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130 4TH AVE N.PDF111111111111 5010 130 4TH AVE N TAX ACCOUNT/PARCEL NUMBER: BUILDING PERMIT (NEW STRUCTURE): f COVENANTS (RECORDED) CRITICAL AREAS:- /� ZJ DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: 1V6 rx `! 00 DRAINAGE PLAN DATED: ��18G77 PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: Ior l iC -7&6417eltl ! 91!�12/ 00612— PERMITS (OTHER): ��Ol ('/�S- �SE7/✓S� PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DA �I SEWER LID FEE $: LID SHORT PLAT FILE: / LOT: BLOCK: SIDE SEWER AS BUILT DATED:_ 10126 9 SIDE SEWER PERMIT(S) #: < 06 9 GEOTECH REPORT DATED: �/ ( / � �} o STREET USE / ENCROACHMENT PERMIT WATER METER TAP CARD DATED: L:\TEMP\DST's\Forms\Street File Checklist.doc PER XPI PERMIT CITY OF EDMONDS NUMBER 3 90'3GS CONSTRUCTION PZRMIT APPLICATION ADD C4 u.w;EH NAMEJNAME OF BUSINESS LID NO. LEGAL DESC:.'PTION CHECK SUBDIVISION NO. k JAILING ADDRESS Q PUB, IC RIGHT OF WAY DER OFFICIAL 4,7� & = " cc] 0 11 -�o '­ f ­­ �-' 0 CITY zip TELEPHONE EXISTING- qEOUInEDDEOICATION-- S-0 ­ 0 Mo PROPOSED ie Z� No. OF FIXTURES PRV REOUIAE9 NAVE ETAS� LINE YES No U ADDRESS 0rj 5. LAI CITY ZIP TELEPHONE & wm 77 OCR A P� NAME n. ENGINEERING M -MO DATED i r - , m ADDRESS F, RE" - E� Z' E DATED Av�, 0 Z11 TELEPHONE VARIANCE OR CU B. SHORELINE 0 Lr)o SIGN AREA HEIGHT SEPA RE PROPOSED COWVIEW EXEMPT ALLOWED P POSED ALLOWED Ll NIS WMJER' L6 f R -9 N' UDE ALL E EVENTS P CSFO SETBACKS (FT.) LEGAL DESCRIPTION OF PKILIFt H I I FRONT pop F. LOT r,3VERAGE REOUIRED SETBACKS (FT) PF.IONT SIDE REAR ALLOW P �O VID It 0 OE REAR I;S 0 z 0 C` D E P P T A T LOT AREA PLANNING REVIEW By mvTo rf, '7700 If n z WI NEW C: RESIDEmnAL REMARKSn. nl C3 COMPLIANCE R 0 AOOITICIJ COMMERCIAL CHANGE OF. USE '3: 0 ❑SIG 0 REVIODE, C3 APARTMENT N 0 z: i FENCE -n FC STRUCTI N"" OCCUPANT 0 x FT) CHECKED BY Ty M'' h�✓. 0 REPAIR .11.0 ;t 0 OTHER UP m rw ❑oElMOLIS11 ❑0 STANK srEcmt. INS CT0n AD REOUIRED •YES cl). 0 L., 0 'RETAINING WALL 0 RENEWAL C_) REMARKS' C Z JESS OR ACTIVITY) EXPLNIW l6k I. INSPECTIONS PER UBC 108 PROG !ESS INSIDE mz 01 IAJ t 2 NUMBER NUMeEROF. -rR" 0 OVIELLIND AREAS O STORIES "NITS 0 DESCRIBE WORK TO BE DONS It - w FINAL INSPEC N REQUIRED Z' il -q� I VALUATION FEE It t PLAN CHECK FEE Z*l 0, HEAT SOURCE GLAZING % ALOT SLOPE % BUILDING 0, II YE TE DATE M PLUMBING PLAN CHECK N MECHANICAL t 4 HE WORK NOTED. THIS PERMIT COVERS WORK TO THIS PERMIT AUTHORIZES ONLY T CONSTRUCTION ON THE PUBLIC OPADINGIFILL RIV BE DONE ON Is I X. E PROPERTY ONLY. ANY C TC.) WILL nEOUIRE DOMAIN ICUABS.SIDEWALKS. DRIVEWAYS. MAACUEES.E SEPARATE PERMISSION. STATE SUPCHA IGE PERMIT APPLICATION: 180 DAYS rTHIN 80DAyS STORM DRAIN/ 3E FEES PERMIT LIMIT.- I YEAR - PROVIDED WORK IS STARTED W 4 ENG, INSPEC' JN FEE z".21`70 ASSIGNS AND SUCCESORS PALFOFHISO, HER SPOUSE. HFIRS, "APPLICANT. ON BE INDEMNIFY. DEFEPIO AND HOLD HARMLESS THE CITY OF To AGENTS 'ROM ANY AND �6 e IN INTEREST. AGREES ON RECTLY ONDS.WASHINGTI TS OFFICIALS. EMPLOYFE!��;,ND a E 1% 4C WiATZVER NATUAE.AFIS . GDIRECILYCRINDI PLAN ALL. CL)"VS FOR DAMAGES OF NCHEC.CDrPCGIT SSUAN THIS PERMIT SHALL NOT - I , i I ISSUANCE OF THIS PERMIT- 1 ANY ENT .1 YCITV ORDINANCE MODIFY.DEEM"cD TO PROVISION; ENFORCE ANY ORDINANCE DR.I TOTAL AMOUNT DUE % AT 0 I HEREBY ACKNCVLEDIE IHAT I H,WE READ THIS APPLICATION. THAT INFORMATION APPLICATION APPROVAL DULY AtITHORIZED AGENT OF GIVEN 15 CORRECT. AND THAT I Au THE OWNER. OR r.'E G CONSTRUC- apphcatIon is not a penult uild Signed by tee G,EETOC,OM,% A Deputy: and FeoSBra P.4.and COMPLY NDSTATELAWSREGULAT'N CALL a MPLOYTD THE OWNER. I AGREE A".�R.E THEREBY, NO PERSON WILLBE E E TION: AND 11100THE WORK TH FOR INSPECTION cknaModged in space Provided.. CODE OF THE STATE Or VIASH114GTON RELATING 0 IN VICLATIO -1- THE LABOR CO - rCw -8 27 ,a WORI 6�-ENSATIONN 5-pm-T40-11 N, (425 OFFIC SIG UPE SIGNA - _q OR AGDATE StG ED OR 771-0220 .IELEASED ByDATI TTENTION A OCC10Y �ABUILDING OR STRUCTURE UNTIL re I I 1 A IT IS UNLAWFUL TO USE OR A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- GOLD - ASSESSOR CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 NELSON-COUVRETTE & ASSOCIATESAC. CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS 17311-135th Avenue NE, A-500 Woodinville, WA 98072 (425) 486-1669 • Fax 481-2510 ' April 7, 1999 Mr. Rich Sorenson 120 Fourth Avenue North P.O. Box 2009 Edmonds, Washington 98020 Geotechnical Engineering Evaluation New Office Building for Rick Steves Edmonds, Washington NCA File No 254499 Dear Mr. Sorenson: INTRODUCTION Snohomish County (425) 337-1669 Wenatchee/Chelan (509) 784-2756 This report summarizes the results of our geotechnical engineering investigation for your planned office building addition in Edmonds, Washington. The site is located at 126 and 130 — 4th Avenue North, as shown on the Vicinity Map in Figure 1. You have retained us to explore the subsurface conditions in the vicinity of the planned structure, and provide a geotechnical evaluation of the planned development. For our use in completing this study, we have been provided with Sheets A-1 and A-2 of the project plans, prepared by Warren Lafon Architect, dated June 1 I and May 27, 1998, respectively. The project plans include the construction of an approximately 60-foot by 100-foot, two-story office building with an underground basement. The new building will be an addition to an existing office building to the south. The construction of the basement will require an approximately 10- to I I -foot deep excavation below the existing building subgrade. The basement excavation will undermine the existing building and A Avenue sidewalk, on the southern and western sides of the excavation, respectively. It is our understanding that a temporary construction easement for work within the sidewalk area will be obtained from the City, and that shoring of the sidewalk would not be necessary. The southern side of the excavation would need a shoring or underpinning system to protect the existing building footing line. 0 Geotechnical Engineering Eva.aation New Office Building for Rick Steves April 7, 1999 ' NCA File No. 254499 Page 2 It is our understanding that shoring of the southern side of the excavation will be accomplished by excavating individual slot -type trenches underneath the existing building footing line, and supporting the exposed foundation on temporary concrete piers. The shoring system will be designed by your structural ' engineer. SCOPE The purpose of this study is to explore the subsurface conditions within the site by excavating backhoe test pits, and provide recommendations for site grading and building foundation support, as well as recommendations for temporary shoring of the existing building foundation. Specif►cally, the services to be provided by NCA are as follows: 1. Review available soils and geologic maps of the area. 2. Explore the near -surface soils and hydrologic conditions at the site by excavating backhoe test pits. 3. Provide recommendations for basement excavation and temporary support of the existing building foundation. 4. Provide recommendations for building foundation support. 5. Provide recommendations for retaining wall design. 6. .Provide recommendations for subsurface drains where appropriate. 7. Summarize our observations, findings, conclusions and recommendations in a written report. SITE CONDITIONS Surface Conditions The nearly square site is located along the eastern side of 4th Avenue North and measures approximately 120 by 120 feet. The site is currently occupied by an existing office building within the southern portion. The area of the planned addition (the northern portion of the site) is occupied partially by a paved parking area and partially by an approximately 50-foot-long by 40-foot-wide by 5-foot-deep excavation. This excavation resulted from the removal of a residence that occupied the northwestern portion of the site. The planned excavation for the basement would extend approximately 5 to 6 feet below the bottom of the existing excavation. The northern footing line of the existing office building has been partially exposed in this excavation. The exposed footing appears to be a typical shallow spread footing. NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering9valuation New Office Building for Rick Steves ' April 7, 1999 NCA File No. 254499 ' Page 3 Subsurface conditions Geology: The site is shown on the Preliminary Surficial Geologic Map of the Edmonds East and west Quadrangle, Snohomish and King Counties Washington, by Mackey Smith (U.S.G.S. 1975). The ' geologic unit mapped for this site is Vashon Till (Qvt). The till is an unsorted mixture of sand, silt and gravel deposited at the base of the continental glaciers. Our explorations encountered outwash sand. ' The outwash typically consists of fine to medium sand with varying amounts of silt and gravel. ' Subsurface: The subsurface conditions within the site were explored on February 24, 1999, by excavating five test pits, using a rubber -tired backhoe that was provided by you. The approximate ' locations of the explorations are indicated on the Site Plan in Figure 2. The explorations were located in the field by a geologist representing this firm, who maintained logs of the conditions encountered, and ' obtained representative samples of the different soils encountered in the excavations. These samples were used for further examination of the subsurface conditions in our laboratory. The soils were ' classified in general accordance with the Unified Soil Classification system, a copy of which is presented on Figure 3. The test pit logs, edited to reflect examination of soil samples in our laboratory, are shown ' in Figures 4 and 5. Three of the test pits (Test Pits l through 3) were located within the existing excavation area. The other two test pits were excavated within the pavement area to the east. The explorations were advanced to depths of approximately 7 to 12 feet below the ground surface. We encountered about 1 foot of undocumented fill in all of the test pits. The fill was encountered at the ' surface in Test Pits ] through 3, and underneath an approximately 0.3-foot thick asphalt pavement, in Test Pits 4 and 5. In Test Pits 1 through 3, the fill consisted of a loose, light brown fine to medium sand ' with brick, asphalt and wood pieces. In Test Pits 4 and 5 the fill consisted of a medium dense, light brown fine to medium sand mixed with crushed rock. ' In Test Pit 5, the fill was underlain by an approximately 4-foot-thick layer of dark brown fine to medium sand with organics, trace gravel, silt and roots. This material and the undocumented fill found in the rest of the test pits were underlain by medium dense to dense, stratified, gray sand with varying grain sizes and varying amounts of silt and gravel to the extent explored. We have interpreted this to be native outwash deposits. We would expect that the outwash would be underlain by glacial till at some depth. NELSON-COUVRETTE & ASSOCIATES, INC. • Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 4 This depth is unknown to us. Ground Water and Caving Conditions: All test pits had moderate to heavy ground water seepage and severe caving. Heavy ground water seepage was encountered at about 4 feet below surface elevation in Test Pit I. Moderate to heavy ground water seepage was encountered at 4 feet below existing surface elevation in Test Pit 2. Test Pit 3 had moderate to heavy ground water seepage at 3.5 and 6.0 feet below surface elevation. Test Pit 4 and Test Pit 5 had moderate to heavy ground water seepage between 8.5 and 9.0 feet below surface elevation. Severe caving occurred when ground water entered the test pit. Severe caving occurred in Test Pit I and Test Pit 3 for the entire depth of the test pits. Test Pit 2 had severe caving from 3 to 8 feet below surface elevation. Test Pit 4 had severe caving from about 7 feet to the bottom of the test pit, and Test Pit 5 caved from about 5 feet to the bottom of the test pit. Ground water elevations observed in the explorations are currently at an average depth of approximately 8 to 9 feet below the existing building subgrade. The excavation for the basement may extend up to 3 feet (or more) below current ground water levels. Our test pits were excavated in late winter, and ground water levels observed in the explorations should represent high ground water levels. These elevations could fluctuate throughout the year and water levels may drop below the bottom of planned excavation in late summer or early fall. However, this is unknown and, would have to be verified at the time of construction. The level of ground water table at the time of construction will play an important role in the installation of the basement, and the overall construction plans. We recommend that ground water levels be checked at the time of construction, and construction plans alered accordingly. We have provided recommendations for ground water control in this report. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion that the planned development is feasible from a geotechnical standpoint. The site is underlain by outwash sand deposits, which will provide good foundation support. The critical design aspect will be dealing with ground water. The currently planned foundation elevations are about three feet below the ground water elevations measured in our explorations. We do not consider it feasible to excavate the on -site soils under these conditions without dewatering wells. A dewatering well system cannot be designed at this time, as the thickness of the underlying aquifer is not known. It may be possible that the excavation could be accomplished during the drier time of the year without dewatering NELSON-COUVRETTE & ASSOCIATES, INC. • 1 Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 5 if ground water levels drop. However, the low ground water elevations are not known and they might not vary seasonally as could be expected. In the event that the building can be constructed at the current design grades, the floors will exist below the known ground water levels for at least a portion of the year, if not all year long. This will require a permanent drain system underlying the structure that outlets into the storm drain system. The feasibility of this system needs to be evaluated by the project civil engineer and the City of Edmonds. The alternative is to design the structure to withstand bouyant forces. This would require a special foundation system that incorporates seals, and would also require the building and slabs to be designed to resist uplift. We recommend using ground water levels a minimum of 2 feet above the levels observed in our test pits for design using bouyant forces. It is our experience that the construction below the water table can significantly increase the costs of design and construction. We recommend that these costs be explored before finalizing the design. It may be that raising the basement floor elevation is the most prudent option when weighing the costs. City requirements for continuous flows into their drainage systems may also control final slab elevation. We are available to review options with you, if desired. The current plan is to shore up the existing building foundation by excavating individual slot -type trenches underneath the existing footing down to finished basement elevation and supporting the footing on concrete piers cast in these excavations. The allowable spans that the foundations can be exposed to when undermined need to be determined by your structural engineer. Because of the caving observed in our explanations, the slot trenches will have to be shored to maintain foundation support. This shoring should be contractor designed. With this type of a system, we expect some loss of ground around the ' shoring. We recommend that a grouting program be used to fill any voids that may be created during the excavation and shoring sequence. Care must be used when grouting to not lift the structure. It would be ' best to identify the voids and pour, not pump the grout into place. Site Preparation and Grading Prior to site work, we recommend that test pits be excavated on site to determine the elevation of the ground water table. The site preparation and grading can be planned accordingly based on this data. The standard method for site preparation would be to remove the remaining pavement from the area of the planned building footprint, and completing the pavement excavation down to planned footing and NELSON-COUVRETTE & ASSOCIATES, INC. 0 • Geotechnical Engineering Evaluation New Office Building for Rick Steves IApril 7, 1999 NCA File No. 254499 ' Page 6 slab subgrade elevations. The native.soils would then be compacted to a dense, non -yielding condition. ' However, depending on the ground water and natural moisture content of the soils, this may or may not be possible. If ground water is encountered in the excavation or near the surface of the excavation, compactionof the subgrade could result in disturbance of the native soils. We expect that dewatering of the subgrade soils to a minimum of two feet below the excavation bottom will be needed to achieve proper compaction. The alternative to the above typical method is to accept a lesser prepared subgrade. The on -site soils are granular in nature and will support foundation loads even without the compaction. The difference being some additional settlement. This settlement could be reduced to less than one inch by minimizing ' disturbance to the subgrade and using railroad ballast (1 to 2 inch crushed rock) in. soft, loose areas that are too wet to compact. We expect that the actual methods used will be determined, in part, by the conditions exposed in the excavation at the time of construction. If the additional settlement can be tolerated, this should be known at the start and decisions on -site preparation based on that. Following subgrade preparation, structural fill, if needed, may then be placed. The on -site outwash soils may be used for fill, but they are marginally moisture sensitive and may be difficult to work with when wet. Some drying even in the summer months may be needed in order to use this material. Silts that .may be found within the outwash are considered extremely moisture sensitive and should not be used as structural fill material. Temporary Cut Slopes Temporary cut slope stability is a function of many factors, such as the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or ground water. It is exceedingly difficult under these variable conditions to pre- establish a "safe and maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since he is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and ground water conditions encountered. We anticipate temporary cuts on, the order of 10 to 11 feet in height for construction of the underground basement. For planning purposes, we recommend that temporary cuts in the outwash be _greater than 1.5H:l.OV. If ground water seepage is encountered, we would expect the cut slopes will be unstable at NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 7 these inclinations and that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. Measures taken may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than 3 feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate local, state and federal regulations. ' Where cut slopes can not be completed temporary shoring will be needed. Temporary shoring can consist of different methods, depending on the height of cut and existing subsurface conditions (mainly ground water on this site). The design of the temporary shoring should be the responsibility of the contractor. We can provide consultation, as needed, for the design of temporary shoring. I Existing Building Foundation Shoring of the g g As mentioned above, the excavation for the planned underground basement will undermine the existing Ibuilding foundation along the southern side of the excavation. There are several alternatives for shoring the foundation. The selection of the most feasible alternative is dependent on cost, ease of installation, ' and the desired level of protection for the existing building foundation and slab. ' We have discussed with you and your structural engineer some of these alternatives prior to and after completion of our site exploration. You have indicated to us that the preferred method of shoring the existing footing line would be to temporarily support this footing line on concrete piers extending to the bottom of the planned excavation. The number, locations and size of these supports would be determined by your structural engineer, depending on the condition of the exiting foundation. The length ' of the allowable span for the footing line will further dictate excavation methods. ' The proposed method of slot cutting and placing piers is considered suitable for the planned underpinning. The on -site soils are expected to cave, and shoring of the slot cut will most likely be ' needed to minimize the temporary spans that the structure is exposed to. We expect some type of braced plywood shoring will be needed. As stated above; the temporary shoring should be designed by the ' contractor. We do not expect the slot cuts to be successful unless the groundwater elevation is below the planned excavation depths. ' Some relaxation around the shoring may occur. This should not impact the existing foundations as they will be founded on the piers. It may impact support of interior slab -on -grades. If voids are observed, NELSON-COUVRETTE & ASSOCIATES, INC. I' * 0 • Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 ' Page 8 they should be filled with grout. It is best to pour the grout into place instead of pumping under pressure. It takes less than one psi of grout pressure to lift a typical concrete slab. . ' Structural Fill General: All fill placed beneath buildings, pavements or other settlement sensitive features should be placed as structural fill. For the purpose of this report, structural fill is defined as material that is placed in accordance with prescribed methods and standards and is monitored by an experienced geotechnical ' professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction.. The area to receive fill should be prepared as outlined in the Site Preparation and . Grading subsection of this report. ' Materials: Imported structural fill should consist of a good quality, free -draining granular soil, free of organics and other deleterious material, and be well graded to a. maximum size of about 3 inches. tImported, all-weather fill should meet these requirements, and also should contain no more than about 5 percent fines (soil greater than a U.S. No. 200 Sieve), based on that fraction passing the U.S. 3/4-inch ' sieve. ' The on -site native soils consist, mainly of outwash sand and gravel. The outwash is considered marginally moisture sensitive. These soils may be used for fill, but will be difficult to work with when ' wet. Some drying may be needed to use'these soils even during the summer months. Silts and silty soils that might be found within the outwash are not considered suitable as structural fill material. ' If fill is to be placed in wet or underwater areas, we recommend the use of a crushed rock material. We consider the best material suited for this is I- to 2-inch railroad ballast. The benefit of this material is tthat it does not need to be compacted and its performance as a bearing material is not impacted by water. ' Fill Placement: Following subgrade preparation, placement of the structural fill may proceed. All fill should be placed in 8- to 10-inch thick uniform lifts. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill should be compacted to 95 percent of its maximum dry density. Maximum dry density, in this report, refers to that density as determined by the ASTM D 1557 compaction test procedure. The moisture content of the soils to be I NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 9 compacted should be within about 2 percent of optimum, so that a readily compactable condition exists. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction. Foundations The planned structure foundations should be supported on the native undisturbed outwash deposits or structural fill extending to these soils. If wet conditions are encountered, the native subgrade should be covered with a blanket of crushed rock to prevent disturbance of the subgrade soils. If fill is placed within the foundation areas, it should be placed and compacted according to structural fill specifications. The type of fill, should be based on the conditions exposed in the excavation. Where native soils are exposed, water should not be allowed to pond in foundation areas. If ground water is encountered in the excavation it should be pumped out of these areas and semi -dry conditions maintained. If severe ground water is encountered dewatering of the subgrade might become essential to allow subgrade preparation. This is further discussed in the Drainage subsection of this report. Areas that are disturbed during the excavation or deemed unsuitable for foundation support should be overexcavated and replaced with compacted structural fill or crushed rock, depending on subgrade conditions. For foundations supported on compacted structural fill or medium dense or better native soils, we recommend using an allowable bearing capacity of 2,000 psf. This value may be increased by one-third when considering short-term loading such as wind or seismic conditions. Footings should extend a minimum of 18 inches below finished adjacent grade for frost protection. Footings should also be sized according to the anticipated -wall or column loading, and the above soil bearing value. Minimum footing widths of 18- and 24-inches are recommended for all continuous and isolated footings, respectively. The above value may be increased depending on foundation size and the condition of the subgrade exposed during construction. If higher bearing values are required, we are available to review site specific conditions. Slabs -on -Grade The subgrade for the planned slab -on -grade should be prepared as outlined in our Site Preparation and Grading subsection. Areas of fill or native soils that are observed to weave during compaction should be overexcavated and replaced with structural fill. If compaction of the slab subgrade is not attainable NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 10 _ due to wet soil conditions, the subgrade should be covered with a protective layer of crushed rock or clean gravel. The thickness of the rock layer will depend on sub grade conditions at the time of construction. We recommend that at least 12 inches of free -draining material be placed under the slab - on -grade to act as a capillary break and drainage layer. A series of perforated drainpipes should be embedded within the capillary break material to allow the interception of ground water. We recommend a 15-foot-horizontal spacing for these pipes. They should be routed to the storm drain system or some other suitable disposal area. The capillary break material should be separated from the slab by a vapor barrier, such as plastic sheeting. A 2-inch-thick sand blanket may be used to cover the vapor barrier to aid in curing the concrete. The capillary break material should be connected to the footing drains to provide positive drainage. Lateral Pressure and Retaining Walls The underground basement walls will act as retaining walls. The lateral pressure acting on retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement, which can occur as backfill is placed, and the inclination of the backfill. For walls that are free to yield at the top at least one -thousandth of the height of the wall, soil. pressures will be less than if movement is limited by such factors as wall stiffness or bracing. We recommend that yielding walls ' supporting horizontal backfill be designed using an equivalent fluid density of 35 pounds per cubic foot (pcf). Non -yielding walls should be designed using an equivalent fluid density of 50 pcf. These lateral ' soil pressures assume a level backfill and do not include the effects of surcharges, such as traffic loads or other surcharge loads. Sloping backfill can significantly increase these pressures. The effects of sloping ' backfill and surcharges should be considered, if appropriate. We can provide recommendations for surcharge loads as they become apparent, if desired. These loads also assumed drained conditions. If the design for buoyant forces option is chosen, the above active and at rest pressures should be increased to ' 80 and 90 pcf, respectively. ' All backfill for retaining walls should be compacted to between 90 and 92 percent of the maximum dry density as determined in accordance with ASTM D 1557. Care should be taken to prevent the buildup of ' excess lateral soil pressures due to overcompaction of the backfill behind the wall. This can be accomplished by placing the backfill located within 18 to 24 inches of the wall, in lifts not exceeding 8 ' inches in loose thickness, and compacting this zone with hand -operated, vibrating plate compactors. NELSON-COUVRETTE & ASSOCIATES, INC. I Geotechnical Engineering Evaluation New Office Building for Rick Steves IApril 7, 1999 NCA File No. 254499 Page 11 Lateral loads can be resisted by friction between the foundation and subgrade or the passive earth ' pressure acting on the below -grade foundation. For the latter, the foundation must be placed "neat" against the undisturbed soil, or backfilled with a clean, free -draining, compacted structural fill. We ' recommend that a lateral soil pressure be calculated by using an equivalent fluid weight of 250 pcf. An allowable coefficient of friction between footings and the subgrade of 0.4 may be used. These values include a factor of safety of 1.5. The passive pressure should be reduced to 125 pcf where underwater. ' The total weight of the structure should also be reduced by the buoyant forces when calculating friction. Drainage Surface Drainage: The finished ground surface should be graded, such that storm water is directed off of the site. Water should not be allowed to stand in any area where footings, slabs or pavements are to be constructed. Final site grades should allow for drainage away from the improvements. We suggest that the finished ground be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the building. Surface drains should be maintained separately and not be interconnected with foundation or wall drains. Subsurface Drainage and Dewatering: The methods needed for dewatering .will depend on ground water levels at the time of construction. We do not expect sumps to be effective unless only a few -inches of ground water exists below the basement excavation. Even ' at this, additional expenses should be expected, such as the covering the excavation with clean gravel or rock. For the existing ground water conditions, the method expected to be the most economical will be deep wells. A deep well consists of a larger diameter hole with a pump placed at the bottom of the well. The depth, size and spacing of the well will depend on the thickness of the water bearing soils and whether. lower impermeable zones exist within the deposit. The well spacing could be fairly close if glacial till exists less than 10 feet below the planned basement excavation. The depth to the till will control the magnitude of drowdown of ground water surface. If the till surface is found to be shallow relative to the bottom of the excavation, this method would likely not be effective. The best method for dewatering is to use well points. Well points consist of several small diameter wells located around the excavation. These wells are connected to a manifold pipe, which pumps the water using a vacuum system. The well point system is usually more expensive to install and maintain. A permanent drainage system should be planned around the exterior of the basement walls. An 18-inch- wide blanket of pea gravel should be installed behind all retaining walls and footings. A perforated pipe NELSON-COUVRETTE & ASSOCIATES, INC. • Geotechnical Engineering Evaluation New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 12 b laced at the base of the free -draining material The pipe should be placed at least 12 inches should e p below the top of the slab -on -grade floor. The pipe should be routed to an appropriate discharge point. Also, a series of drainpipes should be embedded in the free -draining blanket recommended under the slab -on -grade, and routed to the discharge system. The success of the permanent drain system will depend, in part, on the available fall between the bottom of the excavation and the permanent discharge system. This should be evaluated in coordination with the City of Edmonds prior to finalizing plans. Monitoring including We recommend that we be retained to monitor the earthwork phase of development,ewe would evaluate excavation, shoring, and installation of drainage systems. As part of our services, earthwork activities to determine if they comply with project plans and specifications, and our recommendations. USE OF THIS REPORT We have prepared this report for use by Mr. Rick Steves and his agents, for their use in planning of this ding and project. The data and report should be provided to prospective contractors o�r be theirbid tued as a estimating purposes, but our report, conclusions and interpretations should n warranty of subgrade conditions. The scope of our work does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions. We recommend that project planning include contingencies in budget and schedule, should areas be found with conditions that vary from those described in this report. Within the limitations of scope, schedule and budget for our work, we strive that at the time thissrepen completed in accordance with generally accepted practices followed in this area ort was prepared. No other conditions, expressed or implied, should be understood. WE NELSON-COUVRETTE & ASSOCIATES, INC. Geotechnical Engineering Evalua ion New Office Building for Rick Steves April 7, 1999 NCA File No. 254499 Page 13 We appreciate the opportunity to be of service to you. If there are any questions concerning this report or if we can provide additional services, please call. Sincerely, NELSON-COUVRET.TE & ASSOCIATES, INC. J Khaled M. Shawish, PE Project Engineer EXPIRES (v / D Charles P. Couvrette, PE ' Principal Engineer KMS:CPC:nt ' Four Copies Submitted Five Figures NELSON-COUVRETTE & ASSOCIATES, INC. 3 5 Vicinity Map N t 7 H 11 E 4 18M B > d) ,"ANA11 YID-7-7 1, wigIST. 7­ q i o/ 192ND�7 FORE ff 114- �7 bo C) -Z VI 7 .7 77f7 Z_ 7 BROOKMERE7 '�2ooTH "Z 77 ILfN W1." .CASCADE' i' k . SIERRA 7 :1 CAROL RA 7 C.J., IDALEN,- 777 'SPRAG _7 20 Project Sit Al 1A. r) !MAPL i ALDER(a FIOLL .... L W_­ z CEDAR j­ ELL �Z 2 -W f4TH OC* ­ �b tiYe�r—l-'.1.1 7 :z HEML K LAUREL J. 216TH LU PINE 21 -71 TTH' J, >-itbRS 218TH POINT E DWAR D_� (00 FIR t 03: 220TH 1 13t'LL.A CQOLA -4 % X z < -C C14 III C) CD L 0 Of i Y-7 OGW ©1995 Thomas Bros. Maps NELSON-COUVRE7TE & ASSOCIATES, INC- CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS AND ENVIRONMENTAL SCIENTISTS FIGURE New office Building for Rick Steves FILE NO. DATE 254499 Aprill 1999 — cwQqyWCAdmftV1 q99XComwvwWmavN2544ViCCdr' . W COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON NO.200 SIEVE FINE - GRAINED SOILS UNIFIED SOIL CLASSIFICATION SYSTEM GROUP GROUP NAME . MAJOR DIVISIONS SYMBOL CLEAN GRAVEL GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GRAVEL POORLY -GRADED GRAVEL GP MORE THAN 50% OF COARSE FRACTION RETAINED ON NO.4 GRAVEL GM SILTY GRAVEL SIEVE WITH FINES CLAYEY GRAVEL CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY -GRADED SAND MORE THAN 50% OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE WITH FINES SC CLAYEY SAND SILT AND CLAY INORGANIC ML SILT CL CLAY LIQUID LIMIT LESS THAN 50°/ MORE THAN 50% PASSES NO.200 SIEVE ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT SILT AND CLAY INORGANIC MH CH CLAY OF HIGH PLASTICITY, FAT CLAY LIQUID LIMIT 50% OR MORE ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on Visualexamination of soil ydance With ASTM D12488-83 general accordance 2) soil classification teusing laboratory sts is b sed on ASTM D 2487-83. 3) Descriptions of soil density or consistency are based on interpretation of blowcount data, visual appearance of soils, and/or test data. SOIL MOISTURE MODIFIERS Dry- Absence of moisture, dusty, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table ETTE&ASSOCIATES, INC. UNIFIED SOIL CLASSIFICATION SYSTEM NELSON-COWR CONSULTING GEOTECHNICAL ENGINEERS GEOLOGISTS FIGURE SAND ENVIRONMENTAL SCIENTISTS r V C LOG OF EXPLORATION DEPTH USC SOIL DESCRIPTION TEST PIT ONE LIGHT BROWN FINE TO MEDIUM SAND WITH BRICKS, ASPHALT AND WOOD PIECES 0.0 -1.0 SP: (LOOSE, MOIST) F( ILL) SP RUST STAINED FINE TO MEDIUM SAND WITH GRAVEL (MEDIUM DENSE, MOIST) 1.0 - 2.0 SP GRAY FINE SAND (MEDIUM DENSE, MOIST) 2.0 - 4.0 GRAY RUST STAINED FINE TO COARSE SAND WITH GRAVEL AND SILT (DENSE, 4.0 - 6.0 SP-SM WET) GRAY FINE TO COARSE SAND WITH GRAVEL AND TRACE SILT (DENSE, MOIST.TO 6.0 - 8.0 SP WET) SAMPLES WERE COLLECTED AT 5.5 AND 8.0 FEET HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 4.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 0.0 TO 8.0 FEET TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/24/99 TEST PIT TWO 0.0 - 1.0 SP LIGHT BROWN FINE. TO MEDIUM SAND WITH BRICKS, AND PIECES OF WOOD (LOOSE, MOIST) (FILL) 1.0 - 4.0 SP-SM GRAY FINE TO COARSE SAND WITH TRACE GRAVEL AND SILT (MEDIUM DENSE, MOIST) 4.0 - 5.0 SP GRAY RUST STAINED FINE TO COARSE SAND WITH TRACE SILT. (MEDIUM DENSE TO DENSE, MOIST TO WET) I 5.0 - 8.0 SP-SM GRAY, RUST -STAINED FINE TO MEDIUM SAND WITH SILTY FINE SAND SEAMS AND (DENSE, MOIST) SAMPLES WERE COLLECTED AT 2.0, 4.5 AND 8.0 FEET ' MODERATE GROUND WATER SEEPAGE WAS ENCOUNTERED AT 4.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 3.0 TO 8.0 FEET TEST PIT WAS COMPLETED AT 8.0 FEET ON 2/24/99 ' TEST PIT THREE 0.0 - 1.0 SP LIGHT BROWN FINE TO COARSE SAND WITH BRICKS (LOOSE, MOIST) FILL 1.0 - 2.5 SP GRAY FINE TO MEDIUM SAND (MEDIUM DENSE, MOIST) ' SP GRAY WITH RUST STAINING FINE TO COARSE SAND WITH RUST STAINING 2.5 - 3.5 (MEDIUM DENSE, MOIST) ' 3.5 - 5.5 SP GRAY WITH RUST BANDING FINE TO COARSE SAND WITH TRACE SILT (DENSE, WET) 5.5 - 6.5 SP GRAY FINE TO COARSE SAND WITH GRAVEL (DENSE, WET) ' 6.5 - 7.0 SP-SM GRAY FINE TO COARSE SAND WITH SILT (DENSE, MOIST TO WET) ' SAMPLES WERE COLLECTED AT 4.0, 6.0 AND 7.0 FEET MODERATE TO HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 3.5 AND 6.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 0.0 TO 7.0 FEET TEST PIT WAS COMPLETED AT 7.0 FEET ON 2/24/99 t ' SS: NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO. 254499 FIGURE 4 0 LOG OF EXPLORATION 0 DEPTH TEST PIT FOUR 0.0 - 0.3 0.3 - 1.0 1.0 - 3.5 3.5 - 9.0 9.0 - 9.7 9.7 -10.0 TEST PIT FIVE 0.0 - 0.3 0.3 - 1.0 1.0 - 5.0 5.0 - 7.0 7.0 - 12.0 SS: USC SOIL DESCRIPTION ASPHALT PAVEMENT SP-GP LIGHT BROWN FINE TO MEDIUM SAND AND CRUSHED ROCK (MEDIUM DENSE, MOIST) F( ILL) SP-SM GRASS, RUST STAINED, FINE TO MEDIUM SAND WITH SILT, GRAVEL AND TRACE ROOTS (MEDIUM DENSE, MOIST) SP LIGHT GRAY FINE TO COARSE SAND WITH TRACE GRAVEL (DENSE, MOIST) SP GRAY FINE TO COARSE SAND WITH GRAVEL (DENSE, MOIST TO WET) SP-SM GRAY FINE TO COARSE SAND WITH GRAVEL AND SILT (DENSE, WET) SAMPLES WERE COLLECTED AT 1.5, 6.5, 9.5, 10.0 FEET MODERATE TO HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 9.0 FEET SEVERE CAVING WAS ENCOUNTERED FROM 7.0 TO 10.0 FEET TEST PIT WAS COMPLETED AT 10.0 FEET ON 2/24/99 ASPHALT PAVEMENT SP LIGHT BROWN FINE TO MEDIUM SAND AND CRUSHED ROCK (MEDIUM DENSE, MOIST) F( ILL) SP- DARK BROWN FINE TO MEDIUM SAND WITH ORGANICS, TRACE GRAVEL, SILT AND ROOTS (MEDIUM DENSE, MOIST) SP GRAY FINE TO COARSE SAND WITH GRAVEL (DENSE, MOIST) SP GRAY WITH RUST BANDING FINE SAND WITH TRACE GRAVEL (DENSE, MOIST TO WET) SAMPLES WERE COLLECTED AT 3.5, 8.0, 10.0 FEET MODERATE TO HEAVY GROUND WATER SEEPAGE WAS ENCOUNTERED AT 8.5 FEET SEVERE CAVING WAS ENCOUNTERED FROM 5.0 TO 10.0 FEET TEST PIT WAS COMPLETED AT 12.0 FEET ON 2/24/99 NELSON-COUVRETTE & ASSOCIATES, INC. FILE NO.254499 FIGURE 5 i r DRAINAGE REPORT FOR RICK STEVES OFFICE BUILDING EDMONDS, WA September 25, 1998 Prepared for: Warren Lafon 123' 4' North ponds, WA 98020 (425) 774-0580 Prepared by: CHARLES E. PRICE, P.E. -1 kEZ;1STt��1' ^� 1, lUNAL t;NG`C` EXPIRES 6/4/ 92 ECG Irlc. 15620 NE WOODINVILLE-DOVALL PL.. UNIT 10 IVOODINVILLE. WA 98072 ( 1251 482-0876 FAX: (425) 483-8953 NOV 1998 DAWI AGE REPORT Lafon/Rick Steves Project Description This Drainage Report was prepared for the onsite stormwater drainage detention for a commercial development. The site will be one commercial building with parking. The site is located in Edmonds, Washington. It is bound on the north by Bell Street and on the west by 4th Avenue North. A vicinity map is provided in figure 1. Detention has been designed in accordance with the requirements set forth by the City of Edmonds and the Stormwater Management Manual for the Puget Sound Basin (DOE Manual). The change in land use and impervious area is the existing building will be demolished. A new building will be constructed. The existing asphalt will be restored and constructed into a parking lot. The area north of the building will be landscaped. The site will be accessed from the alley east of the site. A detention pipe has been provided to detain the increase in impervious area. Detention requirements have been calculated for the construction of 6,193 square feet (0.142ac) of paved area and building rooftops and 1,006.91 square feet (0.023 ac) of landscaping. Existing Conditions The site is currently a residential home surrounded by asphalt.. There are no sensitive areas. The Soils Conservation Service (SCS) Maps were referenced for site soils. The site soils are an Alderwood series. An Alderwood series soil is a gravelly sandy loam and has a medium to fast runoff. It is considered a Type C soil. Coefficients of Runoff are shown below: Alderwood — Type C Landscaping Cn = 90 Gravel, paved Roads Cn=98 Curve numbers are provided as figure 2. The site is fairly flat with gentle slopes to the northwest. � S LJ4k� d:UafonAechrpt.doc 6-" t' -� ECG. Inc. AW. DAGE REPORT LafonMck Steves Design Criteria and Methods of Analysis The project is located in Edmonds, which has jurisdiction over all design criteria. The site is 0.165 acres. There is an existing residential home which will be demolished. The surrounding asphalt will be restored. Peak runoff rates for detention were calculated using the Santa Barbara Urban Hydrograph Method with a KC24HR rainfall type. Water Works software was used to model the stormwater runoff flows. q/� The design volume of the proposed detention pipe was designed to meet the standard peak rate runoff control performance curve for the 10-year, 24-hour and 100-year, 24-hour design storm events. The existing site is mostly impervious area. Any site with impervious area that will be restored or reconstructed must be considered as existing second growth development in the design of the detention facility. The site is the basin. Pervious area includes the landscaping buffer north of the building. The remaining area is impervious. Time of concentration values were calculated based on sheet flow to the detention facility. The remaining time is channel flow. The time of concentration was less than the minimum 5 minutes, therefore, the 5 in minimum time of concentration was used for the final design calculations.r- The calculated stormwater peak runoff rates are provided for existing and developed conditiony, q 4 Existing Conditions -r R-tIC-4cam Storm Event Preci i tion (in.) Runo cfs Volume (cf) 10-yr, 24-hr .'J 0 0.03 435 100- , 24-hr 0 0.07 871 Developed Conditions. Basin Storm Event Preci i n (in. off cfs Volume (cf) 10- , 24-hr ,� 0 0.10 1,307 1 00-yr, 24-hr 3.50 0.15 1,742 Stormwater precipitation values were found in the DOE Manual. Calculations are provided in Appendix A. Two type 2, 48 " catch basins are proposed along the east vicinity of the site connecting the detention pipe into the Type 2, 54 " catch basin at the northwest vicinity of the site. The pipe diameter is 24 inches, and the length is 125 feet. An additional type 1 catch basin will be installed in 4th Avenue North. The stormwater runoff will be discharged from the proposed detention pi e UafontechrpLdoc Inc. I S S�YN�'c DAW. AGE REPORT Lafon/Rick Steves to the existing conveyance system located in 4th Avenue North. The increase in stormwater runoff from the existing condition to the developed condition is a minimal 0.05 cfs. The increase in stormwater runoff will not adversely impact the downstream conveyance system. Maintenance The detention pipe and catch basins will be privately maintained by the property owner. Erosion Control Erosion control will be the responsibility of the contractor and in accordance with City of Edmonds requirements. ? �� No Catch Basin inlet protection will be provided during construction. d:Uafon\IeohrpLdoc 3 ECG. Inc % - 0 Figures 0 ��l NORTH • • STORMWATBR MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN Table III-1.3 SCS Western Washington Runoff Curve Numbers (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban -0-11 Al IA-U-n m*ns-m Aura*4r%n- LAND USE DESCRIPTION CURVE NUKBERS BY HYDROLOGIC SOIL GROUP A B C D Cultivated land 1 s winter condition 86 91 94 95 Mountain open areas: low growing brush i grasslands 74 82 89 92 Meadow orpasture: 65 78 SS 89 Wood or forest land: undisturbed 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. Good condition: grass cover on 05% of the 68 80 86 90 area Fair conditions grass cover on 50-75% of 77 85 90 92 the area Gravel roads c parking lots: 76 85 89 91 Dirt roads i parking lots 72 82 87 89 Impervious surfaces, pavement, roofs etc. 98 98. 98 98 water bodies: lakes, wetlandsponds etc. 100 100 100 100 ,open Single family residential(2): Dwelling Unit/Gross Acre %Impervious(3) Separate curve number 1.0 DU/GA 15 shall be selected for 1.5 DU/GA 20 pervious G impervious 2.0 DU/GA 25 portions of the site 2.5 DU/GA 30 or basin 3.0 DU/GA 34 3.5 DU/GA 38 4.0 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 PUD's, condos, apartments, %impervious cosmercial businesses a must be industrial areas computed (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. 111-1-12 FEBRUARY, 1992 f-1 o ur2 'I Appendix A • • &k OS 9' 3t/ �8 1 B: 11 pn ICG, Inc. page 1 LAFON/RICK STEVES DETENTION PIPE DESIGN CITY OF EDMONDS BASIN SUMMARY BASIN ID: 100DEV NAME: 100 YR DEVELOPED CONDITIONS SBUH METHODOLOGY TOTAL AREA... 0 16- BASEFLOWS: 0.00 cfs RAINFALL ;� KC�4 PERV IMP PRECIPITA N.': in hes AREA..: 0.02 Acres 0.14 Acres TIME INTE VAL...p �10.0 min CN.... : 90.00 98.00 TC.. . 5.00 min 5.00 min ABSTRACTI CO . 0.20 TcReach -Sheet L: 133.06 ns:0.0110 p2yr: 1.50 s:0.0003 impTcReach- Sheet L: 57.77 ns:0.0110 p2yr: 1.50 s:0.0346 impTcReach - Channel L: 99.46 kc:42.00 s:0.0211 PEAK RATE: 0.15 cfs VOL: 0.04 Ac-ft TIME: 470 min BASIN ID: 100EX NAME: 100 YR EXISTING CONDITIONS SBUH METHODOL TOTAL AREA .....! .16 Acres BASEFLOWS: 0.00 cfs RAINFALL E. KC24HR PERV "VIP PRECIPIT ION.. inch AREA.: 0.16 Acres 0.00 Acres TIME I RVAL....� 40.00 n CN.... : 81.00 0.00 TC... - 5.00 min 0.00 min ABSTRAC ON CO . 0.20 TcReach - Sheet L: 133.06 ns:0.0110 p2yr: 1.50 s:0.0308 PEAK RATE: 0.07 cfs VOL: 0.02 Ac-ft TIME: 470 min BASIN ID: IODEV NAME: 10 YR DEVELOPED CONDITIONS SBUH METHODOLOGY . TOTAL AREA.......: 0.16 res BASEFLOWS: 0.00 cfs RAINFALL E....: KC2� PERV IMP PRECIPITAT ON ... V9 2.5 in hes AREA..: 0.02 Acres 0.14 Acres TIME INTE AL....:0V10.0 min CN.... : 90.00 98.00 TC.... 5.00 min 5.00 min ABSTRACT N COE 0.20 TcReach - Shee 33.06 ns:0.0110 p2yr: 1.50 s:0.0003 impTcReach - Sheet L: 57.77 ns:0.0110 p2yr: 1.50 s:0.0003 impTcReach - Channel L: 99.46 kc:42.00 s:0.0002 PEAK RATE: 0.10 cfs VOL: 0.03 Ac-ft TIME: 470 min • M &k OS 9' 2t/ B 1: B: 11 pn ICG, h r. page 2 LAFON/RICK STEVES DETENTION PIPE DESIGN CITY OF EDMONDS BASIN SUMMARY BASIN ID: IOEX NAME: 10 YR EXISTING CONDITIONS SBUH METHODOLOGY TOTAL AREA. ...... : 0.16 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE....: K 24HR PERV IlVIP PRECIPITATION/�P� 0 inches AREA.: 0.16 Acres 0.00 Acres TUVIE INTERVAL..Q 10.00 min CN.... : 81.00 0.00 TC.... : 5.00 min 0.00 min ABSTRACTION COEFF: 0.20 TcReach - Sheet L: 133.06 ns:0.0110 p2yr: 1.50 s:0.0003 PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min &k OS 9' 23/ 99 t 13: ll pu IEG, hE. lag 3 LAFON/RICK STEVES DETENTION PIPE DESIGN CITY OF EDMONDS STAGE STORAGE TABLE UNDERGROUND PIPE ID No. PIPE Description: Diameter: 2.00 ft. Length: 125.00 ft. Slope...: 0.0000 ft/ft upstr: dnstr: &k 2S STAGE < ---- STORAGE ---- > STAGE <----STORAGE----> STAGE < ---- STORAGE-> STAGE <--- STORAGE---> (ft)--cf----Ac-Ft- (ft)---cf----Ac-Ft- (ft)--- cf--- --Ac-Ft- (ft)---cf-----Ac-Ft- ------------------ ------------------ 53.10 0.0000 0.0000 53.70 99.084 0.0023 54.30 246.01 0.0056 54.90 372.26 0.0085 53.20 7.3407 0.0002 53.80 122.49 0.0028 54.40 270.21 0.0062 55.00 385.36 0.0088 53.30 20.438 0.0005 53.90 146.68 0.0034 54.50 293.61 0.0067 55.10 392.70 0.0090 53.40 36.937 0.0008 54.00 171.39 0.0039 54.60 315.93 0.0073 55.20 392.70 0.0090 53.50 55.912 0.0013 54.10 196.35 0.0045 54.70 336.79 0.0077 53.60 76.773 0.0018 54.20 221.31 0.0051 54.80 355.76 0.0082 &k OS 9' 2V �8 t B: 12 pn ICG, hu. page 4 LAFON/RICK STEVES DETENTION PIPE DESIGN CITY OF EDMONDS -------------------------------------------------------------------- -------------------------------------------------------------------- STAGE DISCHARGE TABLE MULTIPLE ORIFICE ID No. ORIF Description: Outlet Elev: 53.10 Elev: 52.60 ft Orifice Diameter: 1.0400 in. Elev: 54.20 ft Orifice 2 Diameter: 1.4736 in. &k 2S STAGE <-DISCHARGE --- > STAGE <--DISCHARGE-> STAGE <--DISCHARGE --- > STAGE <- DISCHARGE --- > (ft)---cfs-- (ft)--- cfs--------- (ft)--- cfs--------- (ft)--- cfs--------- 53.10 0.0000 53.50 0.0186 53.90 0.0263 54.30 0.0508 53.20 0.0093 53.60 0.0208 54.00 0.0278 54.40 0.0598 53.30 0.0131 53.70 0.0227 54.10 0.0294 54.50 0.0670 53.40 0.0161 53.80 0.0246 54.20 0.0308 54.60 0.0732 &k OS 9' 2t/ �8 t B: I2 pn IEG, Inc. page 5 LAFON/RICK STEVES DETENTION PIPE DESIGN CITY OF EDMONDS --------------------------------------------------------------------- -------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY &k 2S M TCH IIf LOW -SIO4 -D S. < IEAK- > SMAGE <-------- DESCRIPTION--- —> (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) ----------------------------------------------------------------------------- 10 YR 24 HR .................. 0.03 0.10 PIPE ORIF 54.15 6 207.61 cf 100 YR 24 HR ................. 0.07 0.15 PIPE ORIF 54.55 7 304.25 cf OK ADDENDUM TO THE DRAINAGE REPORT FOR RICK STEVES OFFICE BUILDING EDMONDS, WA April 23, 1998 Prepared for: Warren Lafon 123`d 4"' North Edmonds, WA 98020 (253) 774-0580 Prepared by: CHARLES E. PRICE, P.E. ECG Inc. 15620 NE WOODINVILLE-DUVALL PL.. UNIT 10 WOODINVILLE, WA 98072 (425) 482-0876 FAX: (425) 483-8953 RECEUVED MAY 0 5 1999 RICK STEVES OFFICE BUILD WaterWorksHMS OUTPUT Following is the revised WaterWorksHMS output modified per City of Edmonds comments. The smallest orifice diameter of 518" per City requirements is now provided and the alley offsite runoff is incorporated. BASIN DESCRIPTIONS: B-001; existing condition, 2 yr B-002; developed condition, 2yr B-003; existing condition, 10 yr B-004; developed condition, 10 yr B-005; existing condition, 100 yr B-006; developed condition, 100 yr EXISTING CONDITION; / Existing site area = 120'x60' = 0.1653 acres Offsite alley area = 60'x8' = 0.0110 acres i DEVELOPED CONDITION Site landscaping area = 96'x10' = 0.0220 acres Site Imp. (bldg, parking, & alley) = 0.1543 acres CLEARHIS Drainage Area: B-001 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area /CN Pervious 0.1653 ac 81.00 Impervious 0.0110 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: ex. site 81.00 Impervious CN Data: offsite 8' alley width 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 2 yr Flow Time Summary: 0.0086 cfs 8.00 hrs Drainage Area: B-002 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.0220 ac 90.00 Impervious 0.1543 ac 98.00 Total 0.1763 ac WaterWorksHMS Output Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.1653 ac 0.0110 ac Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Volume 239.82 cf - 0.0055 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs \\( Mink\MIf R(1N_ll\rinkatavPc\WatarWnrksHMR nntnnt 4-')'t-99 rinn 1 /'7 RICK STEVES OFFICE BUILDIN16 WaterWorksHMS OUTPUT Supporting Data: Pervious CN Data: landscape area 90.00 Impervious CN Data: bldg, parking, & alley 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 2 yr Flow Time Summary: 0.0529 cfs 8.00 hrs Drainage Area: B-003 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.1653 ac 81.00 Impervious 0.0110 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: ex. site 81.00 Impervious CN Data: offsite 8' alley width 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 10 yr Flow Time Summary: 0.0214 cfs 8.00 hrs Drainage Area: B-004 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.0220 ac 90.00 Impervious 0.1543 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: site landscaping 90.00 Impervious CN Data: bidg, parking & alley 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 10 yr Flow Time Summary: 0.0738 cfs 8.00 hrs 0.0220 ac 0.1543 ac Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: 60.00 ft 10.00% 0.1500 Volume 771.32 cf - 0.0177 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.1653 ac 0.0110 ac Travel Time 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: 60.00 ft 10.00% 0.1500 Volume 433.46 cf - 0.0100 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.0220 ac 0.1543 ac Travel Time 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Volume 1081.02 cf - 0.0248 acft U( hnrk\MT(`Rl1N-Tl\rirkctevPc\WatPrWnrkcHMC nntrnrt 4-1.1-49 Mr. 9/7 RICK STEVES OFFICE BUILDINft WaterWorksHMS OUTPUT Drainage Area: B-005 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.1653 ac 81.00 Impervious 0.0110 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: Ex. site 81.00 Impervious CN Data: offsite 8' alley width 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 100 yr Flow Time Summary: 0.0538 cfs 8.00 hrs Drainage Area: B-006 Hyd Method: SBUH Hyd Peak Factor. 484.00 Storm Dur 24.00 hrs Area N Pervious 0.0220 ac 91 .00 Impervious 0.1543 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: onsite landscaping 90.00 Impervious CN Data: bldg, parking, & alley 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 100 yr Flow Time Summary: 0.1156 cfs 8.00 hrs Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.1653 ac 0.0110 ac Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: 60.00 ft 10.00% 0.1500 Volume 898.56 cf - 0.0206 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.0220 ac 0.1543 ac Travel Time 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Volume 1708.78 cf - 0.0392 acft \\rhnnlr\MTrRON-11\rinkctPvaa\WatarWnrkeHMC niomit 4-21-99 Mr. 1/7 RICK STEVES OFFICE BUIL,Df* WaterWorksHMS OUTPUT CLEARHIS RLPCOMPUTE [N-008] SUMMARY 2 yr Match Q: 0.01 cfs Peak Out Q 0:01 cfs - Peak Stg: 53.52 ft - Active Vol: 227.23 cf - Pipe length: 141.50 ft 10 yr Match Q: •002 cfs Peak Out Q:°0�02 cfs - Peak Stg: 53.81 ft - Active Vol: 315.52 cf - Pipe length: 141.50 ft 100 yr Match Q: 0.05.cfs Peak Out Q: 0.041cfs - Peak Stg: 54.37 ft - Active Vol: 465.88 cf - Pipe length: 141.50 ft °(-- Peu k F/d w S a74-. Running C:\Program Files\worksHMS\RICK-STEVES\N-008 Report.pgm on Friday, April 23, 1999 Summary Report of all RLPool Data Project Precips [2 yr] 1.50 in [5 yr] 1.80 in [10 yr] 2.00 in i [25 yr] 2.50 in [100 yr] 3.00 in 4-'- [Other] 0.00 in BASLIST2 [B-001] Using [TYPE1A] As [2 yr] [B-001] Using [TYPEIA] As [10 yr] [B-001] Using [TYPE1A] As [100 yr] [B-003] Using [TYPE1A] As [2 yr] [B-003] Using [TYPE1A] As [10 yr] [B-003] Using [TYPE1A] As [100 yr] [B-005] Using [TYPEIA] As [2 yr] [B-005] Using [TYPE1A] As [10 yr] [B-005] Using [TYPEIA] As [100 yr] [B-002] Using [TYPEIA] As [2 yr] [B-002] Using [TYPE1A] As [10 yr] [B-002] Using [TYPE1A] As [100 yr] [B-004] Using [TYPEIA] As [2 yr] [B-004] Using FYPEIA] As [10 yr] [B-004] Using [TYPE1A] As [100 yr] [B-006] Using [TYPE1A] As [2 yr] [B-006] Using FYPE1A] As [10 yr] [B-006] Using FYPE1A] As [100 yr] LSTEND BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ----- (cfs) (hrs) (ac-ft) ac /Loss B-001 0.01 8.00 0.0055 0.18 SBUH/SCS TYPEIA 2 yr B-001 0.02 8.00 0.0100 0.18 SBUH/SCS TYPEIA 10 yr B-001 0.05 8.00 0.0206 0.18 SBUH/SCS TYPEIA 100 yr B-003 0.01 8.00 0.0055 0.18 SBUH/SCS TYPEIA 2 yr B-003 0.02 8.00 0.0100 0.18 SBUH/SCS TYPEIA 10 yr B-003 0.05 8.00 0.0206 0.18 SBUH/SCS TYPEIA 100 yr B-005 0.01 8.00 0.0055 0.18 SBUH/SCS TYPEIA 2yr B-005 0.02 8.00 0.0100 0.18 SBUH/SCS TYPEIA 10 yr B-005 0.05 8.00 0.0206 0.18 SBUH/SCS TYPEIA 100 yr B-002 0.05 8.00 0.0177 0.18 SBUH/SCS TYPEIA 2 yr B-002 0.07 8.00 0.0248 0.18 SBUH/SCS TYPEIA 10 yr B-002 0.12 8.00 0.0392 0.18 SBUH/SCS TYPEIA 100 yr B-004 0.05 8.00 0.0177 0.18 SBUH/SCS TYPEIA 2 yr B-004 0.07 8.00 0.0248 0.18 SBUH/SCS TYPEIA 10 yr B-004 0.12 8.00 0.0392 0.18 SBUH/SCS TYPEIA 100 yr B-006 0.05 8.00 0.0177 0.18 SBUH/SCS TYPEIA 2 yr B-006 0.07 8.00 0.0248 0.18 SBUH/SCS TYPEIA 10 yr B-006 0.12 8.00 0.0392 0.18 SBUH/SCS TYPEIA 100 yr \\r hack\AATr RON-T)\rirkatavac\WatarWnrkcHMC nirtnnt 4-2A-99 Mr. 4/7 BASLIST [TYPE1A] AS [2 yr] DETAILED [B-001 ] [B-003] [B-005] [B-002] LSTEND Drainage Area: B-001 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN RICK STEVES OFFICE BUILD WaterWorksHMS OUTPUT 1: 91 NU=10.1 Pervious 0.1653 ac 81.00 Impervious 0.0110 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: ex. site 81.00 Impervious CN Data: offsite 8' alley width 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 2 yr Flow / Time Summary: 0.0086 cfs 8.00 hrs Drainage Area: B-003 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.1653 ac 81.00 Impervious 0.0110 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: ex. site 81.00 Impervious CN Data: offsite 8' alley width 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 10 yr Flow Time Summary: 0.0214 cfs 8.00 hrs Drainage Area: B-005 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.1653 ac 81.00 Impervious 0.0110 ac 98.00 Total 0.1763 ac Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.1653 ac 0.0110 ac Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: 60.00 ft 10.00% 0.1500 Volume 239.82 cf - 0.0055 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.1653 ac 0.0110 ac Travel Time 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: 60.00 ft 10.00% 0.1500 Volume 433.46 cf - 0.0100 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs Travel Time 5.00 min WharkWirRnW-n\rirketPVPc\WntPrWnrkQNMC nirtnnt 4-71-99 rinr S/7 RICK STEVES OFFICE BUILD WaterWorksHMS OUTPUT Supporting Data: Pervious CN Data: Ex. site 81.00 Impervious CN Data: offsite 8' alley width 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 100 yr Flow Time Summary: 0.0538 cfs 8.00 hrs Drainage Area: B-002 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.0220 ac 90.00 Impervious 0.1543 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: landscape area 90.00 Impervious CN Data: bidg, parking, & alley 981.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 2 yr Flow Time Summary: 0.0529 cfs 8.00 hrs Drainage Area: B-004 Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN Pervious 0.0220 ac 90.00 Impervious 0.1543 ac 98.00 Total 0.1763 ac Supporting Data: Pervious CN Data: site landscaping 90.00 Impervious CN Data: bldg, parking & alley 98.00 Pervious TC Data: Flow type: Description: Sheet Prototype tc just to have something Impervious TC Data: Flow type: Description: Sheet 10 yr Flow Time Summary: 0.0738 cfs 8.00 hrs 0.1653 ac 0.0110 ac Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: 60.00 ft 10.00% 0.1500 Volume 898.56 cf - 0.0206 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs 0.0220 ac 0.1543 ac Travel Time 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: 60.00 ft 10.00% 0.1500 Volume 771.32 cf - 0.0177 acft Loss Method: SCS CN Number SCS Abs: 0.20 TC 0.08 hrs 0.08 hrs L119104491M- 0.1543 ac Travel Time 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Length: Slope: Coeff: Travel Time 60.00 ft 10.00% 0.1500 5.00 min Volume 1081.02 cf - 0.0248 acft \\rhncir\MTrRON-T)\ricketPVPs\WAtP.rWnriCQHMC nntnnt 4-2Z-A9 rinr. 617 RICK STEVES OFFICE BUILD WaterWorksf-MS OUTPUT Drainage Area: B-006 Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur 24.00 hrs Area CN TC Pervious 0.0220 ac 90.00 0.08 hrs Impervious 0.1543 ac 98.00 0.08 hrs Total 0.1763 ac Supporting Data: Pervious CN Data: onsite landscaping 90.00 0.0220 ac Impervious CN Data: bldg, parking, & alley 98.00 0.1543 ac Pervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet Prototype tc just to have something 60.00 ft 10.00% 0.1500 5.00 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet 60.00 ft 10.00% 0.1500 5.00 min 100 yr Flow Time Volume Summary: 0.1156 cfs 8.00 hrs 1708.78 cf - 0.0392 acft HYDLIST SUMMARY [2yr out] [10yr out] [100yr out] LSTEND HydID Peak Q Peak T Peak Vol Cont Area ------ (cfs) (hrs) (ac-ft) (ac) 2yr out 0.01 11.17 0.0149 0.1763 10yr out 0.02 9.33 0.0200 0.1763 100yr out 0.04 8.83 0.0344 0.1763 STORLIST [N-003] LSTEND Node ID: N-003 Desc: 24" DETENTION PIPE Start El: 52.6000 ft Max El: 54.6000 ft Contrib Basin: Contrib Hyd: Length Diam Slope UpNode DnNOde 141.5000 ft 2.0000 ft 0.00 % N-004 N-005 DISCHLIST [D-003] LSTEND Control Structure ID: D-003 - Multiple Orifice Structure Descrip: Multiple Orifice 013 V �e Start El Max El Increment 52.6000 ft 55.6000 ft 0.10 -� �' Orif Coeff: 0.62 ` Outlet El: Lowest Diam: 50.60 ft S „ 0.6250 in = /g out to 2nd: 1.1500 ft Diam: 1.1250 in \\( hark\MTC RnN_Tl\rirkctPVPc\WatPrWnrkcHMfi nirtnnt 4-9.1-99 Mr. 7/7 s 01 Critical Areas 1 New— ) Undo.. ( Find.. ID: 2632 Old ATA#: 2703-230-040-48 New ATAM Exit . 4L♦ I Review Number: CA-2001-0058 Date Received: 4/17/2001 Applicant: Butterfield Bldg Number: 1130 Street Name: 14th Suffix: AV Dir. I'" Suite: Int?: EJ Streets: Dete rm Date: 4/25/2001 Determination: lWaiver Staff Person: lCampbell Notes: PLANNING DATA NAME: SITE ADDRESS: 13o 4 I~ `q DATE: ZONING:PLAN CHK#: PROJECT GESCRIPTION: USE(S) PROPOSED: D�1 IyG 6, MPP to ALLOWED?: Y LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (YIN) CUP File: Q ADB FILE #: 0 ' OR DATE WAIVED: PLANS MATCH APPROVED PLAN: PARKING: 0�"E Use: '�'/ X Oa (floor Use: _ X 710 (floor Total Required: 74 ( Ac No. Spaces Required: area, # employees, etc.) _ No. Spaces Required: area, # employees, etc.) = Co tual Provided: I Ixl�j SETBACKS: Required Setbacks: Front: 0 Left Side:_Right Side: Rear:_ ActualSe c s� i Front: Left Side: Right Side:_Rear: Street map checked for additional setback required? (Yes/No) MAXIMUM FLOOR AREA: Maximum Allowed: Actual: BUILDING HEIGHT. - Maximum Allowed: fi 5 Actual Height: A-56 t Modulation Allowed?: Modulation Height: A Datum Point: MW 014 1t- Datum Elevation: 565 "11 LANDSCAPING: Matches ADB approved: Bond: 79?,,yH c7 SUBDIVISION: CRITICAL AREAS w1A1os\p*miWPLANDAaD0C O ydl SEPA DETERMINATION: SHORELINE REQUIRED?: LOT AGGREGATION REQUIRED?: OTHER: Plan Review By: CAfi1cs\pormllt"PL4NDAaD0C 90 t CITY OF EDMONDS 01T z 1 119IDE SEWER PERMIT ' PUBLIC WORKS DEPi �890 ,9�o PERMIT Jw2 9068 Address of Construction: Property Legal Description (Include all easements): ZT87 2FY,,oG.f f A4,,�7_ 1�9.—r- - M5M.W1 %WAW"dVAWM&,FW1—_— "1-0,1 IIIR Owner and/or Contractor: ��ifJit/l�Di zzr rj7�%'��-3 • �7.�s9rG7�,� �i�3�GP.C'� State License No. 6 Z uilding Permit No. / �D•3S� SGr-rq�C x12 3� , I �od ❑ Single Family Invasion into City Right -of -Way: ❑ No lam^ ❑ Multi -Family (No. of Units ) RW Construction Permit No. 2- 2-610-mmercial Cross other Private Property: 2 No ❑ Yes ❑ Public Attach legal description and copy of recorded easement EDMON08 T'REATMENTj PLAN.'t rf YA a haver ad and sh II comply with all city requirements Da indicat d on the back of the Permit Card. * CALL DIAL -A -DIG (1-800-424-5555) BEFORE ANY EXCAVATION * OFFICE USE ONLY * FOR INSPECTION CALL 771-S , PUBLIC WORKS DEPT. Permit Fee: �� �Id Issued 13yC0q�{4/f' iLIS,IA -f �o Trunk Charge: 65,00 ���� ""' Date Issued: Assessment Fee: Receipt No.: �027 Lid No.: Partial Inspection: Date -Initial - Comments Reason Rejected: Date —Initial - Final Inspection Approved: Date/o-46-l"? Initial C. ** PERMIT MUST BE POSTED ON JOB SITE ** White Copy: File Green Copy: Inspector Buff Copy: Applicant Revised 3/90 . The City of Edmonds Side Sewer Drawing EASEMENT NO . ............................................ y NEW CONSTRUCTION .5� REPAIRS ❑ LID NO ................... ASMT. NO................... OWNER------------------------------------------------------------------------------------------------ CONTRACTOR.............................._......------....-----------------------------........ PERMIT NO. .9'�6 6 JOB ADDRESS --- /.3.0........ ......................... LEGAL DESCRIPTION: LOT NO. ...................................... BLOCK NO. .__..........._._.. ................ r) c-ro . �, �:-��: ..........................•-•-•----...---.....--•--................. ••----•-----•---...--•------••------..._..._........._........._...._..------------•---••-- NAME OF ADDITION--••---------••-----•--•........................................ d:?6. C,1 Cc�eJS r Lpprov • • PWW-0001-11/75 (REV.11/78) DATE ..� :'. .��..:.:. ........-.. By ...... ....----------- "> G.. FILC i LIMITED SUBSURFACE INVESTIGATION P,esigential Property 130 F.ou:rth Qven.tue Edmonds, Washington HAMMERWORKS ENVIRONMENTAL• • 00 ASSOCIATES, INC. 1380 - 1121h Avenue Northeast, Suite 300 Bellevue, Washington 98004 (425) 455-9025 Office (888) 453-5394 Toll Free (425)455-2316 Fax February 19, 2002 Mr. Colin Winters Hammerworks 400 Dayton Street, Suite C Edmonds, Washington 98020 Subject: LIMITED SUBSURFACE INVESTIGATION Residential Property 130 Fourth Avenue Edmonds, Washington Ladies and Gentlemen: JN 22045 Environmental Associates, Inc, has completed limited subsurface investigation of soil and groundwater at the subject property located in Edmonds, Washington. This report, prepared in accordance with the terms of our proposal dated February 4, 2002, summarizes our approach to the project along with results and conclusions. The contents of this report are confidential and are intended solely for your use and those of your representatives. Four (4) copies of this report are being distributed to you. No other distribution or discussion of this report will take place without your prior approval in writing. Additional copies are available for a small fee. Relying solely upon the information developed in the course of our study, and within the context of the limitations of the attached report of which this letter is a part, it would appear that areas of petroleum -impacted subsurface soil in exceedance of WDOE Method A cleanup levels exist on the subject property. These include the floor of the former tank excavation as well as previously excavated soil stockpiles. Additional discussions and recommendations are offered for your consideration in the attached report. Associate Offices: Oregon / San Francisco Bay Area 00 400 Hammerworks JN 22045 February 19, 2002 Page - 2 We appreciate the opportunity to be of service on this assignment. If you have any questions or if we may be of additional service, please do not hesitate to contact us. Respectfully submitted, ENVIRONMENTAL ASSO , Don.W. Spencer, M. , P.G., R.E.A. Principal EPA -Certified Asbestos Inspector/Management Planner I.D. # AM 48151 Registered Site Assessor/Licensed UST Supervisor State Certification #947458636 License: W000010 (Washington) License:11464 (Oregon) License:876 (California) License:5195 (Illinois) License:0327 (Mississippi) ENVIRONMENTAL ASSOCIATES, INC. 09 LIMITED SUBSURFACE INVESTIGATION ' Residential Property 130 Fourth Avenue Edmonds, Washington Prepared for: Mr. Colin Winters Hammerworks 400 Dayton Street, Suite C Edmonds, Washington 98020 ' Questions regarding this investigation, the conclusions reached and the recommendations given should be addressed to one of the following undersigned. ' 7Co,, Ryan K. Bixby ' Hydrogeologist WDOE Registered Site Assessor Dori W. Spencer, Sc., P.G., R.E.A. _ Principal EPA -Certified Asbestos Inspector/Management Planner I.D. # AM 48151 Registered Site Assessor/Licensed UST Supervisor State Certification #947458636 License: W000010 (Washington) License:11464 (Oregon) License:876 (California) License:5195 (Illinois) License:0327 (Mississippi) Reference Job Number: JN 22045 February 19, 2002 ENVIRONMENTAL ASSOCIATES, INC. 00 0 * TABLE OF CONTENTS INTRODUCTION/SCOPE OF WORK.....................................5 Site Description....................................................5 Methodology/Scope of Work..........................................5 Geologic Setting...................................................5 SUBSURFACE EXPLORATION..........................................6 Soil Sampling.....................................................6 Laboratory Analysis / Results / Discussion...............................7 CONCLUSIONS/RECOMMENDATIONS...................................8 LIMITATIONS.........................................................9 REFERENCES.........................................................9 TABLES Table 1 - Results of Laboratory Analyses - Soil PLATES Plate 1 - Vicinity M a p Plate 2 - Site/Exploration Plan APPENDIX Appendix A - Laboratory Report ENVIRONMENTAL ASSOCIATES, INC. ' Hammerworks JN 22045 February 19, 2002 Page - 5 INTRODUCTION/SCOPE OF WORK SITE DESCRIPTION The subject property consists of a vacant parcel located along Fourth Avenue South near downtown Edmonds, Washington. The approximate location of the site is shown on the Vicinity Map, Plate 1, appended herewith. According to the information you have provided to us, two (2) single-family residences were removed from the subject property in the summer of 2001. In the course of demolition, an underground storage tank (UST) containing heating oil was encountered. The UST, which measured approximately 7 feet in length and 3.5 feet in diameter, was reportedly excavated and set to the side of the excavation. The project supervisor advised us that approximately ten (10) gallons of oil was released onto the underlying soil when the UST was removed from the ground. It is our understanding that no soil sampling or testing was conducted at the time of the UST removal. METHODOLOGY/SCOPE OF WORK Your expressed interests, which included the desire to conduct a preliminary quantitative evaluation of subsurface environmental soil conditions on the subject property proximal to the former tank locality, formed the basis for the following scope of work: • Observe the re -excavation of soil from the former location of a residential underground heating oil tank. • Collect and perform laboratory analyses on six (6) soil samples collected from the floor and sidewalls of the excavation and from the excavated stockpile. The number of samples collected was determined based on conditions encountered during our reconnaissance. ' Analyze the collected soil and groundwater samples for diesel and motor oil range petroleum hydrocarbons using gas chromatography by method NWTPH-D Extended. • Prepare a summary report documenting our methodology, findings, conclusions, and recommendations. GEOLOGIC SETTING ' Physiographically, the subject site is situated on a gently rolling elevated plain. This plain, known as the Vashon Drift Plain, was formed during the last period of continental glaciation which ended approximately 13,500 years ago. ' ENVIRONMENTAL ASSOCIATES, INC. ' Hammerworks February 19, 2002 JN 22045 Page - 6 Published maps for the site vicinity (Newcomb, 1952) suggest that much of the material underlying the northern portion of the subject site is non -glacial floodplain deposits overlying glacial till. The non -glacial floodplain deposits consist of interbedded sand, silt, clay and peat of the Whidbey Formation. Glacial till is a dense heterogenous mixture of silt, sand, and gravel. Typically, the till exhibits relatively low vertical hydraulic conductivity which frequently results in formation of a "perched" water table along its upper contact. The "perched" water table is frequently seasonal and derives recharge primarily from infiltration of precipitation through more permeable overlying soils. Topographically, the site is situated on a gentle westerly facing slope, approximately 50 feet above mean sea level. Based upon inference from topography and local drainage patterns, it appears that shallow -seated groundwater (if present) in the vicinity of the subject property may flow in a westerly direction. With respect to surface water resources, the northwest -trending incised drainage is situated approximately one-half mile to the northeast. Shelkberger Creek, which originates approximately three-quarters of a mile to the southeast discharges to a marsh approximately one -quarter mile to the south of the subject site. SUBSURFACE EXPLORATION 0 SOIL SAMPLING On February 5, 2002, Mr. Ryan Bixby of EAI observed the excavation of soil from the sidewalls and floor of the former UST hold and from the area to the south of the UST hold where soil appeared to have been impacted by the leaking tank after it was removed from the excavation. Approximately ' twenty (20) square feet of oil -stained soil was noted to the south of the former tank hold. Approximately nine (9) yards of soil was excavated and placed on a layer of plastic sheeting. Using a backhoe, soil was excavated from the former UST hold to a depth of approximately six (6) to eight (8) feet below ground surface (bgs). The uppermost three (3) feet of soil was removed from the area to the south of the UST hold where the tank appeared to have leaked onto the underlying soil. Soil encountered during the excavation consisted primarily of brown to gray sand, silt and gravel. Odors associated with petroleum products were detected in soil at each location. ' Using stainless steel hand sampling equipment, soil samples were collected from the floor and each of the four (4) sidewalls of the former UST hold and three (3) soil samples were collected from the ' excavated stockpile. Samples were transferred directly to sterilized glassware with teflon-sealed lids furnished by the project laboratory. Samples were stored in an iced chest at the site and taken to the. laboratory in this condition in an effort to preserve sample integrity. Each jar was clearly labeled as ENVIRONMENTAL ASSOCIATES, INC. Hammerworks JN 22045 February 19, 2002 Page - 7 ' to the location and sample number, date, time, project, etc. EPA -recommended sample -management protocol, including maintenance of chain of custody documentation was observed at each stage of ' the project. ILABORATORY ANALYSIS / RESULTS / DISCUSSION ' Laboratory Analysis Since petroleum products were the contaminants of concern, all soil samples selected for laboratory analysis were analyzed for diesel and motor oil range petroleum hydrocarbons by test method NWTPH-D/Extended. The three (3) soil samples collected from the excavated stockpile were composited into a single sample by the project laboratory. Labor Soil samples submitted for laboratory analysis from each boring were chosen on the basis of field screening measurements. The laboratory reports are appended at the end of this report. The following tables summarize the results of laboratory testing. Table 1 Laboratory Soil Testing Results - NWTPH-Diesel Extended. `. All results and limits in parts per million (ppm) Sample Name-,'-,'. Diesel Range Moth' Oil Range WW ND ND NW ND ND SW ND ND EW ND ND Floor 3,200 ND SP1, 2, 3 (Composite sample) 3,800 ND Reporting Limit' 20.0 50.0 Cleanup Level2 2,000 2,000 NOTES: 1 - "Reporting Limit" represents the laboratory lower quantitation limit. 2 - Method A soil cleanup levels as offered in the Model Toxics Control Act (MTCA), Chapter 173-340-900 WAC. Shading denotes reported concentration exceeds the current WDOE Method A cleanup level. ENVIRONMENTAL ASSOCIATES, INC. 00 0 0 Hammerworks February 19, 2002 JN 22045 Page - 8 As summarized in Table 1 above and on the attached laboratory report (Appendix A), the soil samples submitted for analysis from the floor of the excavation and from the stockpile contained diesel -range petroleum hydrocarbon concentrations above Method A Cleanup Levels. None of the sidewall soil samples contained detectable concentrations of diesel -range contaminants. CONCLUSIONS/RECOMMENDATIONS Relying upon the results of soil sampling and testing conducted in the course of this study by Environmental Associates, Inc. (EAI), it would appear that past use of an underground residential heating oil UST at the subject property has resulted in adverse impacts to subsurface soil conditions proximal to the UST's original location and possibly at other unexplored locations and/or depths. The full extent of the soil affected by the release of diesel -range petroleum products was not determined, nor was such a full determination envisioned in the proposed scope of work for this phase of activity. The following recommendations are offered for your consideration regarding the previously discussed detections of diesel fuel in site soil: Several options exist for addressing the presence of petroleum products in subsurface soil, depending upon the risk tolerances and overall goals of the various parties involved. First of all, a limited cleanup through excavation and off -site disposal of the impacted subsurface soils in the vicinity of the former UST hold and the surficial soils impacted by the release from the removed UST could be accomplished in an attempt to bring these areas into compliance with Ecology's Method -A cleanup levels. Following removal of the contaminated soil, remaining soil should be sampled and submitted for laboratory analysis to confirm and document that all contaminated soil has been removed. Alternatively, impacted soil excavated during cleanup activities could be placed on an impermeable bermed barrier and "landfarmed" on the subject site until such time the levels of contamination detected in the soil drop to below cleanup levels, at which point the soil may be redistributed on the subject property. ' With regard to compliance with state environmental regulations, there is a 90-day reporting requirement under the Model Toxics Control Act (MTCA; WAC 173-340). This MTCA requirement advises that any owner or operator who has information that a hazardous ' substance has been released to the environment at the owner or operators facility shall report such information to the department within 90 days of discovery (WAC 173-340-300). As summarized, the decision to report the site clearly lies with the owner / operator of the ' subject site and not the consultant. Submission of a copy of this report by the owner/operator to the department of Ecology would satisfy this requirement. ENVIRONMENTAL ASSOCIATES, INC. 1 so 0o Hammerworks February 19, 2002 JN 22045 Page - 9 Decision making authority regarding implementation of the above referenced recommendations or other approaches clearly lies with the property owner and/or the lender, depending upon their individual risk tolerances. LIMITATIONS This report has been prepared for the exclusive use of Hammerworks, along with their several representatives for specific application to this site. Our work for this project was conducted in a manner consistent with that level of care and skill normally exercised by members of the environmental science profession currently practicing under similar conditions in the area, and in accordance with the terms and conditions set forth in our proposal dated February 4, 2002. The separated sampling localities and conditions may vary between those locations or at other locations and depths. No other warranty, expressed or implied, is made. If new information is developed in future site work which may include excavations, borings, studies, etc., Environmental Associates, Inc., must be retained to reevaluate the conclusions of this report and to provide amendments as required. REFERENCES,.'.',.,,. - Newcomb, R.C., 1952, Groundwater Resources of Snohomish County, Washington. Water Supply Paper No. 1135, 133 pps., 2 plates, 6 tables, 19 figures. U.S. Geological Survey, 1953, Edmonds East, Washington 1:24,000 Quadrangle, Photorevised 1981, 1 sheet. t ENVIRONMENTAL ASSOCIATES, INC. 1 J.: SUBJECT 524 SITE ......... ... El S C ni 300 7/ Ovate, T 7, Printed from TOP01 01 M Wildflower Productions (www.topo.com) N Probable direction of shallow -seated groundwater flow Approximate limits of subject property ENVIRONMENTAL VICINITY MAP -4 ASSOCIATES, INC. Residential Property 130 Fourth Avenue South 1380 - 112th Avenue N.E., Ste. 300 Edmonds, Washington Bellevue, Washington 98004 Job Number. Date. plate. JN 22045 February 2002 d ° Approximate location o 0 of former US Approximate limits o Of UST excavation o e ° m NW ° o ° a a° a � Former location o i Floor EW of on -site residence ° 6 (basement excavated) ° SP -- ' o ° u o � ° o SW i 4 Stockpiles g ° a g o a 0 q SP2 4M o y c ° q g Approximate location of' oil spill from excavated UST SP1V Stockpile 0 R q Approximate limits o 0 of oil spill excavation 8 .a°..°°°°°°°°°°°°°.°°.°.°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°o°.°°o...°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°°.°.°°°°.........°.........°.°° WW Approximate location of soil samples collected on February 5, 2002 —01 Probable direction of shallow -seated groundwater flow Approximate limits of subject property ° a SITE/EXPLORATION PLAN ENVIRONMENTAL ASSOCIATES, INC. Residential Property 130 Fourth Avenue South — — 1380 -112th Avenue N.E., Ste. 300 Edmonds, Washington Bellevue, Washington 98004 r Job Number: JN 22045 Date: February 2002 Plate. 2 • • 00 APPENDIX A Laboratory Report ENVIRONMENTAL ASSOCIATES, INC. Feb-12-02 11:40A TEG W WLEVUE 425 7 §04 P.01 ESN SEATTLE CHEMI8TRY LABORATORY (425) 957-9072, fax (425) 9874004 ESN Job Number: 82D206.2 Client: EAI Client Job Name: RFSIDENTIAL PROPERTY CM Job Number: 22045 Printed: 2/71200211:03 Ksroaene/Jet fuel 20 nd nd nd nd I NG"Mel oil 20 nd nd nd nd nd nd Heavy o♦I 50 . nd nd nd nd nd 3,200 nd nd Burr a recoverles: Fluorobohrlyl 1 1% 98 1 101% C aTerpherlyl 102% 102% 103% 101 % 102% C Date Quelf s drW Analytical Comments nd . nU at Wtod reporting IimtM no - not tvsflyzed C - oodutioo vrith sample peelm M - rretrbr Intwfwor e J - estirrated value Results reported on dry-"ght caste Aooeplable Reoove(I limas: M TO 135% Aaoeptable RPD Ibnft: 35% POP 1 of 2 ,.,Feb,12-02 12:01P TEG W B LLEVUE 425 957— 04 P.01 • ESN SEATTLE CHEMISTRY LABORATORY (425)957-9877.fax (425)957-9904 ESN Job Number. $20206-2 CIkM: EAI Client Job Name: RESIDENTIAL PRO Client Job Number 22045 Primed: 2/7/200211:03 Results COMP COMP CQMP Date ansryz limits 02107/02 M- V7/02 02/07/02 Keroaene/Jet fuel 20 rid nd D"WFuei oil 20 3,800 3,800 0% Heavy oil 50 nd nd $u= novena: Fluorobiphenyl o-Tarphenyl C C Data Qualifiers and Analytical Comments nd • not detected at listed raportinp ilmlts no • nd armysed C • aoelubw with sample peaks M - mairix InterfararrA J - estimated value Roaub reported an dryweight basis Adaptable Recovery limits: 65% TO 135% Acceptable RPD limit: 33% Page 2 of 2 r e 91 WIN'? I, "I JL C� v CLIENT: Ra--�--, --, A -o iADDRESS:3,&k1;,,,1* , 'j, ADDRES $DATELZ 1113- JE N WINW 0 -V Ilk A _4 WIWI ' PHONE: -[C ITIO "VA 3- *1,`, 4, R DA OF .COLLECTOR CLIENT PROJECT #: PROJECT IVIANAGER:,—K—J-4 .�,COUMCWN Y- L7 fL' E Sample Z0 c e z 02 Sample Number DeA Trine Type Copt Type NOTES 11 0 2. L C-0 3. A,) 5. 6. 7. 8. Tz: 9. 777 10. 11. 12. REONQUISHED BY (Signobire) DATE/TIME RECEIVED BY,(Signatu RELINQUIS14ED BY (Signature);] DATE/TIME RECEIVED SAMPLE DISPOSAL INSTRUCTIONS E7 TEG DISPOSAL @ $2 00 each 13 Refum 0 Pickup III 111_1 I I 111r1_11 I I I —L t DA IME SAMPLE RECEIPT LABORATORY NOTES: rflCWUMBER OF CONTAINERS t> 6ATEITIME CHAIN OF CUSTODY SEALS YIN/NA SEALS INTACT? YININA RECEIVED GOOD CONDJCOLD 1.,lorrO Tum Around Time: si A"LIC STREET FILE 14WAMM � The City of Edmonds SIDE SEWER PERAW EASFJA3MqT No . .......................................... NEW CONSTRUCTION 0 REPAIRS 0 114-01350 OWNER........... .................. .......................................... CONTRACTOR ................................. - ......... I ..................................................... PERIM No . ...................... ADDRESS ....... 13.0 .... 4-th ... Ame...-..N ................................................... - LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................ NAMEOF ADDITION ................................................................................................................... Dye Tested On Sewer 1972 Approved: DATE------------------------------------------------ W ... ............................................... .................. /j l':i•.����Rf.. Vf STREET FILE iE�,�a is STREET USE PERMIT APPLICATION NAME OF APPLICANT: �Tl-`�(�L�[�Et �� T �c ,1, 64 z"-c NAME OF BUSINESS: MAILING ADDRESS: qa�o� CONTACT PERSON AND PHONE NUMBER: 1// lr1< a( aq.-?j� ADDRESS OF PUBLIC USE:��� Ai�]� ' N.7►�1.[��i�� �'b�' I� t Describe the public place ,or portion of publics ace to be utilized: rz� O 61vkTtoc( 8 L of t� o `� 7(o%,4 ± �l arMu 0 LA.5 Gt r2 T < CD cl l—i T&(—IC Specify the type of use desired: [ -,�� V4 � �. G K �'ii �� �sc� " Specify the length of time for use: Y 8ke)- NOTE: The issuance of this permit is understood by the applicant to be of a temporary nature and that no vested right is granted. VA R- �& t -1 INDEMNITY: The applicant understands and by his/her signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages or claims of any kind or description whatsoever, foreseen or .unforeseen, that may be made against the applicant or the City of Edmonds, or any of its departments or employees, including but not limited to the defense or any legal proceedings including defense costs, court costs, and attorney fees by reason of granting this permit. In addition, the application understands that the City shall be provided a Certificate of Insurance to indemnity and hold harmless the City of Edmonds from all claims and/or property damage, and naming the City of Edmonds as an additional insured. CODE APPLICATION: By signing the application below the applicant warrants that s/he has read or had the opportunity to read Chapter 18 of the Edmonds Community Development ode and s/he understands that all terms of the adopted ordinance are incorporated herein as if set forth in full an pl' n and permits therefore are subject to the terms of that Chapter. i L is Struseho.docj1g6/98 SIGNATURE OF APPROVAL FROM ABUTTING PROPERTY OWNERS When applicable, if the street use proposal directly impacts any adjacent business or private property owner the applicant must obtain written approval from the affected parties. Note, this requirement is evaluated by City Staff and, when required, the applicant willbe notified., ; Signature Address Signature Address Signature Address Signature Address DO NOT WRITE BELOW THIS LINE --FOR CITY USE ONLY Planning Division Approved By. ADB# 9 f— 1 0a 0 Public Works Approved By Date n— 4 , Fire Department Approved By Date Police Department Approved Certificate of Insurance Veri BO Date ed By- Date Engineering Division Approved By 52 Bond Date Remarks or Comments: 2�_;AFG/G co,✓72oc. IS e64-_� '6 . A-"0 Ale77�� Re ,�/-0 `/P,e- DFJP A4720g-- tOS 7c411o6,S / A./ 44 d,9sV1,-_ 4�' ME: " c�lti i� STREET USE PERMIT# RELEASED BY BUILDING PERMIT # T z • .6, Struseho.docj1g6/98 �r ACt7RDTM DATE IMM/DD/YY) IJMV,:. 'CERTI r1k;A ;......t. :.: ..... ........ :AtILJi 12 23 99 PRODUCER THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION Aon Risk Services, Inc. of WA ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ' 420 5th Avenue, Suite 1200 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. '+attle, WA 98101 _ COMPANIES AFFORDING COVERAGE 206-749-4800 COMPANY 'I.% 1. .11 A Reliance Insurance Company INSURED .. , ...., COMPANY •�:...; . S.G.ITaylor Construction, Inc. B 1751 Dexter Avenue N. RECEIVEw COMPANY Seattle, WA 98109 C COMPANY D COVERAGES ; :'. ::< ...... :> THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO LTR TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE DATE IMM/DD/YY) POLICY EXPIRATION DATE (MM/DD/YY) LIMITS GENERAL LIABILITY GENERAL AGGREGATE $ 2,000,000 X PRODUCTS - COMP/OPAGG $ 2,000,000 A COMMERCIAL GENERAL LIABILITY CLAIMS MADE ®OCCUR PB1222543 1/01/99 2/01/00 PERSONAL &ADV INJURY $ 1,000,000 EACH OCCURRENCE $ 1,000,000 OWNER'S &CONTRACTOR'S PROT FIRE DAMAGE (Any one fire) $ 100,000 MED EXP (Any one person) $ 51000 AUTOMOBILE LIABILITY ANY AUTO - COMBINED SINGLE LIMIT 8 BODILY INJURY (Per person) $ ALL OWNED AUTOS' rt trc SCHEDULED AUTOS - hh HIRED AUTOS' NON -OWNED AUTOS BODILY INJURY (Per accident) $ PROPERTY DAMAGE $ GARAGE LIABILITY AUTO ONLY - EA ACCIDENT $ OTHER THAN AUTO ONLY: ANY AUTO EACH ACCIDENT $ AGGREGATE 8 EXCESS LIABILITY EACH OCCURRENCE $ AGGREGATE $ UMBRELLA FORM $ OTHER THAN UMBRELLA FORM WORKERS COMPENSATION AND EMPLOYERS' LIABILITY - - - - -. WC STATU- OTH- :....'�................. . EL EACH ACCIDENT $ THE PROPRIETOR/ INCL PARTNERS/EXECUTIVE EL DISEASE - POLICY LIMIT $ EL DISEASE - EA EMPLOYEE $ OFFICERS ARE: EXCL OTHER DESCRIPTION OF OPERATIONS/LOCATIONS/VBGCLES/SPECIAL ITEMS RE: Street Use Permit •Europe thru the back door• It is understood and agreed that the City of Edmonds is named as an additional insured regarding the referenced project. CERTIFICATE HOLDER ..... :. ' r,�tNC�.A'iraw . SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE ,.,,-,Pity of Edmonds EXPIRATION DATE THEREOF, THE ISSUING COMPANY WILL ENDEAVOR TO MAIL Building Division 45 DAYS WRITTEN NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT, \ 121 5th Ave. N. BUT FAILURE TO MAIL SUCH NOTICE SH LL IMPOSE NO OBLIGATION OR LIABILITYEdmonds, WA 98020 OF ANY KIND U THE CO P ITS' AGENTS OR REPRESENTATIVES. CJW 421543000 ACORp'25*S C�1861 .: .:.... ::�AGtJR6 OflRPCSRATI©11E 798$. • Tmca E) (-a c.K ��GK c7T�'v�S 1'30 AT 0 oH�S V� �- O Fr- t ce $t-c� C, -9'714- "COLA awt za. V^)S. \N I CITY COPY $ca�K �t �c� OPT tots 3C3� c3�0lk ctr '2�k12 STEM. ET— c.-r Loy 'its -Petit. c� �� s o � c3 R TEt- � tycc»cT 5 t-kotl-rtt S POOz OrNE� uNaty��GP�Z�1-i u 0 Q FT 4T P )Noe 1-C1AoHVs IL- Mt�,. \N I STREET FILE G : S T W-E E-r �J G L. O (Z, vC G p -D Uk M. l hb Ge �p T (5, �i c�ucL l 2 STEM_ Ccz.��-ttoy Q.t�PTt_.UX, �jr � 4v�Ic( TK I:CZ l.�b t L-L, -Pc�u o V�l s n c3 Q T4 KcncT gj 4 rz— T= o C Z-. �- fo KIT t{ S Go 2 C- TK4i��lG� �ONT.TLAI� ST W 1T1� �t�P Ge • • s NAME OF APPLICANT NAME OF BUSINESS MAILING ADDRESS STRPET FIL STREET USE PERMIT APPLICATION 5.G. Tavlor Construction, Inc. % Richard "Dick" Feller S.G. Taylor Construction, Inc.. 1751 Dexter Ave. N. ,Seattle, WA 98109 (206) 286-1615 CONTACT PERSON AND PHONE NUMBER: Richard "Dick" Feller (206) 786-0937 Cell_ Number ADDRESS OF PUBLIC USE: 130 4th Ave. N. , Edmonds , WA Describe the public place or portion of public space to be utilized: 80' Feet of Street right of way by 12' Feet wide along the east edge of 4th Ave. North between main and Bell streets and approximately 3' feet of alley R/W x 45 feet long as shown on attached sketch. Specify the type of use desired: 'Mass excavation for basement and for site access and materials staging. The alley -eP.r;.*ill be required for brick masonry on the second story exten.tion over the parking area. Specify the length of time for use: 4th Ave. area June 24th 1999 to Dec_.31st, 1999 Alley Mid NOTE: The issuance of this permit is understoo y the applicant to be of a temporary nature and that no vested right is granted. IXDEkfV1TY.• The applicant understands and by his/her signature to this application, agrees to hold the City of Edmonds harmless from any injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the applicant or the City of Edmonds, or any of its departments or employees, including but not limited to the defense or any legal proceedings including defense costs, court costs, and attorney fees by reason of granting this permit. In addition,, the application understands that the City shall be provided a Certificate of Insurance to indemnity and hold harmless the Ciry of Edmonds from all claims and/or property damage, and naming the City of Edmonds as an additional insured. CODE APPLICATION: 'By signing the application below the applicant warrants that s/he has read or had the opportunity to read Chapter 18 of the Edmonds Commu DeveI ment Code and s/he understands that all terms of the adopted ordinance are incorporated herein as ifset fort ull yl t s application and permits therefore are subject to the terms of that Chapter. %GXll Struseho.docjlg6/98 4 l �l�/ • SIGNATURE OF APPROVAL FROM ABUTTING PROPERTY OWNERS When applicable, if the street use proposal directly impacts any adjacent business or private property. owner • the applicant must obtain written approval from the affected parties. Note, this requirement is evaluated by City Staff and, when required, the applicant will be notified. Signature Signature, Signature Address Address Address Signature Address DO NOT WRITE BELOW THIS LINE --FOR CITY USE ONLY Planning Division Approved By s' ADB# A2G-qR-icx>Date aa( Public Works Approved BDate Q" 78-9? Fire Department Approved B_ Date 6- - 2 ! — F l Police Department Approved Bf Certificate of Insurance Verified B �n k ____ ____ Date -11 g �e Engineering Division Approved By DIG Bonder W Date 1 "1 Remarks or Comments:?"" 19. i06f2riow3 09- r.�r f-0 rg,�r C1_0S1'0' &I.-,: Close ef/i4m cy l"eu y *I; y ita' --c dew(f. ,Wu4' tr,1 & .9u- A1.C;4 SS yr vW!F s f!a f We A4* -4 i4 44wae. !il?rZc / 5AOVIalj�'. Aare, sr�'.tr l,..-eec."Irmo ;%( e atri.e4_ vk.h 1 C. (At S STREET USE PERMIT# RELEASED BY BUILDING PERMIT # DATE OF ISSUANCE 2 _ Q f& V U (' TUT 44 I J 5 � C� LP-t21 k°( `t :!�rw *1a 411+4 &Zd ) _& Struseho.docj1g6/98 206-749-4800,,., INSURED• S.G. ;Taylor,.,,Construction, Inc. 1751-Dexter.,Avenue N. Seattle, WA 98109 ::::. ::::... 'RAfi DATE (MM/DD/YY) 2/09/00 THIS -CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. COMPANY A Evanston COMPANY B COMPANY C COMPANY rants w. D tY9VERA0ES ......:::......: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMEUIr BOVE-FOR'TFIErP`OL'ICYYPERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT�TO�WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. CO TYPE OF INSURANCE POLICY NUMBER POLICY EFFECTIVE POLICY EXPIRATION OMITS LTR DATE (MM/DD/YY) DATE (MM/DD/YY) GENERAL LIABILITY GENERAL AGGREGATE 8 2,000,000 A X COMMERCIAL GENERAL LIABILITY OOGLP1004418 2/01/00 2/01/01 PRODUCTS - COMP/OPAGG $ 1,000,000 CLAIMS MADE ®OCCUR PERSONAL & ADV INJURY $ 1,000,000 OWNER'S& CONTRACTOR'SPROT EACH OCCURRENCE 8 1,000,000 % Deductible: FIRE DAMAGE (Any one fire) $ 50,000 2 50O MED EXP (Any one person) $ 0 AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ ANY AUTO ALL -OWNED AUTOS:, : „ BODILY INJURY $ SCHEDULED,AUTOSir ,:'c C'7t'..1'-._.,._ _ (Per person) . HIRED AUTOS BODILY INJURY $ NON -OWNED AUTOS (Per accident) - - PROPERTY DAMAGE 8 GARAGE LIABILITY ANY AUTO - AUTO ONLY , EA ACCIDENT 8 OTHER THAN AUTO ONLY: EACH ACCIDENT 8 AGGREGATE 8 EXCESS LIABILITY UMBRELLA FORM OTHER THAN UMBRELLA FORM EACH OCCURRENCE 8 AGGREGATE $ $ - WORKERS COMPENSATION AND EMPLOYERS' LIABILTY THE PROPRIETOR/ INCL PARTNERS/EXECUTIVE OFFICERS ARE: EXCL _- -- - _ - - - - — - -- - — - ---- - ---- WC STATU• OTH- EfL........:................ ... .-_...-._.:..... _..... EL EACH ACCIDENT 8 L DISEASE - POLICY LIMIT 8 �ELDISEASE - EA EMPLOYEE 8 OTHER 4-T-14 ------------- IT TE C,4 ---------------- VL z LU z LLI 25' EXIST. ce -is/De WvUAL-r- cc-/-D e25 AW-46) S 60*44'451,E - 120.00, NEWBUILDiNCz I CHUF C H c c. u Te- i -r,-.e az 7 ; G 7-W R PLC, t4Tr-0) QK 3�11f. ;4Z3 LU U)A R, q) . �T- L i-:vF- L! I 0 ht LLI - f 71 nr 2C qb q 50, 44?< 4Z 2 53 *0 4 NC-w T�> �-oc4 'L o (- l 3 o- 0 �f3 6"1 City of Edmonds Permit No: ' �oc RIGHT—OF—WAY CONSTRUCTION PERMIT Issue Date: A. Address or Vicinity of Construction: 130 qM B. Type of Work (be specific): �'2 V T% 1 t r T cam' A c. n s S e- I-r-r A t_ £ i fo Il lkmkc 0 4TH AV C. N. plcic ¢ �•, •.i L Ofy i (� f on d„ S �v u n e . ;} po 4• t r. �� K,h/ C. Contractor: ,cam CIA Mailing Address: �� r-! E�Tt� a_f11CT?l.b. State License #: 1 AY L C D. Building Permit # (if applicable): Contact: 1J t L.4 �G3'Lc.-�� Phone:, 2.0 G 7 S to1` , (D Liability Insurance: Bond: $ Side Sewer Permit # (if applicable): E. ® Commercial ❑ Subdivision ❑ City Project ❑ EUC (PUD, GTE, PSE, CHAMBERS, OVWD) ❑ Multi -Family ❑ Single.Family ❑ Other INSPECTOR- F. PAVEMENT: ❑ YES ❑ NO G. SIZE OF CUT X H. Charge: $ CONCRETE CUT: ® YES ❑ NO l Z. APPLICANT TO READ AND SIGN IDEMNITY. Applicant understands by his/her signature to this application he/she holds the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason of granting this permit. THE CONTRACTOR IS RESPONSIBLE FOR .WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR, FOLLOWING THE FINAL INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT. ♦ Traffic control and public safety.shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296=155-305 and must , have certification verifying completion of the required training in their possession. ♦ ..Restoration is to be in accordance with City .codes. All street -cut trench work shall be patched with asphalt or City - approved material prior to the end of the workday — NO EXCEPTIONS. ♦ Three sets of constructiondrawings of proposed work are required with the permit application. I HAVE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE THAT I MUST MAKE THE PINK COPY OF THE PERMIT AVAILABLE ON SITE AT ALL TIMES ,FOR INSPECTIONS Signature: (Contractor. or Agent) CALL DIAL -A -DIG (11-800-424-5555) PRIOR TO BEGINNING WORK FOR CITY 1 Approved by: RW Time Authorized: Void After'M6 °/ 9V ' . /' -000 Special Conditions,: mac►tnO t rc�- r�I MCK V N'f c L 1^'1 NA t°A vt N !n CA y_. PQ, ..i c r. J E ONLY Right-of-way Fee: Disruption Fee/Fund 111: Restoration Fee: Total Fee: —7'0 ` Receipt No: Issued by• r UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS COMMUNITY DEVELOPMENT CODE. FINAL APPROVAL OF PERMITTED WORK: INSPECTOR'S SIGNATURE' DATE: For inspection requirements see Engineering Information Handout. imNO WORK SHALL BEGIN PRIOR TO PERNIIT ISSUANCE •City of Edmond# * Y CONSTRUCTION RIGHT -OF -WA -�- PERMIT Permit Number: Issue Date: b A. Address or Vicinity of Construction: X ' Q .06. 1,41 j _ p B. Type of Work (be specific): awxt, C. Contractor: �(� i¢yG�,L� Q/ Wttaq'act: Mailing Address: obe: %7 State License Ta rA Z, e,—Z 12_;LLe Liability Insurance ODBond: a D. Building Permit # (if applicable): , 9�%3S8 Side Sewer'Permit # (if applicable): E. [Commercial ❑ Subdivision ❑ City Project ❑ . Utility (PUD,.GTE; WNG, CABLE, WATER) ❑ Multi -Family ❑ Single Family ❑ Other INSPECTOR: INSPECTOR: F. Pavement or Concrete Cut: .. Yes ❑No G. Size of Cut: x H. Charge $ APPLICANT TO READ AND SIGN INDEMNITY: Applicant understands and by his signature to this application to hold the City of Edmonds harmless from injuries, damages, or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds; or any of its departments or,; employees, including or not limited to the defense of any legal proceedings. including defense costs and attorney fees by reason of granting this permit. 4� THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND `AlATERIALS FOR A PERIOD OF, ONE YEAR FOLLOWING THE FINAL INSPEC- TION AND ACCEPTANCE OF THE WORK. ESTIMA TED RESTORA TION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT r ets of construction drawings of proposed work required with permit application. - A 24 hour notice is required for inspection. Please call the Engineering Division, 771-0220. Work and material is to be inspected during progress and at completion. Restoration is to be in accordance with City Codes. Street shall be -kept clean at all times. Traffic Control and Public Safety shall be in accordance with City regulations as.required by the City Engineer. All street cut trench work shall be patched with asphalt or City approved material prior to the end of the working day; . NO EXCEPTIONS. I have read the above stem and er he permit requirements and .the pink copy of the permit will be` ' available on site at aim or ' ctioL���oses. NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE h Eng. Div 1997 ". _ - ._� .SrJ .. , .. � �. x ..fir � � � _ ., `..--. .. � _ � �� '� - ' _� I� P.1/2 JUL 15 '99 02:03PM SG TRYLOR CONST. 09 �dX pECt--- IVSO JUL 15 ENGINEERING To: Gordy Hyde From: Bryan Bergstedt Company: City of Edmonds Phone: (206) 286-1615 Re: Office Bldg for Rick Steves Fax: (206) 286-9818 Fax: 425 771 0221 Date: 07/15/99 2:06 PM Pages: 2 CC: ❑ As Requested' ❑ For Review & Comment ❑ For Your Use ❑ Please Reply 0 Comments: Advanced Fire Protection, Inc. letter regarding fire service size attached as discussed. Please let me know if there is anything else I need to do regarding the size discrepancy between what is required (4") and the approved Civil Drawings (8"). Thanks, Bryan Bergstedt JUL 15 '99 02:09PM SG TRYLOR CONST. P.2i2 D VA N � P.O. Box dinv • 19738 - olwo4AAo .E. Woodinville, Washingto 0 FIRE PRO7-E�r��N �NC A WASHINGI'ON CORPORATION O July 13, 1999 • `-�S,G TAYLOR AUCT ON S. G. Taylor Construction, Inc. 1751 Dexter Avenue North Seattle, Wa. 98109 AT-TENT40N : ----Brian Bergstedt RE Rick Stevens Office Building SUBJECT : 4" Water Service Dear Brian, Per our telephone conversation, only a 4" fire water service is required. Sprinkler design is .20/1500 square feet, ordinary hazard group 2, paper storage.. . 350 G.P.M. Sprinkler Demand 250 G.P.M. Hose Requirement 600 Total G.P.M. Requirement If you have any further questions, please call Jerry at 425-743-2736. Sincerely, ADVANCED FIRE PROTECTION, INC. BilITY18kay, President (425) 483-5657 - 800: 239-3477 • FAX: 483-5077 - advfire®aol.com JUN 16 '99 02:35PM SG TRr'LOR CONST. F;Iqyt P.1/2 To: Lyle Chrisman From: Bryan Bergstedt Company: City of Edmonds Phone: (206) 286-1615 Re: Office Bldg for Rick Steves Fax: (206) 286-9818 Fax 425 771 0221 Date: 06/16/99 2:27 PM Pages: 2 CC: ❑ As Requested ❑ For Review & Comment ❑ For Your Use ❑ Please Reply • Comments: SGT letter of 6/16/99 attached `! JUN 1 6 � � JUN 16 '99 02:35PM SG TRYLOR CONST. + * • G. TaV I or AL CONSTRUCTION INC, 1751 Dexter Ave. North Seattle, WA 98109 206 286-1615 FAX: 286-9818 June 16, 1999 City of Edmonds Attn: Lyle Chrisman Re: Office Building for Rack Steves Subject: Sitework Cost Itemization Ws P.zi2 "1 JUN Per our telephone conversation earlier today, I am forwarding the cost itemization for the sitework categories asphalt, grading and storm detention system. Following is our itemization: 1. Asphalt paving - $ 5,082 2. Grading - $ 1,000 3. Storm Detention $14,926 $21,008 Please feel free to call if you have any further questions or items requiring clarifications. Sincerely, S.G. Taylor Construction, Inc. G Bryan Bergstedt Project Manager General Contractor SGTAYCI123BF . " CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771.0221 R. J DEVELOPMENT SERVICES DEPARTMENT j 189 p Planning • Building • Engineering nc. May 26, 1999 Mr. Charles Price, PE ECG, Inc. 16102 NE 1751h Street Woodinville, WA 98072 SUBJECT: Proposed Office at 130 Fourth Avenue North (ADB 98 100)(P 8 378) C�L Dear Mr —*'Le: BARBARA FAHEY MAYOR _ _ The Engineering Division reviewed your revised civil site design. The. review team notes_the following revisions/corrections.. Please contact the review team members directly -for questions" = _--regarding-their"comments._-_ Storm Drainage Don Fiene Hydraulics Engineer at (425) 771-0220 Ext. 323 • Provide more detail on how water runoff from the parking lot gets to the biofilter and - --- - - w==1.t then games into -detention: - -- - • Does manufacturer specify cover limits for HDPE? - Utilities — Jim Waite Water/ewer Supervisor at (425) 771-0235 • Show how water service will be provided and size of meters. • Show where double detector check valve assembly in vault will be placed. It must be located within ten feet of the Fourth Avenue North .right-of-way. It appears that the garbage enclosure location may create a sight distance hazard for motorists entering and exiting the alley from both the existing and the proposed new parking. The enclosure height or screening must be designed accordingly. . When the revisions are complete, please resubmit two sets of revised plans and the attached redlined plans for further review. If you have any other questions, do not hesitate to contact me at (425) 775.7744. Sincerely, ORDON C. HYDE Development Services Engineer GCH/cmc c: Lara Knaak, Permit Coordinator Mr. Warren Lafon • Incorporated August 11, 1890 • G:\ENGR\G0RDW100b.D0C C:,.a.,.. r`:... I_r.: - Ihc.1890 CITY OF EDMONDS BARBARA FAHEY, 121 5TH AVENUE NORTH • EDMONDS. WA 98020 - (425) 771-0220 FAX (425) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works • Planning/Building • Parks and Recreation • Engineering • Wastewater Treatment Plant April 6, 1999 Mr. Charles Price, PE ECG, Inc. 16102 NE 175' Street Woodinville, WA 98072. SUBJECT: Proposed Office at 130 Fourth Avenue North (ADB-98-100)(PC 98-378) L.6wclL Dear Mr. —Price: The Engineering Division reviewed your revised civil site design. The review team notes the following revisions/corrections. Please contact the review team members directly for questions regarding their comments. ,Storm Drainage — Don Fiene. Hydraulics Engineer at (425) 771-0220 Ext. 323 • See comments in the Storm Drainage Report. Revise as needed. • Provide the attached details on the Erosion Control Plan. • HDPE is not allowed in roadways or under the path of vehicles. • Address question regarding off -site flow from the southwest. • Add notes and revise details as indicated. • Provide a detail of control structure and profile of storm system. Utilities — Jim Waite, Water/Sewer Su2ervisor at (425) 771-0235 • Show how water service will be provided. • Show how sewer service will be provided. Show pipe material, size, slope, invert information, etc. • Show where double detector check valve assembly in vault will be placed. It must be located within ten feet of the Fourth Avenue North right-of-way. It appears that the garbage enclosure location may create a sight distance hazard for motorists entering and exiting the alley from both the existing and the proposed new parking. The enclosure height or screening must be designed accordingly. Show proposed dimensions for parking stalls and aisle widths. Provide wheelstops (or curbs) in all parking spaces adjacent to all pedestrian access. • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan Charles Price, PE ECG, Inc. April 6, 1999 Page 2 When the revisions are complete, please resubmit four sets of revised plans, two sets of revised stormwater calculations, and the attached redlined plans and calculations for Rather review. If you have any other questions, do not hesitate to contact me at (425) 775.7744. Sincerely, ORDON C. HYDE Development Services Engineer GCH/cmc Enclosures c: Lara Knaak, Permit Coordinator Mr. Warren Lafon \\CITY2\SYS\ENGR\GORDY%100a DOC 010 Date: To: From: MEMORANDUM March 18, 1999 Don Fiene, Hydraulics Engineer Jamal Mahmoud, Traffic Engineer Gordy Hyde, Development Services Engineer Subject: Building Permit Application for Steves Office Building at 130 W' Ave. N. (ADB-98-100) (Plan Check 98-378) The Engineering Division received the attached building permit application on March 17. If you need more information, please check with me, as I have the ADB file and earlier correspondence with the applicant. Please return your review comments and requirements to me by March 30, earlier if possible, so I may prepare a letter to the applicant. Your cooperation in initiating a prompt review is appreciated. Thank you. CITY OF EDMONDS ENGINEERING DIVISION b8378a.doc �►! 00 9902100612 02/10/99 14:44 p.0002 Recorded Snohomish County Return Name and Address: ? Please orint or tvoe information Document Title(s) 1. 2. 3. 4. Grantor(s) 1. 2. 4. ❑ Additional names on page of document. Grantee(s) 1. 2. 3. ���. C_ 4. ❑ Additional names on page of document. Legal description (abbreviated: i.e. lot, block, plat OR section, township, range, qtr./qtr.) U7� q - Additional legal is on page of document Reference Number(s) (Auditor File Numbers) of Documents assigned or released: ❑ Additional numbers on page of document. Assessor's Property Tax Parcel/Account Number 4344-Ccl-ccj�-,-C)o� ❑ Property Tax Parcel ID is not yet assigned ❑ Additional parcel numbers on page of document The Auditor/Recorder will rely on the information provided on the form. The staff will not read the document to verify the accuracy or completeness of the indexing information. TIRCATION OF LOT AGGREGATIO0 Property Address: 12© — 124 ayl J 12 G ~ 13 Q Eau A tc 0 . Edmonds, Washington Description of Both Parcels: ■ ��J�1t�J.� � 7.-t���t� ��]�•z�l•1����I���1�.�� i'i[r9 �T.7 ��;� fC�l:�G't �:1!' • e.i u �1 ►1, . 1 e�. • . Assessor's Parcel Numbers: t4S+4' 0 O L- 009 — 0 O U (n 008- 000-7 WHEREAS, the owner of the above lots has applied for a building permit to erect a structure across the internal lot line between said lots, violating allowed use provisions established by City ordinance; and WHEREAS, the owners desire to aggregate said lots into one building lot in order to remove side yard setbacks and receive a building permit. NOW, THERERORE, the undersigned property owner, as owner of the above lots, in the city of Edmonds, Washington, do hereby aggregate said lots into a single building parcel. This notification is being recorded in order to confirm the aggregation so that a building permit may be issued by the City of Edmonds to construct a building across said lot lines, without the imposition or requirement of normal setbacks along the common border of the lots. The City will apply setbacks to the newly aggregated lot only along the perimeter of the newly aggregated lot in accordance with current ordinance. By this notification, the owners bind themselves, their successors, heirs and assigns to treat the above lots as one lot and to commit to re -subdivision of the lots in accordance with the provisions of law and ordinance prior to any future sale of less than the entire newly created parcel. DONE THIS ' day of 199q, Property Owner Signature: STATE OF WASHINGTON COUNTY OF SNOHOMISH I certify that I know or have satisfactory evidence that signed this instrument and acknowledge it to be his/her free'and,voluntary-act.'for the u and purposes mentioned in this instrument. Not r 'oipr *4j; seals must be smudged. Dated: 02 — D — 9 F GLYN Pq Signature of .iorvA�� ��'•� Notary Public: 100 • Residing at: (.V FU�UC r L. -ft.My Appointment _ j°''�AZ * Expires: � �• THIS DOCUMENT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR. I TF aF '�f�5 iliiGl'C*: ` ss. \\�`I►►►ulllfi���� C;t)UNTY OF S140HOMISH 1 Auditor, �� i Bob Terwilliger, Snohomish ColnstyAudi is \Q Sp10H04f/,�i���i/ is herobv certify that the foregoing O• x 'rue and correct COPY of the document novf cr: ` ; • ; OG officd. Or recorded In 'my _ whereof hereunto sot My h�.nd in witness QEAL ; this _day Ot l3 t3 TF:FtvVV i(3isfT. unt di iY Ihc. 1890 CITY OF EDMO` `DS BARBARA FAHEY 121 5TH AVENUE NORTH • EDMONDS. WA 98020 • (425) 771-0220 • FAX (425) 771-0221 MAYOR COMMUNITY SERVICES DEPARTMENT Public Works • Planning/Building • Parks and Recreation • Engineering • Wastewater Treatment Plant December 4, 1998 Mr. Charles Price, P.E. ECG, Inc. 16102 NE 175" Street Woodinville, WA 98072 SUBJECT: Proposed Office at 130 Fourth Avenue North/(ADB-98 100)(PC 98 378) Dear Mr. Price: The Engineering Division reviewed your civil site design. The review team notes the following revisions/corrections. Please contact the individual review team members directly for questions regarding their comments. Storm Drainage — Don Fiene Hydraulics Engineer at (425) 771 0220 Ext. 323 • See comments in the Stone Drainage Report. Revise as needed. • Provide Erosion Control Plan that includes notes on soil stabilization BMPs, construction entrance plan, silt fence location, sequence of construction and details. • Indicate pipe types. HDPE is not allowed in roadways or under the path of vehicles. • Provide a detail of control structure and profile of storm system. Traac — Jamal Mahmoud Era& F gineer at (425) 771 0220 Extr 328 • We would like your engineer to address the safety of the power pole on the alley. The power pole could cause a problem for people backing their vehicles on the. alley. 1i- i s Uk. 3�30 Utilities — Jim Waite Water/Sewer SUpervisor at (425) 771-0235 • Show how water service will be provided. • Show how sewer service will be provided. • Double detector check valve assembly may be required with fire safety design. It appears that the garbage enclosure location may create a sight distance hazard for motorists entering and exiting the alley. The alley must be repaved for its full width for the entire length of the property with 1-1/2" of class B ACP. Provide finished grade elevations of the existing sidewalk, curbs, slope of handicap ramp, and finished first floor grade to insure that there is no conflict of grades. Show how on -street parking will be 8100.DOC • Incorporated August 11, 1890 • Sister Cities International — Hekinan, Japan Charles Price, P.E. Ecg, Inc. December 4, 1998 Page 2 signed and marked. Show how three-phase power for elevator will be provided and where the vault will be located: When the revisions are complete, please resubmit four sets of revised plans, two sets of revised stormwater calculations and the attached redlined plans and calculations for further review. If you have any other questions, do not hesitate to contact me at (425) 771-0220, Ext. 325. Sincerely, oe'ia�l ����----- ORDON C. HYDE Development Services Engineer GCH/cmc Enclosures c: Lara Knaak, Permit Coordinator Mr. Warren Won %%CrrY=YS\ENGRIGORDY%s IoD.Doc N N MEMORANDUM Date: December 2, 1998 To: Gordy Hyde, Development Services Engineer From: Jamal Mahmoud, Traffic Engineer J M Subject: Building Permit Application for Steves office Building 130 — 4`h Ave N. (ADB 98-100) (Plan Check 98 —378) In order to complete the review of your building permit application, the following Q traffic issues should be addressed: • SJ 4 PPlease indicate the Land Use code you used to calculate the number of parking spaces �.�5 S �� needed for the additional office space. In your calculation, you have indicated the \��•n �k\qq required number of parking spaces needed is 21, please show how you concluded this v number. A � We would like your Engineer to address the safety of the Power pole on the alley. The power pole could cause a problem for people backing their vehicles on the alley. Thank you. City of Edmonds Community Services Department Engineering Division M Date: To: From: MEMORANDUM November 17, 1998 Don. Fiene, Hydraulics Engineer Jamal Mahmoud, Traffic Engineer Gordy Hyde, Development Services Engineer qcl" Subject: Building Permit Application for Steves Office Building at 130 41 Ave. N. (ADB-98-100) (Plan Check 98-378) The Engineering Division received the attached building permit application on November 9. If you need more information please check with me as I have the ADB file and earlier correspondence with the applicant. Please return your review comments and requirements to me by November 20, earlier if possible, so I may prepare a letter to the applicant. Your cooperation in initiating a prompt review is appreciated. Thank you. CITY OF EDMONDS ENGINEERING DIVISION b8378.doc 1 ,14 K v cityfamo„as land use application �1 ARCHITECTURAL DESIGN BOARD ❑ COMP PLAN AMENDMENT ❑ CONDITIONAL USE PERMIT ❑ HOME OCCUPATION ❑ FORMAL SUBDIVISION ❑ SHORT SUBDIVISION ❑ LOT LINE ADJUSTMENT ❑ PLANNED RESIDENTIAL DEVELOPMENT ❑ OFFICIAL STREET MAP AMENDMENT / STREET VACATION ❑ REZONE ❑ SHORELINE PERMIT ❑ VARIANCE / REASONABLE USE EXCEPTION ❑ OTHER j FILE # ZONE — DATE :7E4�C'D BY _ FEE -- —:! RECEIPT#_// -777 HEARING DATE ❑ HE ❑ STAFF ❑ PB �Q ADB ❑ CC ACTION TAKEN: ❑ APPROVED ❑ DENIED ❑ APPEALED APPEAL# Applicant IZ/Ctt Cj'] 1/ r Phone Address Property Address or Location _ /-30 4e7 Property Owner Phone Address /Zc,L t,L, — Agent tl��2,��; 1 �A-anl Al.- Phone Address A/ ' Tax Acc # _ _ 5)(162 Sec. Tw P Rng. Legal Description _ -6 -517Z�- A2,4IJ Details of Project or Proposed Use The undersigned applicant, and his/ her/ Its heirs, and assigns, In consideration of the processing of the application agrees to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, Including reasonable attorneys fees, arising from any action or infraction based in whole or in part upon false, misleading, inaccurate or Incomplete information furnished by the applicant, his/ her/ its agents or employees. The undersigned applicant grants his/ her/ its permission for public offic is and the staff of the City of Edmonds to enter the subject property for the purpose of inspection and posting atteldant to this applic -----, SIGNATURE OF APPLICANT/ OWNER/ AGENT .i ... - 'CA FILE NO. foritical.Areas Check i«n J 4 Site Information 'lotsl, F0Pography/h:ydro1o1gYyV/v 1. Site AddressALocation: alle behind du lex 12 rth3. tV y)` 2. Property Tax .Account Number: 434-001-008-0007"�(See Attached Exhibit 8) 3. Approximate Site Size (acres or square feet): N/A-58 lineal feet =. 4. Is this site currently developed? X_yes; no_ ; If yes; how is site developed? ._ [ 7i "'1.:.-�' �s iy :r "i.^� t...• f 'S 4'>. q..� "s.,,'' .q !- .R 4• 5. Describe the general site topography. Check all that apply. 1•-' t7A )Flat: :less than 5-feet elevation changeover entire site. Roliing:��slopes,on-sitegener"ally5less than B%{a'vertical d of i0-feetover fl0 l�-,i: '' borizontal'distance of 66-feet). .. w •"+3'"9�(��',Hlli�'.a��d`J3i�+"`�� �. .�"'" �'kf "i4 ri:.� if �n • .�- .• ,.-.t�y1�' 1 Y �q,�/„ p s+vpes present on site of more than �5%":an' less thin a vertical cise i �. ?•°f� "l1'-#ryi7 - ✓c. $i`11iA'?Y�¢ �". �• b r �-r 'i'i•�'.' l n. rr, r. n i �i.;1 �i a $+1.F /y sru''N of 10=feet over aoruontal distance of 33 to 6frfeet).' tee ,grades of reater than 30% resent on site a vertical rise of 10 feet over a f f,� p t Q tzS , : P hortzonit distance of less than 33-feetJ1 �- ..Stl'_'.� J { -I .iil' . u1.1!11 �J, !i+' .d --3i! d n�.! .l �'Irl:.i �Si L1 !f.—:J. .?/�'r. ..1. 4jY .tii ia'7'i..�:• .. Other (please describe).: 6. Site contains areas of year-round standing water: N/A ; Approx. Depth: N/A' 7. Site contains areas of seasonal standing water: N/A ;. Approx. Depth: N/A - What !season{s) of the year? - N GA, . a c , ; :•.ei v. S:�i ,t :`.�+'��.y'.4�. .f.9i .-, «{..' ;,tti•i:rl•{:.i- ,; $. -'Site is m tfie floodway Nn ` floodpiain of a'water .course. ,..F3191;Y��7y�Y=za, .;ar.�' -1. ` h$ tz . 9.. Site contains' a creek or an area where water flows across the grounds surface? Flows are year round? No ate ... 44, xy. ,J.;:=�...�Nt Flows are seasonai_ No (What time of year? N/A ). Y��6� -'.• - . � i�il!..x,�1Y�:3'iClsJ i'3''?'u.:•. ,..i «�,� :«fi '.a A0 , Site is primarily. forested meadow.; shrubs•,. t,y,-tt urban laniiscaped Oawn,shrubs etc) -� _ (Refer to Item 4 -�:il...Obvious wetlar�d.i: _...�.�..,. __.... ,.._..._----.....:�.._..-�._._:_._.....�..._.; .. . s s present on site: N/A . - r. 6.�?-.�.��»J._: •�,- ...i, ;> -.. • r:• '�.,.^fai. ..«�'? rrt, ...*•,'�. r..r,.. C-,::iJ.+r..-r..M,.. ,r.t.�; 5� 'v uwi:,•)Y.•i:XN_!S21MY. ):a: rit}",:_.•v�:a: �_. v.. •..:e. ': ... .:: n.:........_.... .......... ._....... .. ... .. ... ... . -. _. ...-.--.-..-. ..-- .. Date: To: From: Subject: MEMORANDUM August 25, 1998 Planning Division Gordy Hyde, Development Services Engineerc-�'64 ADB Application for Steves at 130 — 4" Ave. N. (ADB-98-100) Per the note on your attached memo, there will be no traffic mitigation fee assessed for the subject development. CITY OF EDMONDS ENGINEERING DIVISION 8100.doc �J M. Date: To: From: Subject: MEMORANDUM August 6, 1998 Lyle Chrisman and Jamal. Mahmoud j Steve Bullock Senior Planner Rick Steve's new office bulding, ADB 98-100, traffic mitigation. NC ryAc On projects where the Engineering Department is going to require a traffic mitigation fee (see item 3 on the attached Engineering Memo), please notify me of that dollar amount as soon as, possible. The only way we have of legitimately requireing that fee is through the SEPA process. SEPA is the first thing I work on with these applications and I can't do anything with them until I get the mitigation fee from you. I have attached a copy of the Engineering Memo stating a traffic mitigation fee will be required, and the traffic report submitted with the application. Please let me know as soon as possible what the fee will be. Thanks SteveB Attachments 1. Engineering Memo dated 7/13/98 2. Traffic Report by Reid Middleton dated June 19, 1998 PC: City of Edmonds cza Planning Division 981001M.DDc 08/06/98. Date: 13 July, 1998 To: Planning Division From: Lyle Chrisman, Engineering Specialist Subject: ADB APPLICATION FOR STEVES- 130 4th AVE N- (ADB 98-100) The Engineering. Division has reviewed the application and provide the following comments. 1. Alley shall be paved full width the length of the property with 1-1/2" class `B" acp. 2. Provide finished grade elevations of the back of existing sidewalk, slope of handicap ramp, adjacent parking and finished 1st floor grade to insure there is no conflict of grades. 3. Traffic mitigation fee will be required and must be paid before issuance of the building permit. 4. The applicant must comply with storm water quality and quantity as required in Ordinance No. 3013. 5. The City Engineer will approve a site plan, designed by a professional Engineer, prior to authorization of. construction. The site plan must show compliance with Ordinance No. 3013, Storm Drainage, all utility connections, and traffic control measures including pavement marking and signing. The application is complete at this time. The applicant will be required to comply with all the terms of any future permits. City of Edmonds Reid iddteton June 19, 1998 File No. 25-98-011-001-01 E„gine Mr. Warren Lafon Warren Lafon Architects 123 Fourth Avenue North Edmonds, WA 98020 Subject: Rick Steves' Europe Through the Back Door Traffic Study Dear Mr. Lafon: We investigated the anticipated traffic generation and distribution for Rick Steves' Europe Through the Back Door (Rick Steves'). Rick Steves' will be moving to a new building next door to their present location on Fourth Avenue N in Edmonds. Rick Steves' is a resource center for travel research. In addition to providing a travel library, they organize tours and issue rail passes. The Institute of Transportation Engineers (ITE) Trip Generation Manual, 6th Edition does not include trip generation rates for this type of land use. Therefore, trip generation counts were collected for the PM Peak Hour on June 16 and 17, 1998, These counts showed an average of three vehicles entering and three vehicles exiting Rick Steves' for six vehicle trip ends during the PM Peak Hour. This is a trip generation rate of 2.5 vehicle trip ends per 1,000 square feet, 50 percent entering and 50 percent exiting. The remaining space in the building is general office. The ITE Trip Generation Manual, 6th Edition, page 1,054, shows an average trip generation rate of 1.49 vehicles per 1,000 square feet for general office space, 17 percent entering and 83 percent exiting. The following table, based on observedtrip generation and the ITE Trip Generation Manual, 6th Edition, presents the anticipated PM peak hour trip generation for the project. Rick Steves' (2.5 veh/1000 soft.) General Office (1.49 veh/1000 N. ft.) Area (sq. ft.) Trips Area (sq. ft.) Trips Current: 2,400 6 2,400 4 Future: 2,060 7,060 • 11 Net loss or. gain: +7 Reid Middleton, Inc The net result of this project is six new vehicle trips, one entering and five departing. 126134th StteetSW Suite 200 Eve(eft, Washington 98204 Ph: 425 741-3800 Fax: 425 1411-3900 06/19/98 15:34 FAX-4257413900 REID MIDDLETON Z03 Mr. Warren Lafon Warren Lafon Architects June 19, 1998. File No. 25-98-011-001-01 Page 2 A10 ,>ta p The enclosepn-aiResents the anticipated distribution of the above traffic on the street network in t eLi vicinity of the project. Our experience has been that many jurisdictions consider less than ten new trips through an intersection to be of negligible impact. Please contact Patrick McGrady or me if you have any questions. Thank you for allowing Reid Middleton, Inc. to be of service. Sincerely, Reid Middleton, Inc. C � William D. Goo win Director, Surface Transportation Group bjr\s6Wbn\stcves\steves.doc Enclosure I Reid icldEeton June 19, 1998 File No. 25-98-011 -001 -01 Mr. Warren Lafon Warren Lafon Architects 123 Fourth Avenue North Edmonds, WA 98020 Subject: Rick Steves' Europe Through the Back Door Traffic Study Dear Mr. Lafon: We investigated the anticipated traffic generation and distribution for Rick Steves' Europe Through the Back Door (Rick Steves'). Rick Steves' will be moving to a new 'building next door to their present location on Fourth Avenue N in Edmonds. Rick Steves' is a resource center for travel research. In addition to providing a travel library, they organize tours and issue rail passes. The Institute of Transportation Engineers (ITE) Trip Generation Manual, 6th Edition does not include trip generation rates for. this type of land use. Therefore, trip generation counts were collected for the PM Peak Hour on June 16 and 17, 1998. These counts showed an average of three vehicles entering and three vehicles exiting Rick Steves' for six vehicle trip ends during the PM Peak Hour. This is a trip generation rate of 2.5 vehicle trip ends per 1,000 square feet, 50 percent entering and 50 percent exiting. The remaining space in the building is general office. The ITE Trip Generation Manual, 6th Edition, page 1,054, shows an average trip generation rate of 1.49 vehicles per 1,000 square feet for general office space, 17 percent entering and 83 percent exiting. The following table, based on observed trip generation and the ITE Trip Generation Manual, 6th Edition, presents the anticipated PM peak hour trip generation for the project. Eaq,;'ivo r Planiien( s„ rivy.w Rick Steves' (2.5 vehl1000 s4. ft.) _General Office 0.49 veh/1000 N. ft.) Area (sq. ft.) Trips Area (sq, ft.) Trips Current: 2,400 6 2,400 4 Future: 2,060 5 7,060 11 Net loss or gain: .1 +7 Reid Middleton, Inc The net result of this project is six new vehicle trips, one entering and five departing. 726130 Street SW Suile 200 Eve(ett, Washington 90204 Ph: 425 741.3800 Fax:42S 741.3900 05/19/98 15:34 FAX 4257413900 r Mr. Warren I.afoo Warren Lafon Architects June 19, 1998 File No. 25-98-011-001-01 Page 2 REID MIDDLETON Q 03 The enclosed map presents the anticipated distribution of the above traffic on the street network in the vicinity of the project Our experience has been that many jurisdictions consider less than ten new trips through an intersection to be of negligible impact. Please contact Patrick McGrady or me if you have any questions. Thank you for allowing Reid Middleton, Inc. to be of service. Sincerely, Reid Middleton, Inc, /,�" �64--- William D. Go win CIO Director, Surface Transportation Group bift-( fon\steves\steves.doc Enclosure ReirJ idrlleton pu�ET 'PUGS . � . DR MELODY:LN ' a Q s :.. T cl r N� BROO HINDLEY N 11 EWLAND W1( f KMERE :. DR ` i• ,� z BROOKMERE ST e z I9 T BIMCKE7TS i • i IASP:.:� co z ST S W R ST VI EWMOOR f -. NGINTAIN VISTA ; I.:P a�e BEACH .. I LTNER VISTA : I ---. YIS SATER {�UTADE pL , OR E[1 J - } ,� .QCAk �' �` ST CAROL • .... } SIERRA �3 . Arc tx QI-----PL �o o > GLEN GLEN ^ ST �,� sIE__.�sr nv �- eF I Vic. SPAbEISTc,m �_T- T PK SEbSpV T ►r ELL ^j =� ST ova ELL Nrl, �Hj Yo �o MAIN �� ��r ^f.� ST0"1111All uj ST CR 'Y FS 3 h CC ' n im DAYTON cte- "��.,y��� :�k,.�..-ST .�y ,. ZZ C11161 C7R. :x t.. �.• s ', �23 MAALE ,.; j;-, Viz:. to_ . •, • ' �� ����,�! - � c MAPLE--'AnSTIL 3 �'q to 'ALDER ALDE r -- _ Z •' coI1�LN� �..."•._.. r� V 1%`..s I JJJ��� iii r i HOLLY dR •• F CEDAR ST CE apt �vQ DELL WY wo�IA ..:;� -� srRuc� ,n 4�� j/ PARK r ' ~: un ' 1 M iCMN'C ! } . �.+,'s:' srRUCE vs ST . .r:� erg MEMORANDUM Date: 13 July, 1998 To: Planning Division From: Lyle Chrisman, Engineering Specialist Subject: ADB APPLICATION FOR STEVES- 130 4th AVE N- (ADB 98-100) The Engineering Division has reviewed the application and provide the following comments. 1. Alley shall be paved full width the length of the property with 1-1/2" class "B" acp. 2. Provide finished grade elevations of the back of existing sidewalk, slope of handicap ramp, adjacent parking and finished 1 St floor grade to insure there is no conflict of grades. 3. Traffic mitigation fee will be required and must be paid before issuance of the building permit. 4. The applicant must comply with storm water quality and quantity as required in Ordinance No. 3013. 5. The City Engineer will approve a site plan, designed by a professional Engineer, prior to authorization of construction. The site plan must show compliance with Ordinance No. 3013, Storm Drainage, all utility connections, and traffic control measures including pavement marking and signing. The application is complete at this time. The applicant will be required to comply with all the terms of any future permits. City of Edmonds 60.48'22" W BELL E / 00 25' I^ c� z a � w m °D °p o I� g m 9 w s v 1 10 NE BLDG. COR. 6.0 S. OF PROP. O LINE N - 25.00 - . _ _ 19.15 S 60.44'45" E - - '>6.0 ASPHALT 1 Z .00' w 33.3' 0 lbg9 O � o a OVERHANG 00 a# OVER LANDING 0) CNI 1"IN Z io 126-130 GPQ I _ 4th STREET 11 S I y 25' ` 41 ts I � U Z a °D U m Ir D U I z O lop 1 , GaG � 0 G I 25' 1 'oo. P'6 I . ('DATE RECEIVED [PERMIT EXPIRESLl CITY OF EDMONDS PERMIT f NUMBER CONSTRUCTION PERMIT APPLICATION JOB ' t SUITE/APT# ADDRE89 U/ — OWNER NAME/NAME OF BUJ$INESS C ll��+-•• II L PLAT NAME/SUBDIVISION NO. LOT NO. LID NO. LID FEE $ �UWW MAILING ADDRESS / / PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP TE p Ap roved 30 / /S _ VV L /� / G 7 EXISTING PROPOSED tl O Street Use Permit Required DInspection Required O CITY ZIP TELEPHONE e_ ZQ ( REQUIRED DEDICATION Sidewalk Required 13 Underground t7 FT Wiring required 0 NAME W/11�1�Fr/ 44. METER SIZE LINE SIZE NO. OF FIXTURES PRV REQUIRED [YESO W G LChlf /.G{ f/ NO t _ ADDRESS REMARKS WNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROL/DRAINAGE CITY ZIP HONE bad/nR laKic.i ITELE `�'vi.,,,.%!i:/t�S. Ol ��w NAME _ CBL# ZIP STATE LICENSE NUMBER EXPIRAI PROPERTY TAX AC107FNT PARCEL NO. 77 // ❑ NEW ❑ RESIDENTIAL UMBIN MECH COMMERCIAL ADDITION ❑ COMPLIANCE OR X E D USE CHANGE OF USE REMODEL, ❑ MULTIFAMILY ❑ SIGN ❑ REPAIR ❑ GRADING ❑ � ENCE CYDS X ❑ DEMOLISH ❑ TANK ❑ OTHER ❑GARAGE RETAINING WALL CARPORT ❑ ❑ FRE SPRINKLER ROCKERY FIRE ALARM (TYPE OF USE, BU NE OR ACTIVITY) EXPL N: NUMBER _„ OF � NUMBER OF DWELLING J STORIES UNITS DESCRIBE WORK TO BE DONE j It �! f I �/ .+ �"iT�r7 tom/ /°Ye✓ -riles r i -P"_. /,�-sr.�r�. , G7 E CG '17lH 0 z z 2 t7 W ENGINEER G REVIEWED BY '/ ATE RE E WE By DATE W U. QyARIAN— CAE 0^�cU I HORELINE O#JL� REO'D INSESCO A SEI COMPLETED P EXErpPT I/ r oy` NO CA# WAIVE4d - ZONE SIGN AREA ALLOWED STUDY [3 .PROPOSEDPROPOSED LHEIGHT � LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED. SETBACKS (FT:) ALLOWED PROPOSED FRONT SIDE REAR FRONT LASIDE REAR (� "e,,....� z v V z PARKIN�GG LOTAREAPMW REVIEWED BY'/ DTE g D PR ILA /LLANNING �J d' I / l• & 97, FT.) REMARKS SPECIAL INS&E/CTIO1 REQUIRED W YES CODE I OCCUPANT ,� �3 GROUP CONSULTANT OCCUPANT LOAD _�, J GEOTECH REPORT BY: m STRUCTURAL E IGN 1 n 2 BY: fi VALUATION Description FEE Description FEE Plan Check �� State Surcharge HEAT SOURCE LOT SLOPE% VESTED DATE Building Permit City Surcharge _ ' PLAN CHECK NO: r Plumbing Base Fee THIS PERMIT AUTHORIZES ONLY THE WORK NOTE . THIS PERMIT COVERS WORK TO Mechanical I•- BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBIC f J DONMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE Grading t SEPARATE PERMISSION. a a: Lu PERMIT APPLICATION: SEE ECDC 19,00.005(A)(5) Engr. Review a PERMIT LIMIT: SEE ECDC 19.00.005(A)(6) Engr. Inspection SEE BACK OF PINK PERMIT FOR MORE INFORMATION w'APPLICANT, ON BEHALF'OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESSORS Fire Review " Plan Chk. Deposit 7 .tea J IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND ALL CLAIMS FOR DAMAGES Fire Inspection Receipt # p OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY = FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE ODEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscape Insp. Total Amt. Due. ) 0 NOR LIMIT IN ANY WAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.* Recording Fee Receipt # I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC• CALL This application is not a permit until signed by the TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid; and r/ IN VIOLATIO OF THE LABOR CO THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provideil.r ;` , r,�' ` WORKMEN'S 0 4ATION INSU N ND RCW 18:27. �F; IG RE DATE SIGN T ( R OR A ENT : DAT,E•SIGNED (425) it 7 1 -0220 / ;R9EASED BY DATE ATTENTION .' EXT. 1333 IT IS UNLAWFUL TO USE O GeOPPY A BUILDING OR STRUCTURE UNTIL Z.> ' / A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTI- FICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109 / IBC110/ IRC110. ORIGINAL -FILE • YELLOW-INSPECTbRv PINK -OWNER • GOLD - ASSESSOR 10104 PRESS HARD -YOU ARE MAKING 4 COPIES RAMP-) LANDING ti 4'-1 3/4" I Ila'-0" I I NpGP RAMP SCALE: I" = 5'-0ll 1211 RESERVED ill BLUE BACK- GROUND W/ WHITE SYMBOL 4 LETTERING 1" WHITE LETTERS W/ STD. WORD ING PER HANDICAP CODE REQ'MTS SIDEWALK N.C. PARKING SIGN N7S RAMP 58.15 - 51.09 = 1.66' RISE IN 21'-5 114" RUN = I / 1.1 HDCP SIGN BELL STREET C; A\ Q 0 i I' I (1) NEW STREET TREES w/ METAL GRATES 3' X 3' HOLE --� EXIST. PARKING i STRIPES 1 NOTE: 0 SIDEWALK, CURB 4 GUTTER TO BE INSPECTED BY THE EXIT. W.M. I CITY ENGINEER ' - REMOVE 4 REPLACE, AS NOTED. < I )v EXIST. PARKIN(:� SIGN i . I 25' 1 PL ' EXIST. <, EXIST. x CB I I i EXIST. RI STORM 1 DRAIN i BLDG. LINE 11120 PIPE RAIL- EACH SIDE I I _ — SEE SHT. A5 SECTION PLANTER RAMP ACCESS STALL , HDCP RAMP -SECTION SCALE: 3/16" = I'-0" . , I G� LEG; AL DESCRIPTION LOT 8 BLOCK i PLAT. OF EDMONDS ACCORDING TO PLAT THEREOF RECORDED IN VOLUME I OF PLATS PAGE 26 TO 21 RECORDS OF SNOHOMISH COUNTY, W5HINGTON TAX NUMBER 56.40' S1.00' S1b3' 58.03' 51.80' - WEST EAST 55.90' 56.40' 5100' 51.43' 51.63' NORTH --- SOUTH LOT CRO55 6ECTION5 SCALE: I" = 30" ' \ q a coaa �a�� 1_ 1 h W I a 0% I ! co OSURE .,t UNLINK Q Q W Z _ U O NEW STEEL GUARD POST L� z ' , A 9>I W Z W 0- � w FE Z Z t_ IA o I� L o O idm 0v Lz LL �� <w Zul c� Ic w (C Qm Uz s L NORTHWEST CORNER 56.10' NORTHEAST GORIER SOUTHEAST CORNER 58b5' = 60.20' APpRoul SOUTHWEST CORNER 56.90' 231.85' = 4 = 51.9625' + 25.0000' 132.9&25' MAX. PLATE HT. + 5.0000' 81.9625' MAX. PITCHED ROOF SlrileT 0/�� / 3e9 -;�- I" Ae Al •�'Yt11N�. Ir`I WIMP- 1,b uGU'r . ON INhlpF.- or 'dTAK6- . Nat" . I. ,.FMINFOPACALD "MAR. 2: WIC, 14 eqA. CLAW Intl --- 4drAIN WN. PuT . FM MULi T Ic1=NP.� Ix�wP! Ord Tar o '� 'M y . �fJM WWI If Imo. 00 -- w, WOOD ATAM 2 Fg_ �g UL2.4 il /ir, r�,i�// ✓��� T'-e a ', iu l�pF.N 131JRIAP ANC.' I� l MLD 6,A4r ` 0( !/3n'D - � -N •�� ;:' ,:'' ' �` �+._�� / ill '00uP��Y 7 RMT •�o . - r GENERAL NOTES: 1. Contractor shall be responsible for familiarizing himself with all other site improvements prior to starting landscape work. 2. Contractor shall use caution while excavating to avoid disturbing any existing utilities. If any are encountered, contractor is to promptly advise general contractor. 3. Notify general contractor if any drainage problems are found during construction. 4. Install a minimum of 4" of 3-way topsoil in all groundcover areas. Incorporate enough topsoil into backfill mix for plant material so topsoil is 50% of mix. 5. Finish grade to be'/z" below surface of adjacent walks or top of adjacent curbs. 6. All plant material shall conform to AAN standard for nursery stock, latest edition. 7. Plant material quantities are for convenience only. Contractor is responsible to verify quantities for himself. Symbols on drawing have priority over quantities given on Plant Schedule. 8. Fertilize all plant material with Agro transplant fertilizer 4-2-2- per manufacturer's recommendation and 21 gram tablets (4 per tree, 2 per shrub and 2- 5 gram tablets per groundcover). 9. Install a minimum of 2" medium fine bark mulch in all planting beds. ]PLANT SCHEDULE 'ROVED BY PLANNING X o tL r cptn � z 'm Ztn tn P iu 0. Z Q 1� Q v� QL 130 -1, wl�e, Al i ,jA IP k I j �0� I �E1.L STREET (;B TYPE 1 f:IM= MATCH FIN. GRADE I.E. N S) = APPROX. 52.44 22 LF CONC. BARRIER CURB i I E. W) = 52.54 TOP 6' ABOVE BIOFILTER CB TYPE 2-54" - CONTROL MH RIM=55.90 SEE SHEET C3 I. E. W) = 52.60 FOR FLOW RESTRICTOR -------------•- :E•-- E}-=52.60.--. „T" DETAILS-•------------------------ j ' I 11.17 LF 1' " CMP S=0.50% I ' I 65 LF 24" HDPE S=0% I� I (3) NEW ' I j STREET N I O j TREES w; I a DOUBLE j DETECTOR CHECK VALVE 9- I EXIST. LOCATION j PARKING O I STRIPES NOTE: j �� S� N z' SIDEWALK, CURB GUTTER TO BE INSPECTED BY THE LU ! � � EXIST; 3 4 l STeI5 3/4" W.M��j CITY ENGINEER. I V REMOVE 4 REPLACE A5 NOTED. Z (�DLu EXIST. I PARKING r� 3' D1A. STEEL - L1GHT WELL5 P 5 60044'45"E 120.00' NEU) 5UILLDING 05MT. FLR = EL. 45.30' MAIN FLR. = EL. 58.15' 2ND FLR. = EL. 10.15' I -Z SIGN �Dc I _ I �C 25' � ' EXIST.__ I 3/4" Wh1. ;f I I � EXIST. CA j cB 21, i 1 M J RE-STRI �_ EXIST. Q I EXIST. STORM PARKIN'd 146 5H40LLN w 0 j DRAIN I >_ N " X Ex I T. w n 16'-6" MIN on 0� 5' X 15' GARBAGE ENCLOSURE m/ VINYL COVERED CHAINL INK FENCE W/ SLATS. 15.00' G 58.36 BIOFILTER STRIP FIG 58.46 (SEE SHT. C3) ELEG.TR / LF 24" HDPE S co `.. N' �:_ TYPE 2-48is RIM= MATCH FIN. GRADE �� I.E. E = 52.60 I.E. 48.38 I. E. = 52.60 EXIST. BUILDING TO BE REMOVED co� O / 'D CB TYPE 2-48" RIM= MATCH FIN. GRADE I.E.= 52.60 / FG CO. i I i CB TYPE 12-48" RIM= MATCH FIN. GRADE I.E. S 152.60 1. E. 52.60 � I zon , I-b ci E)n Jjs�&04 ® evi I I ------------ 2% - @ 2q � 16'-ro" N I I SS o,0 cq I (D I tL U17. I e � ' I N W I & 2%- N I NEUJ N �I Q o PARIGINCa I �' `� j cn (D _sozo, - ® 158 w I z � 90' .•-10$ I PRECAST CEMENT CONCRETE BUMPER CURBS Q ! 1% IN ACCORDANCE WITH WSDOT STANDARD PLAN F-1 I I CONC. WALK j Lu 2% 60 6 I I NEW STEEL GUARD POST -- 60 24 _-- --- -- -- -- -- - -- - - -- Y� I d I 0 TYP. - I 60, I EX15T. IFAR ING @ i a_ PRECAST CEMENT CONCRETE iMPER CURBS j T IN ACCORDANCE WITH W DOANDARD PLAN F-1 _r 1 1! V0 sLorPE -1 z 2% = I •D C� � \\v �� i Il co EXISTING 5UILDING .._.._.._..------.._..®.._.._.._.._..-------.._.._.._.._--------------- t Cti �-� n; 5 60044'45"E 120.00' s 51TC PLAN SCALE: i" = l,a'-�" L EC��lL DESCRI PT I DN LOT ,5 BLOCK I PLAT OF E01-10NO5 ACCORDING TO PLAT THEREOF NORTH RECORDED IN VOLUME I OF PLATS PAGE 26 TO 21 RECORDS OF SNOHOMISH COUNTY, WASHINGTON TAX NUMBER 434-001-005-0001 6L i I I MAR-16-1999 ,03 24 CITY OF EDMONDS I 47J- PUN.. 1 P.02i02 - j 'pvr. :Azsa aL=p, SZ-ATE * � �O o Cic.C� 'aE-ce,Gro2 �Ac.u6 ASac.w a c.�-All i � 1 _ 1 tGH6�K � REsscR��NT ,, ! AS /IF= I KIN SENsos SRir W/TRPU t ' RE►=�OT4 RF1+0 , ,- � RiQut C2L.i F/Do a. 2 2 $1l,.•�6�6 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 1998 WSDOT STANDARD SPECIFICATIONS, AND CITY OF EDMONDS STANDARDS. 2. THE CONTRACTOR IS RESPONSIBLE FOR HAVING THEIR OWN COPY OF THE ABOVE STANDARDS FOR REFERENCE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. IT SHALL BE THE APPLICANT'S/CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONSTRUCTION EASEMENTS AND PERMITS NECESSARY BEFORE INITIATING OFF -SITE WORK WITHIN THE ROAD RIGHTS- OF- WAY. 5. ALL UTILITY TRENCHES SHALL BE BACKFILLED AND COMPACTED TO 95 % DENSITY. 6. ALL ROADWAY SUBGRADE SHALL BE BACKFILLED AND COMPACTED TO 95% DENSITY. WSDOT 2- 06.3. 7. OPEN CUTTING OF EXISTING ROADWAYS SHALL BE RESTORED IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS. 8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT, FLAGGERS, AND ANY OTHER NEEDED ACTIONS TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC, AND TO PROTECT PROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK COVERED BY THE CONTRACTOR. ANY WORK WITHIN THE TRAVELED RIGHT-OF-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE AT LEAST ONE FLAGGER FOR EACH LANE OF TRAFFIC AFFECTED. ALL SECTIONS OF THE WSDOT STANDARD SPECIFICATIONS 1-07.23 - TRAFFIC CONTROL, SHALL APPLY. 9. ALL PIPE AND APPURTANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH WSDOT 7-02.3(1). THIS SHALL INCLUDE LEVELING AND COMPACTING THE TRENCH BOTTOM, THE TOP OF THE FOUNDATION MATERIAL, AND ANY REQUIRED PIPE BEDDING, TO A UNIFORM GRADE SO THAT THE ENTIRE PIPE IS SUPPORTED BY A UNIFORMLY DENSE UNYIELDING BASE. 10. STEEL PIPE SHALL BE GALVANIZED AND HAVE ASPHALT TREATMENT #1 OR BETTER INSIDE AND OUTSIDE (KCRS 7.03). 11. ALL DRAINAGE STRUCTURE, SUCH AS,; CATCH BASINS AND MANHOLES, NOT LOCATED �=.vf OF WITHIN A TRAVELED ROADWAY OR SIDEWALK, SHALL HAVE SOLID LOCKING LIDS. ALL DRAINAGE STRUCTURES ASSOCIATED WITH A PERMANENT RETENTION/DETENTION FACILITY -SHALL HAVE SOLID LOCKING LIDS (KCRS 12. THE APPLICANT/CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE LOCATIONS OF THE STORM DRAINAGE SYSTEM WITH RESPECT TO THE OTHER UTILITIES (E.G. POWER, GAS, TELEPHONE, TELEVISION). , q, V) 0.' LLj cr X W L 0 Lo G co 0) Go I co r r4 Lo ao w r4 rz rn co Lo co Z- o rl I c\2 zco CAI .--, \ Y U Lq ; ° U CL 0 } m D � a Q � a Q y Ld o cm z ~ w � z W 2 O U o Z 0 w U z Ld a 0 V) > > > ry ry Of QQ O 0, o u r , Fi4 C, N z � w Z w W <�•C U O . r'r, 00 W Z Q 0) Z dam., Q Z ►ems+ ^' p vi Z W z ac��,o W 3�: W J U SHEET TITLE: DRAINAGE PLAN SCALE CHECKED BY: 1 $ = 10' CEP DATE: PROJECT NO.: 9-25-98 110133 DRAWN BY: FILE NAME: CEP 110133C1 B DRAWING NO.: S�0 40 "Dole 9— C) NOTE: Z SIDEWALK, CURB 4 GUTTER TO BE INSPECTED BY THE � CITY ENGINEER Z REMOVE ; REPLACE AS NOTED. Lu -t-3 I —4&� EXIST. W.M. i EXIST. ' PARKING SIGN 25' EXIST. W.M. EXIST. CB EXIST. STORM DRAIN t_ BELL STREET SILT FENCE 5 60°44'45"E 120.00' . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • - UILDING E - • o MAIN- R. EL. 50.15' O FL EL. 0 - • CONSTRUCTIO ENTRANCE (SEE DETAIL C r - aBE REMOVED I � I RE- TRIPE EXIST. PA I NG AS 5HOL ExI T. FA KING LEC7,AL DESCRIPTION LOT $ BLOCK I PLAT OF EDt-10ND5 ACCORDING TO PLAT THEREOF RECORDED IN VOLUME I OF PLATS PAGE 26 TO 21 RECORDS OF SNOHOMI5H COUNTY, WASHINGTON 0o aas iioo il.t EXISTING r~ x I Ill 5UILDING t5 60°44'45"E 120.00' 513E PLAN SCALE: P = 16-0" 58.75' i� TYP. '- RD EXI5T. PARKING m 58.6rD' 5z w, m Q W � CV W � N Z w 58.90' w QI o 5' X 15' GARBAGE ENCLOSURE w/ VINYL COVERED CHAINLINK FENCE W/ SLATS. CONSTRUCTION SEQUENCE 1. ATTEND PRE -CONSTRUCTION MEETING. 2. INSTALL CONSTRUCTION ENTRANCE. 3. INSTALL SILT FILTER FABRIC FENCE, CATCH BASIN PROTECTION AND ADDITIONAL EROSION CONTROL DEVICES AS REQUIRED. 5. THE CONTRACTOR SHALL MAINTAIN SEDIMENT FREE CONDITIONS TO THE STORM DRAINS AND ROADS AT ALL TIMES. 6. CLEAR AND GRUB SITE. 7. ROUGH GRADE AND INSTALL STORM DRAINAGE, PIPES AND STRUCTURES. 8. INSTALL WATER AND SEWER SERVICES. 9. HYDROSEED/MULCH AND STABILIZE CUT/FILL SLOPES AND ALL EXPOSED AREAS AS SOON AS POSSIBLE AND PER EROSION CONTROL NOTES. 10. ALL EROSION CONTROL MEASURES SHALL REMAIN IN PLACE UNTIL CONSTRUCTION AREAS ARE STABILIZED. 11. SWEEP AND CLEAN ALL PAVED AREAS. 12. REMOVE ALL TESCP FACILITIES ONLY WHEN PROJECT SITE IS STABILIZED. C*4ALL . . OnnmftE YOU a D � I UA 4 d,.._... V -5555 1 u EROSION CONTROL NOTES GENERAL: 1 A. DURING AND AFTER CONSTRUCTION, ALL PERSONS ENGAGING IN DEVELOPMENT ACTIVITIES SHALL PREVENT OR MINIMIZE EROSION AND SEDIMENTATION ON -SITE AND SHALL PROTECT PROPERTIES AND WATER COURSES DOWNSTREAM FROM THE SITE FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE SITE. B. THE APPLICANT SHALL PREVENT THE TRANSPORT OF SEDIMENT ONTO ADJACENT PROPERTIES. C. THE APPLICANT SHALL APPLY BMPs FROM THE SNOHOMISH COUNTY DRAINAGE MANUAL OR AS APPROVED BY THE DIRECTOR TO PREVENT OR MINIMIZE THE TRANSPORT OF SEDIMENT ONTO PAVED SURFACES DURING CONSTRUCTION, AND IF SEDIMENT IS TRANSPORTED ONTO A PAVED SURFACE, TO CLEAN THE PAVED SURFACE AT THE END OF EACH DAY. D. THE APPLICANT SHALL DENUDE AREAS AND SOIL STOCKPILES AS FOLLOWS: (1) FROM OCTOBER 1 TO APRIL 30, NO SOIL MAY REMAIN EXPOSED FOR MORE THAN 2 DAYS. FROM MAY 1 TO SEPTEMBER 30, NO SOIL MAY REMAIN EXPOSED FOR MORE THAN 7 DAYS. ON PORTIONS OF THE SITE WHERE ACTIVE GRADING IS IN PROGRESS, THE DIRECTOR MAY. EXTEND THE DEADLINE FOR SOIL STABILIZATION UPON DETERMINING THAT THE LIKELIHOOD OF EROSION IMPACTS IS LOW BASED ON THE TYPE AND AMOUNT OF SOIL EXPOSED, SITE TOPOGRAPHY, THE POTENTIAL FOR DISCHARGE TO CRITICAL AREAS AND LAKES, AND OTHER FACTORS. UPON FINDING A RISK OF EROSION, THE APPLICANT SHALL IMMEDIATELY APPLY SOIL STABILIZATION, REGARDLESS OF ANY PREVIOUSLY ESTABLISHED DEADLINE, AND THE DIRECTOR MAY REQUIRE IMMEDIATE STABILIZATION AT ANY TIME FOR THIS PURPOSE. THE APPLICANT SHALL KEEP MATERIALS, EQUIPMENT, AND OTHER RESOURCES ON SITE AT ALL TIMES, IN ADEQUATE QUANTITIES TO IMMEDIATELY STABILIZE ALL SOIL. (2) DENUDED AREAS SHALL BE COVERED BY MULCH, SOD, PLASTIC OR OTHER BMP IN THE SNOHOMISH COUNTY DRAINAGE MANUAL OR APPROVED BY THE DIRECTOR. (3)SOIL STOCKPILES SHALL BE STABILIZED OR PROTECTED WITH SEDIMENT RETENTION BMPs WITHIN 24 HOURS OF FORMATION TO PREVENT SOIL LOSS. (4) GRADING AND CONSTRUCTION SHALL BE TIMED AND CONDUCTED IN STAGES TO MINIMIZE SOIL EXPOSURE. E. THE APPLICANT MAY REMOVE ALL TEMPORARY EROSION AND SEDIMENTATION CONTROL BMPs WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THEY ARE NO LONGER NECESSARY. F. BEFORE CONSTRUCTION ACCEPTANCE BY THE COUNTY, THE APPLICANT SHALL ESTABLISH A PERMANENT VEGETATIVE GROUND COVER TO CONTROL SOIL EROSION AND TO SURVIVE SEVER WEATHER CONDITIONS ON ALL AREAS OF LAND DISTURBANCE NOT OTHERWISE PERMANENTLY STABILIZED BY IMPERVIOUS SURFACES OR OTHER MEANS. G. THE APPLICANT SHALL MAINTAIN AND REPAIR AS NECESSARY ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENTATION CONTROL BMPs TO ASSURE THEIR CONTINUED PERFORMANCE THROUGH CONSTRUCTION ACCEPTANCE AND EXTENDING TO THE RELEASE OF ALL ASSOCIATED WARRANTY SECURITY AND MAINTENANCE SECURITY. 2 ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTUBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED. 3. A WHEEL WASH PAD WILL BE PROVIDED AS THE SEASON DICTATES. 4. THE APPLICANT SHALL IMPLEMENT FULLY THE EROSION AND SEDIMENTATION CONTROL PLAN AT EACH STAGE OF SITE DEVELOPMENT. TEMPORARY FILTER FABRIC FENCE: 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND AT A MINIMUM OF 30 INCHES (WHERE PHYSICALLY POSSIBLE). 3. A TRENCH SHALL BE EXCAVATED APPROXIMATELY 8 INCHES WIDE AND 12 INCHES DEEP ALONG THE LINE OF POST AND UPSLOPE FROM THE BARRIER. THE TRENCH SHALL BE CONSTRUCTED TO FOLLOW THE CONTOUR. 4, WHEN SLIT FILM FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. 5. SLIT FILM FILTER FABRIC SHALL BE WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL EXTEND INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. OTHER TYPES OF FABRIC MAY BE STAPLED TO THE FENCE. 6. WHEN EXTRA -STRENGTH OR MONOFILAMENT FABRIC AND CLOSER POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE "E" APPLYING. EXTRA CARE SHOULD BE USED WHEN JOINING OR OVERLAPPING THESE STIFFER FABRICS. 7. LOCAL GOVERNMENTS MAY SPECIFY THE USE OF PROPERLY COMPACTED NATIVE MATERIAL. IN MANY INSTANCES, THIS MAY BE THE PREFERRED ALTERNATIVE BECAUSE THE SOIL FORMS A MORE CONTINUOUS CONTACT WITH THE TRENCH BELOW, AND USE OF NATIVE MATERIALS CUTS DOWN ON THE NUMBER OF TRIPS THAT MUST BE MADE ON AND OFF -SITE. IF GRAVEL IS USED INSTEAD, THE TRENCH SHALL BE BACKFILLED WITH 3/4-INCH MINIMUM DIAMTER WASHED GRAVEL. CARE MUST BE TAKEN WHEN USING GRAVEL TO ENSURE GOOD CONTACT BETWEEN THE FABRIC AND THE TRENCH BOTTOM TO PREVENT UNDERCUTTING. 8, FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. RETAINED SEDIMENT MUST BE REMOVED AND PROPERLY DISPOSED OF, OR MULCHED AND SEEDED. 9. INSPECT IMMEDIATELY AFTER EACH RAINFALL, AND AT LEAST DAILY DURING PROLONGED RAINFALL. REPAIR AS NECESSARY. 10.SEDIMENT MUST BE REMOVED WHEN IT REACHES APPROXIMWATELY ONE THIRD THE HEIGHT OF THE FENCE, ESPECIALLY IF HEAVY RAINS ARE EXPECTED. 11. ANY SEDIMENT DEPOSITS REMAINING IN PLACE AFTER THE FILTER FENCE IS NO LONGER REQUIRED SHALL BE DRESSED TO CONFORM WITH THE EXISTING GRADE, PREPARED AND SEEDED. x� .w, • r • • erarra nraaaa no ■rasa ■wk.aww ■araanawaaa ■ ■aa.•aa ■aaaa■ uokw r* � r�'ifa .aaa.. u w v U m Y a � Q l7'l ` N V) Z W � 2 Z w O U O }. U U � Q_ a_ U w p o rn U V) n- w Fw- 0 Ld o Q zaaz O 00 In d- <+C I N r', W w - � 4 F- = N ►�` Ill 000 x Z � Q Z O Q_ J Z U p.� z w�� O ry N W LLJ J U SHEET TITLE: T.E.S.C. PLAN SCALE CHECKED BY: V" = 10' CEP DATE: PROJECT NO.: 3-9-98 110133 DRAWN BY: FILE NAME: CEP 110133C2 DRAWING NO.: Ln PROVIDE 3 /4" TO 1" WASHED GRAVEL %��j'I �� �� '� %� ���'��'� I I BACKFILL IN TRENCH AND ON BOTH BURY BOTTOM OF FILTER I SIDES OF FILTER FENCE FABRIC ON I I MATERIAL IN 8" BY 12 TRENCH I THE SURFACE. ----I-I------------------ --I-� II 6' MAX. II co I BURY BOTTOM ,PF FILTER I MATERIAL IN 8 BY 12 TRENCH � II - 2" BY 2" WOOD POSTS �TEEANDEN D � � OR BETTER. 2" BY 2" WOOD POSTS, L H POSTS. STANDARD OR BETTER ALT: STEEL FENCE POSTS. ELEVATION F I L T DETAIL 62.00 58.00 56.00 54.00 52.00 50.00 NOT TO SCALE O o r7<`cSS r fZe- . o Fa'nbr4o,§ c rG R=25• 0 0 O Q a(� Cho OQO aQOa 00 0 OQO a MAwTENANCE GEO E)ML z O 00 N THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC R/y/PROVIDE FULL WIDTH OF THIS MAY REQUIRE PERIODIC TOP DRESSING W/ 4- TO 8-INCH INGRESS/EGRESS AREA STONE AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT 4'-8� QUARRY SPILLED. DROPPED WASHED TOR TRACHEDI FROM VEHICLES MATERIALS SPACES ROADWAYS OR INY'0 STORM DRAINS MUST BE REMOVED IMMEDIATELY. CONSTRUCTION ENTRANCE PAD DETAIL NOT TO SCALE P 8" MIN. SECTION 0 Ln 1� �24- MINI A `Y y t' Cleara9c A i Manhole ring and cover with locking bolts, marked "DRAIN" ELEV (4) PMIN�po 30" MINPipe supportELEV (3) 3" X 0.75" aluminum or 0.079" steel ELEV (2) (see note 1) 12" MIN ' ELEV (1) Outlet Mortar (TYP) Restrictor / Separator 1 Restrictor plate with orifice (1) (see noe 6) Jo ORIF (2) 0 Inlet 0 24„ O e 24" 54" DIA MIN ELEV & ORIFICE DIA. ORIFICE 1 = 5/8" EL 1 = 52.60 EL 2 = 53.75 ORIFICE 2 = 1.25" EL 3 = 54.60 TOP 12" DIA RISER EL 4 = 57.10 RIM ELEVATION SECTI® A —A NOTES 1. Pipe supports and restrictor/separator shall be constructed of the some material and be anchored at a maximum spacing of 36" . Attach pipe supports to manhole with 5/8" stainless steel expansion bolts or embed supports into manhole wall 2" . 2. The vertical riser stem of the restrictor/separator shall be the same diameter as the horizontal outlet 3. The flow rest rictor/separator shall be fabricated from one of the following materials: 0.60" Corrugated Aluminum Alloy Drain Pipe 0.64" Corrugated Galvanized or Aluminumized Steel Drain Pipe 0.60" aluminum alloy flat sheet, in accordance with ASTM B 209M. 5052 W32. or EPS Galvanized steel shall have Treatment 1. 4. Frame and ladder or steps are to be ofset so that: Shear gate is visible from the top; climb -down space is clear of riser and gate; frame is clear of curb. 5. Multi -orifice elbows may be located as shown or all on one side of the riser to assure ladder clearance. Size of elbows and placement to be specified in the Contract. 6. Resrictor plate with orifice as specified in the Contract. Omit plate if for pollution control only. Opening is to be cut round and smooth. 7. Shear gate shall be made of aluminum alloy in accordance with ASTM B 26M and ASTM B 275, designation ZG32A or cast iron in accordance with ASTM A 48. Class 308. Lift handle may be solid rod or hollow tubing with adjustable hook as required. Neopreme rubber gasket required between riser mounting flange and gate flange. Mating surfaces of lid and body shall be machined for proper fit. Flange mounting bolts shall be 3/8" diameter stainless steel. 8. Shear gate maximum opening shall be controlled by limited hinge movement, stop tab or some other device. 9. Alternate shear gate designs are acceptable, if material specifications are met and flange bolt pattern matches. Removable watertight coupling orifice plate ELBOW DETAIL Q 4---Adjustable lock hook with lock screw 7�1-1" Rod or tubing LIFT HANDLE DETAIL IfAl WOW STANDARD 0 co 0 CN L I CV o W tD L♦J i O _ O W N C.3 W V = CNN a W mw _ mw 20 L.F. 24"CMP S=O7- I L.F. 24" HDPE �=O% I I z. 6" SS 1+00 1+50.00 DETENTION PROFILE 1"=10" HORIZ 1"=2' VERT 2+00 �y � x�C &� � � '� `r,iv %k�^q,`t ` s�,xvS�N «TVr �?x•'< F R = 1" 5 1 /2" rI N TOP OF CURB AT APPROACH R = 1 CEMENT CONCRETE BARRIER CURB KI, Lift handle n, attachment v J / 1 Level li NJ FRONT SIDE SHEAR MAXIMUM GATE OF BATE 6" 2'-0" BIOFILTER STRIP BIOFILTER FLOW SPREADER SECTION I I 10'-0" I. 6" FOUNDATION WALL I BIOFILTER STRIP (LEVEL) I I BI OFI LTER STRIP SECTION NTS 1✓3 LL.J -' m i� aZ U z w - 2 0 �- 1' i rs us w OL w o z 0 o OO 00 r LIC) L0 0 0 t` r` L0 L0 w W W M. W < z z U �> n L� L0 0 LL. � o O — 0 w F- W z LLJ W > � o = o o Q Q 00 o LL CD z �o - LJ v of < CV 0 SHEET TITLE: DETAILS SCALE CHECKED BY: NTS CEP DATE: PRUCT NO.: :a 03-15-99 110133 DRAWN BY: ALE NAME: WAP 110133C3 DRAWNG NO.: C=3 PROJECT DATA o PROPERTI' ADDRE55 130 4th AVE NORTH EDMONDS, WA. }BUILDING CODE5 2003 INTERNATIONAL BUILDING CODE w/ STATE AMENDMENTS 2003 INTERNATIONAL MECHANICAL CODE w/ STATE AMENDMENTS 2003 INTERNATIONAL FIRE CODE w/ STATE AMENDMENTS 2003 UNIFORM PLUMBING CODE w/ STATE AMENDMENTS 2003 WASHINGTON STATE ENERGY CODE 2003 WASHINGTON STATE VENTILATION INDOOR AIR QUALITY CODE (WAC 51-13) EDMONDS COMMUNITY DEVELOPMENT CODE ZONING CODE BC - COMMUNITY BUSINESS CONSTRUCTION T` FE VB - B (OFFICE) OCCUPANCY 51TE AREA 120'-0" X 120'-0" = 14,4008F SITE COVERAGE 8218 SF (571%) P,4RKING BASEMENT (I EMPLOY.) = 1 CAR SERVICE AREA (1/600) = 4 CARS OFFICE AREA (1/800) = 16 CARS 21 CARS REQ'D 22 CARS SHOWN OCCUPANCY LOADSg�V� � �`S FIRST FLOOR = i13-1 SF = -11 OCCUPANTS SECOND FLOOR = 8045 SF = 80 OCCUPANTS rV;017701) 2'l 4, sY 6+C-414 F Mar Z sf FIXTURE COUNT TOTAL AREA = 15,182 SF m 200 SF/ OCCUPANT = 15 15 + 2 = 31.5 OCCP. / SEX 5j 29 WATER CLOSETS SHOWN = 8 UNITS - URINALS SHOWN = 1 UNIT GENERAL NOTES 1. ALL CONSTRUCTION SHALL CONFORM TO THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE. 2. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THESE PLANS AND PROJECT SPECIFICATIONS. 3. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WOOD OF ANY SPECIES OR FOUNDATION GRADE CEDAR OR REDWOOD. ALL MARKED BY AN APPROVED TESTING AGENCY. 4. ALL WOOD FORMS USED FOR CONCRETE, IN THE GROUND OR BETWEEN FOUNDATION SILLS AND THE GROUND SHALL BE REMOVED. 5. ALL DIMENSIONS ARE TO FACE OF CONCRETE, FACE OF FRAMING OR CENTER LINE OF COLUMN UNLESS NOTED OTHERWISE. (o. PROVIDE HORIZONTAL FIREBLOCKING IN ALL FRAME WALLS AT 10'-0" ON CENTER AND WHERE FRAME WALLS PENETRATE CEILINGS. FIREBLOCK IN ACCORDANCE WITH U.B.C. SEC 251(o F. -(. GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS. IN THE EVENT OF CONFLICTS OR CHANGES BETWEEN DETAILS OR BETWEEN THE PLANS AND SPECIFICATIONS NOTIFY THE ARCHITECT IMMEDIATELY. 5. PROVIDE A FLOOR OR LANDING NOT GREATER THAN 1/2" BELOW THRESHOLD AT ALL DOORWAYS. 9. ELECTRICAL SYSTEMS SHALL BE BIDDER DESIGNED. PLANS AND SPECIFICATIONS TO BE SUBMITTED UNDER SEPARATE COVER. CONTRACTOR SHALL PROVIDE TO THE BUILDING DEPT. ALL WASHINGTON STATE ENERGY CALCULATIONS. 10. SEPARATE PERMITS SHALL BE REQUIRED FOR ALL MECHANICAL, ELECTRICAL,4 HVAC. 11. VERIFY ALL ROUGH -IN DIMENSIONS FOR EQUIPMENT AND/OR FIXTURES IN THIS CONTRACT OR BY OTHERS. PROVIDE BLOCKING FOR SAFE AND ADEQUATE SUPPORT OF EQUIPMENT, FIXTURES OR ACCESSORIES AS REQUIRED. 12. ALL DOORS NOT LOCATED BY DIMENSIONS ON THE PLANS, INTERIOR ELEVATIONS, OR DETAILS SHALL BE 3" MIN. FROM FACE OF STUD TO EDGE OF DOOR OPENING. 13. INSULATE ALL PLUMBING PIPES AND INSTALL APPROVED ACOUS. INSULATION FOR SOUND CONTROL IN ALL PLUMBING WALLS. 14. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AND ROOF AND BETWEEN PANELS, OPENINGS AT PENETRATIONS OF UTILITTY SERVICES THROUGH WALLS, FLOORS AND ROOF AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GASKETED, OR WEATHERSTRIPPED TO PREVENT AIR LEAKAGE. 15. PROVIDE SMOKE DETECTORS IN ALL NEW ROOMS. CONNECT TO EXIST. ALARM SYSTEM. 16. AT ALL HOT WATER TANKS, PROVIDE PRESSURE RELIEF VALVES. CONNECT TO DRAIN. 11. ALL GLASS DOORS SHALL BE APPROVED SAFETY GLASS. I&. PROVIDE ADDITIONAL FROST PROOF HOSE BIBBS 4 ELECTRICAL OUTLETS AT EXTERIOR AS DIRECTED BY OWNER OR AS SHOWN ON PLANS. 113. MECHANICAL SYSTEMS SHALL BE CONTRACTOR DESIGNED. CONTRACTOR SHALL PROVIDE WASHINGTON STATE ENERGY CALCULATIONS TO THE BUILDING DEPT. 20. DEFERRED SUBMITTALS: ALL MECHANICAL 4 ELECTRICAL WASH. STATE ENERGY CALCULATIONS ALSO THE FOLLOWING SUBMITTALS: MECHANICAL DESIGN ELECTRICAL DESIGN PLUMBING DESIGN SIGNS BY ENGINEERINGcv ©at6: 3 0 GUTTERS/DOWNSPOUTS _ TO CONNECT TO EXIST. SYST. APPROVED BY PLANNING L'oue­ LEG,4L DESCRIPTION LOT 8 BLOCK I PLAT OF EDMONDS ACCORDING TO PLAT THEREOF RECORDED IN VOLUME I OF PLATS PAGE 26 TO 21 RECORDS OF SNOHOMISH COUNTY, WASHINGTON TAX NUM5ER HEIGHT CAL.CULATION6: NORTHWEST CORNER = 56.10' NORTHEAST CORNER = 58.65 SOUTHEAST CORNER = 60.20' STREET FILE SOUTHWEST CORNER = 5ro.90' 231.05' - 4 = 5-7.9625' + 25.0000' 82.9625' MAX. PLATE HT. + 5.0000' 87.9625' MAX. PITCHED ROOF Vl L: z� ;W a h U) w rlr J I� r737 1) co w Q 0 z o 0w U w = 0w co 0 Q 0 I— 0 J UL UL 11L LLI O LLIz� OI_j0. 4 w EC I vEE) AUG -i eI i aUILDING DEPT. z i F 1 L RECEIVED AUG 19 2-005 BUILDING DEFT. STREET BILE