cost, including reasonable attorney's fees 15' oroposed AITC identification mark and be accompanied by an AITC certificate of conformance. One coat of end sealer shall be and costs of defense, arising or resulting from the performance applied i �r----- ----- mmediately after trimming in field or shop. Beams of such services by other persons or entities and from any and Exceptions Allowed: (open): shall be combination 24f-V4 for simple span beams and 24f- all claims arising from modifications, clarifications, interpretations, Porches (P ): LA - adjustments or changes made to the Contract Documents to Special Features: V-6" max. �,��' V8 'for continuous span and cantilever beams. Glulam Garage: Subject to size and height � f-11 reflect changed field or other conditions, except for claims 9 1 9 h ffa, material must be obtained from a fabricator approved by the arising from the sole negligence or willful misconduct of the Parking: 2 cars/unit - no parking allowed Local Building Authority when glulams arrive on site prior to Design Professional. in front setback erection. Individually wrap architectural grade beams. Landscape: Required at perimeter Bundle wrap industrial grade beams. Provide and submit If the Client requests in writing that the Design Professional 5' min three copies of shop drawings to the, Architect and Local provide any specific construction phase services and if the 10' min @ street \ Building Authority foe approval prior to fabrication. Design professional agrees in writing to provide such services, 7. Engineered Beams then they shall be compensated for as Additional Services \Index of Drawings Each beam shall be identified by a provided in Additional Services of the contract. stamp indicating the Al Site Plan/General Notes product type and grade, NER report number manufacturers name, plant number and the independent inspection A2 Foundation Plan agency's logo. Manufacturer and fabricator shall comply with h oDrawings A3 Basement Floor Plan ` 1997 UBC. A4 First Floor Plan \ a) Parallel Strand Memberq�, Submit ship drawings to the Architect, Structural Engineer and A5 Second Floor Plan qr, Parallam beams (PSL) 'shall be as manufactured by Local Building Authority for review of the following: A6 Building Elevations North & South Trus-joist Macmillan (NER-481) A7 Building Elevations East & West Fb = 2900 psi - Glu-Laminated Beams A8 Building Section APPROVED AS NOTED Fv= 290 psi - Roof Trusses A9 Schedules BY ENGINEERING FCII = 2900 psi A10 Details Fcl = 650-psi tNotes All Interior Elevations E = 2.0 X 106`� "��"�'ion S1 Auger Cast Pile Layout & Details All construction to comply with the 1997 edition of the S2 Shear Wall Plan, Schedule & Notes / dl _ b) Laminated Veneer Lumber Uniform Building Code, Contractor shall be knowledgeable S3 Structural Details Data; ____._l`� Microllam laminated veneer lumber (LVL) shall be as with general construction requirements of the Uniform manufactured by Trus-joist Macmillan allowable Building Code, Section 23. stresses as follows: (NER-481) All sewer, electrical, plumbing and mechanical to conform Fb = 2900 psi with all applicable local, state and national codes. Fv = 290 (Perpendicular to glueline) 190 (Parallel to glueline) DO NOT SCALE DRAWINGS. Consult Architect for any Fc = 2250 si �Rc.r�, ►J�, G� L� �� --- axcA,ra-n ot4 P s dimensional clarifications, errors or conflicts. • :'.� l�i��;i E = 2.0 X 10 'Fire f t `1 �;� �I l '1�% C �Jr._? �pJ FII = 3000 psi (parallel) General Contractor must verify dimensions prior to starting �><l work Consult with Architect re ardin errors omission r Provide smoke detectors at all sleeping rooms and each floor c) Laminated Strand Lumber (Timber Strand) changes prior to proceeding with construction. s, © outside sleeping rooms and where shown on 1/4" floor plans Shall be as manufactured by Trus-joist Macmillan per the 1997 UBC. allowable stresses (per NER-481): p Provide an egress window in every sleeping room with a WATER SEWER Fcbl = 500ps i minimum net clear openable area of 5.7 square feet. Minimum TEMPORARY CONSTRUCTION + FcI1 = 1950 psi clear height 24" and minimum clear width 20", and a maximum sill INSPECTIONS READ In addition to required inspections by Building Department Fv = 285 psi height of 44" above the floor. ENTRANCE REQUIRED MST i326 Officials special inspection by an approved agency shall be r1c ets,i�+yr CALL 425-I I Vv v • --ts� _ `� 1- ERFCO OTOR IS RESPONSIBLE FOR E = 1.5 X 106 psi • CONTROL -performed for concrete masonry installation and grouting. , EROSION OL AND DRAINAGE 8. Plywood 'r 1�►� Nailing noted below is minimum; see drawing for closer _ ��.,. _.. p ced nailing:- .. Roof Plywood: s R PL Iy 1 ! ! r C Cr - N 5/8" APA rated structural 1, 32/16 exterior glue, exposure. �-�, EXPOSED SURFACES TO 1. Secure plywood with 10d nails at 6" o.c. at all edges and =- S1 _, $„ , o.c. at ail interior supports unless noted otherwise on s `' --'d-1:- 10"-- :i:_ r -.,. BE COVERED WITHIN 2 DAYS drawings. ' A ow __L ._-__ - - ._.w.l`- - . �., _ ,-.. - .. tAfBtrtTtW .. I601n .. �1... SM !`t SW Q M 4 Walls Plywood: K: rt icon �11 IAAX"-..f � G ,/" APA rated sheathin structural 24/0 exterior lue. }. > ,6\jj et.i,•�i �� ^� j" 114, ,� i ACCEPTABLE TiGHTLINE � 9 9 � I�� e I I - 1/�i MATERIAL exposure 1. Secure plywood with 10d nails at 4" o.c. at all aR SDR 35 edges and 10" o.c. at all interior supports unless noted ear , .t„ - ' U. SW � SCH 40 otherwise on drawings. (See plan and detail for special}> N -12 shear wail nailing.)�l` lCCiH'fG'S1}-- F810 HANCOR rn rfl�r W� M M Z Z w zt 0 NQp wV X �s z� W1 �w z UJ W t(,�� t1) N.,.{ ccu � 6Wh n S, cc 0 � V r Structural Notes -ii/ rir' Garage Floor Pywood: 1. Governing Code - 1997.UBC. Mechanical contractor shall provido'heat loss calculations (or / - \ 1 /8" APA rated sturd-i-floor 16/0 exterior glue, exposure. electrical contractor in the case of electrical resistance heat) to 1. Secure plywood with 16d nails at 6 o.c. at all edges and 2. Design Loads the local building authorityfor approval and compliance. HVAC pir C4&r 12" o.c. at in:erior supports unless noted otherwise on Roof Live Load - 25 psf system shell comply with 1997 Washington State Energy Code. c'1' On -,,r� �J�t'� �� drawings. Floor Load - 40 psf I Deck Load - 60 psf If building is cooled, the OTTV shall be less that or equal to -.35 �- 9. Anchor Bolts: Garage Load - 50 psf BTUH/SF. 5/8" Dia. x 12" AB at 48" o.c. through plate, typical or noted Wall Load - 10 psf "� ,l \� on plan. Anchor bolt size and spacing to conform to UBC Wind - 80 mph. Exp. C Provide the following mechanical ventilation: (all ductwork metal). 0.`� .� 1806.6, Tables 23-111 and 19-D. (See shear wall schedule Seismic - Zone 3 All habitable areas shall be provided with heat facilities capable of for size and spacing at shear walls) Minimum Equivalent Fluid Pressure = 350 pa pcf passive maintaining a room temperature of 70 degrees faharenite at a ~� / // � • ..... _ ..... _ ... � �� - • �`\,,` � \ 35 cf cove point 3 feet above floor when temperature is 20 degrees outside. Whole house ventilation to be provided in conjunction 10. Wood trusses: 3. Foundation - 2000 psf (per soils re Wood truss supplier to provide shop drawings to the p (p pert) (to be verified is field with forced air furnace system to conform to 1997 Washington b soils engineer.) See soils report for drilled pier State Energy Architect and the Building Department for approval prior to foundations. g p p 9y Code fabrication. The shop drawings shall be complete with , Secure all water heaters for resistance to earthquake forces. N \ details. The shop drawings, including the layout plan, to be q �,,. f' \ stamped by a registered Structural Engineer registered in the 4• Reinforced Concrete Water heaters shall meet ashrae standard 90-80 A. Water heaters Walls, footings, slabs, auger piles: fc - 2500 psi ultimate shall be labeled for conformance of the 1987 National Appliance •.� /-'" / '� �, ~� � State of Washington. Provide- shop drawings to the Architect g � g p p pp for approval before fabrication. Contractor to verify all strength at 28 days. 5'/Z sack mix 4" slump mix or provide Energy Conservation Act. �. design mix. No special inspection. �,,•�,. / ` `�� dimensions and verify all assumed conditions during design g p p 1, i f/ .� \• are valid. All thermostats shall have setback provisions. � �f© Shoring Piles: F'c 1000 psi ultimate strength 28 day mix. Energy requirements per table 6-2 Option VI 1997 Washington IN Reinforcing steel to be fy = 40,000 psi, grade 40. State Energy Code shall be as follows: Sequencing WWF reinforcing to meet ASTM Al85: min: lap 8 inches. HVAC medium efficiency vent . 1 �- �.....------ -•- 1. -•-_, ltl '�. � Glazing mac. 25 /fl. All reinforcing shall be spliced 36 bar diameters minimum Glazing U-value 0.1 1. Locate property lines and corners except where noted otherwise, and detailed according to ACI Doors (exterior) 0.40 2. Hold on -site meeting with DC � � � i�� • Manual of Standard Practice (latest edition). All reinforcing ; Ceiling R-38 3. Install erosion control fence �� Wrr_q-z5-�7�T l3 shall be held firmly in place during concrete pour by means . Vaulted ceiling R-30 4. Grub site of precast concrete blocks for slab on grade and adequate Wall R-19 5. Remove top -soil within building footprint wire ties. Thoroughly wet all reinforcing steel just prior to : Wall ext. below grade R-19 6. Locate building corner offsets concrete pour. Chamfer all exposed corners 3/4". All Floor 14-25 \� 7. Commence excavation for shoring concrete shall be mW y keeping it thoroughly wet and � Slab -on -grade R-10 /' .• ___L \ 8. Install shoring piles protected for at least � s. 9, Complete excavation Insulate all hot water pipes, hot water tank per table 5-12. Insulate r IN . 10. Install Iowa auger piles and pin plies Minimum Concrete cover all ducts per table 5-11. insulate water heater per 504-2-2. 0C17:.�- � ��' 11. Install concrete foundation Wall Faces: Weather - 1 1/2" Earth - 2" Fireplaces shall draw outside ambient air with a minimum duct Interior - 3/4" cross section of 6 square inches; have glass doors and be - ' .-- ----`' `\ ' ` Footings - 3" provided with fitting flue dampers. ----� .� `pro tightly "ng f mpe Typical Wall Reinforcing '''�J f x.^•� ,� ,< x xx -.., '"`-- Lavatory outlets/shower heads shall be limited to 3 GPM flow. 8' wall: #5 at 12' o.c. each way '/ .,- •''� -aft w �- i 6" wall.#4 at 12" o.c eacha '° x y ,c _.. v G o don drawings y Bathroom, kitchen and clothes dryer exhausts shall be vented tor as note win s L1f jI, g outside through metal ducts with smooth interior surfaces. Kitchen shall be vented separately from bath and dryer. - > 5. Wood Framing C,,�_pilC' `�-� Use Category Minimum Grade Note: Whole house ventilations stem shall provide min. - r 1P1T -- ""t ( Studs, Blocking No. 3, Standard or Hem Fir "Stud" y , g 0.35 air changes per hour, but not less than 15 cu. ftJmin./bedroom plus an additional 15 cu. ft.lmin Max 0.5 Walls and Plates Hem Fir #2 850 fb , _ duct d size for forced air changes per hour allowed under normal operating _ _>,,. � I Joists and Rafters Hem Fir #2 850 fb • • FAH �, _ _ _ __. - _._._.____._ - Beams and`Posts HF Select Struct 1400 fb air furnace, as well as combustion airesh air intake d Lumber grading (and stresses) in accordance with WWPA Grading Rules, latest edition. All lumber 4" or less in N \ { thickness to be marked "S-D ". All lumber in contact with ■ " ,s1 itot ,_-�-�--- .'`�-j1-•�` ;, � � 1" i y concrete or masonry or exposed to the weather to be � :y. �,,,..-- I , � `.�, _, ,�� „• -� - �..•_, p/ �� pressure treated (P.T.). Beam and joist hangers and past /�'� caps and bases to be Simpson unless shown otherwise (all �J'oe�+ riPhase designations). All beams and post to have metal framing .w.... _ connectors at all partitions and (3) 2x4 nailed laminated _ r�';- it I~'` 4a, f I posts under beams, unless otherwise noted. All framing to Services r, �UMI'' rJ �` be nailed per UBC Table 23-11-B-1 and 23-11-B-2. It is understood and agreed that the Design Professional's Basic rt-�;, Nl R P Services under Agreement do not include project 6,J Y = i p 1 �' � j Typical interior header to be 4xl 0, exterior header to be 6x1 Q observation or review of the Contractor's performance or any - 1 unless noted otherwise. other construction phase services, and that such services will be erwprovided by the Client. The Client assumes all responsibility for .....: interpretation of the Contract Documents and for construction p �I� 6. Glue Laminated Members: rP ��, -. r19C.... _..,_ . _ Glue laminated members shall be fabricated in conformance observation and supervision and waives apy claims against the ... 4 )De Professional t m be in a connected . _.--- with US. Products Standard PS 56-T3 for structural grade, sign that may any way co acted thereto ..-.___. u las fir -larch in accordance with American Institute of ' �` - In addition, the Client agrees, to the fullest extent permitted by _ Timber Construction (AITC) specifications using water T.. law, to Indemnifyand hold the Design Professional harmless \ �„ ALL EXPOSED SURFACES TO resistance lue throughout. Each member shall bear ang , tit• " _. `r " - BE COVERED WITHIN 2 DAYS AITC identification mark and be accompanied by an AITC from any loss, claim or cost, including reasonable attorney s fees ' - a d is of del se arisin or resulting from the performance certificate of conformance. One coat of end sealer shall be ' I - - ---- � of suchservicesby other ersons or entities and from an and applied immediately after trimming in field or shop. Beams -`-""--" p i all claims arising from modifications, clarifications, interpretations shall be combination 24f-V4 for simple span beams and 24f- - adjustments or changes made to the Contract Documents to V8 for continuous span' and cantilever beams. Glulam h reflect changed field or other conditions except for claims material must be obtained from a fabricator approved b the ' pp Y arising from a negligence or willful misconduct of the _-_ _ Local Building Authority when lulams arrive on site prior to m ilia sole Cs�! 7 - -- erection. Individually wrap architectural p Design Professional. itolo y ap c ectura{ grade beans Bundle wrap industrial grade beams. Provide and submit three copies of shop drawings to the Architect and Local !f the Client requests in writingthat the Design Professional --- - ��-;,-f• �H provide any specific construction phase services and if the i fib WATER & SEWER Building Authority foi' approval prior to fabrication. TEMPORARY i�� 101 �'UCT10N Design Professional agrees in writing to provide such services, Tic 'Tr-.r4P+ P Cps INSPECTIONS READ 7. Engineered Beams then they shall be compensated for as Additional Services ' � ENTRANCE REQUIRED r11� 'F CALL 425-771-0220 EXT.1326 provided in Additional Services of the contract. rCGA�IATIt?h)----.L(�.tL%... ��'� ' � `...._, \ Each beam shall be identified by a stamp indicating the G, f.. y ',i product type and grade, NER report number manufacturers name, plant number and the independent . inspection - � W APPROVED AS NOTED agency's logo. Manufacturer and fabricator shall comply with r , f i l ' 1997 UBC 1" • \ \ BY ENGINEERING a) Parallel Strand Members Submit ship drawings to the Architect, Structural Engineer and Parallam beams (PSL) shall be as manufactured by Local Building Authority for review of the following: Date: %�'�� Trus-joist Macmillan (NER-4811 E-r: E. G� �461-r , �/I N P'Z4& ACCEPTABLE Fb = 2900 psi - RoofGlu-Trusses Beams Fv = 290 psi -Roof Trusses 0 �//VQ SDR 35 Fcl 1, = 2900 psi ?• " 4 S -1 40 Fcl = 0 X 1'66 Von s`-uction .Notes ,� .•- � �7 � 4� >r N -12 E - 2.O X 10 PY b) Laminated Veneer Lumber F810 RANCOR All construction to comply with the 1997 edition of the ERICO CTOR IS RESPONSIBLE FM Microllam Uniform Building Cade, Contractor shall be knowledgeable laminated veneer. lumber (LVL) shall be as Uniform with general construction requirements of the Uniform ' EROSION CONTROL AND DRAINAGE manufactured by Trus-joist Macmillan allowable Building Code, Section 23. stresses as follows. (NER-481) • ,,�•-'� I I I I -Q � ...._..,.` . All sewer, electrical, plumbing and mechanical to conform _V4. 1 /� Fb = 2900 psi __ 0 i Fv = 290 (Perpendicular to glueline) with all applicable local, state and national codes. ram'" _ __.--- 11 194 (Parallel to glueline) - - _ Fc = 190 (psi DO NOT SCALE DRAWINGS. Consult Architect for any dimensional clarifications, errors or conflicts, E = 2.0 X 10 �J U.,: ��Lp FII = 3000 psi (parallel),General Contractor must verify dimensions prior to starting Ida �i ►Jj' twork. Consult with Architect regarding errors, omissions, or c) Laminated Strand Lumber (Timber Strand) changes prior to proceeding with construction. Shall be as manufactured by Trus-joist Macmillan 5�4c"A_rf ON allowable stresses(per NER-481 Fb = 2250 psi • r :: _: �r,on Fcl = 650 psiInspect Fcll = 1950 psi 'In addition to required inspections by Building Department - Fv = 285 psis Officials, . special inspection by an approved agency shall be E = 1.5 X 10 psi performed for concrete masonry installation and grouting.. 1 IZAPl• rL4r l jam! -t`OJc` LAY ? X I ` t r , 8. Plywood Nailing noted below is minimum; see drawing for closer spaced nailing: Roof Plywood: 5/8" APA rated structural 1, 32/16 exterior glue, exposure. 1. Secure plywood with 10d nails at 6" o.c. at all edges and 10" o.c. at all interior supports unless noted otherwise on drawings. Walls Plywood: %" APA rated sheathing structural 2410 exterior glue, exposure 1. Secure plywood with 10d nails at 4" o.c. at all edges and 10" o.c. at all interior supports unless noted otherwise on drawings. (See plan and detail for special shear wall nailing.) 4.. Project Data Property Address: Owner: Architect: Structural Engineer: Civil Engineer: Surveyor: Geoteehnical Engineer: 16616 76th Ave W. Edmonds, WA 98026 Dr. Curtis and Dee Smith 18111 84th Avenue W. Edmonds, WA 98026 Roger H. Newell„ AIA 1102 19th Avenue East Seattle, WA 98112 (206) 322-1192 Emerson R. Denney, PE 38809 191 st Ave SE Auburn, WA 98092 (253) 939-1373 Lovell, Sauerland & Associates Bob Jones 19400 - 33rd Avenue West Suite 200 Lynnwood, WA 98036 (425) 775-1591 Vern Bower Intensus Engineering 15425 Broadway Ave SE PO Box 1486 Snohomish, WA 98291 (425) 481-7282 , Geotech Consultants 13256 NE 20th St #16 Bellevue, WA 98009 (425) 747-5618 Tax Assessor's Parcel No.: 6931000070004 l�. g l . rl boil Lot 7 Brookacres"Estates FB U11ding D Cat- Building Code: 1997 Uniform Building Code Type of Constructior: V Non -rated Occupancy Classification: R-3 Single Family Dwelling M-1 Private Garage Stories: 2 stories µ. Area Calculations: Stor R-3 (dwelling) M-1 (garage) Deck Basement 520 1312 1st Floor 1644 564 396 2nd Floor 944 39 Total: 520 3900 564 435 , Building Height: 50' max (allow) , Zoning Code Zone: RS 12 (PRD Brookacres) Lot Size: 5922 SF Lot Coverage: 35% allowed (based on entire prd) Height: 25'-0" allowed (27' - 0" Proposed variance) Setbacks: Front: 10' required (for prd) 5' proposed (variance) Side: 5' required (for prd) 5' proposed Rear: 0' (for prd) 15' oroposed Exceptions Allowed: Porches (open): Special Features: V-6" max. Garage: Subject to size and height Parking: 2 cars/unit - no parking allowed in front setback Landscape: Required at perimeter 5' min 10' min @ street Index of Drawings Al Site Plan/General Notes A2 Foundation Plan A3 Basement Floor Plan A4 . First Floor Plan A5 Second Floor Plan A6 Building Elevations North & South A7 Building Elevations East & West A8 Building Section A9 Schedules A10 Details All Interior Elevations S1 Auger Cast Pile Layout & Details S2 Shear Wall Plan, Schedule & Notes S3 Structural Details Fire t Provide smoke detectors at all sleeping rooms and each floor outside sleeping rooms and where shown on 1/4" floor plans per the 1997 UBC. Sax s �y „_tl .... __�._.._. tAfetA",T4W - _ ... �........ K : ISJ+G MY rx Pt ;Ksv _ w M mffiz C'4 < Z W wW-•1zur �2� �a cc a i<1 'to .�®